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Home My WebLink About3984 Night Heron Dr 17-2809; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 DATE: September 25, 2017 BUILDING APPLICATION #: 17-10000699 BUILDING PERMIT NUMBER: 17-10000699,,, UNIT ADDRESS: NIGHT HERON DR 3984 17-20-31-502-0000-0660 TRAFFIC ZOPJURISDICTION: TW: SEC: TWPRNG: 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: 3984 NIGHT HERON DR / LOT 66 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS Housing 705. 00 1.000 dwl unit 705.00 COLLECTORS N/ A Single Family Housing 00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO - WIDE ORD 00 Single Family SCHOOLS Housing 54. 00 1.000 dwl unit 54.00 i Sngle FamilyCO -WIDE ORD Housing 5, 000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/ A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) Q DATE: O NOTE TO RECEIVING SIGNATORY&PLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. l CITY OF SANFORD BUILDING & FIRE PREVENTION G'F1 r PERMIT APPLICATION Application No: D 03 Documented Construction Value: $ 2 5 alD Job Address: N Historic District: Yes No Parcel ID: 17-20-31-502-0000- Otto() Wyndham Preserve Lot loto Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use El Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: Street: 1405 Old Alabama Road, Suite 200 City, State Zip: Roswell, GA 30076 407-708-0161 Resident of property? : Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 Fax: 407-647-0700 No State License No.: CGC1522347 Arch itect/EngIneer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA Bonding Company: NA Address: E-mail: sives@mulhemkulp.com Mortgage Lender: Address: NA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5i° Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation 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 compli ce with all applicable laws regulating construction and zoning. gl 9lbli- of er/Agent Date Signature of Contractor/Agent Date Rkb Print Owner/Agent's Name Signature of Notar)-State of Florida Date Shayne Mange NOTARY PUBLIC STATE OF FLORIDA omm# GG113111 Expires 6/21/2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Obert Wlllaw Print Contractor/Agent's Name a0, ,. Q `:n4 QIQ 916 1 )::— Signature of N tary-State of Florida 43 Date Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm## GG113111 ONCE 19 0 ExpffES 6/21/zQ2 ( Contractor/Agent is 1// iYersona11y ttnown to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building a Electrical [3 Mechanical a Plumbing© Gas[] Roof Construction Type: Occupancy Use: t23 Flood Zone: k5ar Total Sq Ft of Bldg: 2yS4 Min. Occupancy Load: 06 # of Stories: L New Construction: Electric - # of Amps 15--0 Plumbing - # of Fixtures t-1 Fire Sprinkler Permit: Yes No [ " # of Heads APPROVALS: ZONING:k jdll(o 3 UTILITIES: ENGINEERING:"TC 10-=,-(l FIRE: Ok to construct single family home COMMENTS: _ with setbacks and impervious area shown on plan. 25. Ll *lo imp. 952 Lumimrq 7-, r-p Fire Alarm Permit: Yes No g WASTE WATER: BUILDING: 5F L - (. • ib Revised: June 30, 2015 Permit Application Revision LoT UU City of Sanford Response to Comments Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 BAN Email: building@sanfordfl.gov Permit # Submittal Date ( Project Address: Contact: Email:. 6- . ,e ' ' o Trades enc assed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: , 1 te a- ROUTING INFORMATION Approvals Building 5y I G • t$ CITY OF Ski4FORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2809 Date: 01/25/2018 Project Description: New SFR Contact Name: Shayne Mange[ Job Address: 3984 Night Heron Drive Contact Email: Shayne.MangelQstarliehthomes.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 I are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.eov. Provide two conies ofaffected plan sheers 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 I elevation should be shown on the plans. Please revise as necessary removing all elevations and options that do not apply. FBC 107 2. The Truss Layout on the plans differs from the truss placement diagram provided by the truss engineer. The plan page should match. Please revise accordingly as truss ids don't match and the truss engineering package cannot be verified as correct. FBC 107 3. 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 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. Office meetings with the plants 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 BUILDING St FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ lapj b"13 Job Address: -SC1114- N i 4't ero Y ` Historic District: Yes No Parcel ID: 17-20-31-502-0000- OtotoO Wyndham Preserve Lot lots Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use El Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email:' Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : City, State Zip: Roswell, GA 30076 No Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0100 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: Street: 20 South Maple Street, Suite 150 City, St, Zip: Ambler, PA 215-646-8001 Fax: E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: Address: Address: al 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 FIItST 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: 5t° 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 compliiggce with all applicable laws regulating construction and zoning. S[gaatufe— er/Agent - Date Print Owner/Agent's Name isl Signature of No -State of Florida Date Shayne Mange OTARY PUBLIC TATE OF FLORIDA ispersonally omm# GG113111 xpires 612112021 Owner/Agen Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name Signature of N tary-State of Florida a Date tT Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 FX//p/6/219NzQyknContractor/AgentisersonalowntoMeorProducedID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: " 9a21 / i WASTEWATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3984 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0660 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) RI.OIA- RUM ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-2809 Reviewed by: Michael Cash, CFM Date: October 3, 2017 1 0 po Application for Paved Driveway, Sidewalk or Vti° WalkwayIncludingRight-of-Way Use & Landscaping in Right -of -Way www.sanford0.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 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 KnorwhWshelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. C816doroyoudig. 1. Project Location/Address: 39' crpn ' Vey 2. Proposed Activity: Driveway EA Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: ng-,A.. S - This application is s4b itt b P+ropertyowner John Reny Signature: ^ Print Name: Address: L d p Y 1ALA A Phone: O Ol-ol Fax: Lt4--1- U04 1- 6-10Q Email: S *-. *-- Date: Ck - It+-11 r 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 portlon of right-of-way adjacent thereto. Requestor may, with written City authorization. remove said installation/improvement fully restoring the right-0f-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 permlttee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance With previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestor' s property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councllpersons, agents, servants, or employ- ees ( appointed, elected, or hired) from and against any and all Ilabllities, 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 rightof-wMy. I have read Signature: Pre - pour Inspection by: Application No: Reviewed: statement and by signing this application I agree to its terms. Date: 9 -14 -11 permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Date: Official Use Only Fee: Date: Public Works Date: Utilities Date: Approved: Engineering Date: Site Inspected by. Date: Special Permit Conditions: 10- 3-2011 November 2015 ROW Uso D*mway pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 9 -1 S - 1-1 Project Name-k_6 Y -rv-% A 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. Ede KOfs%n Robert Willets Print Name of enant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Print Name f Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # CALLED INTO: Progress Energy Rev. 02/10/15) nCDEL EG_sLy_-kPkPrintNameofEl. C J igna f El. Contractor FO =3091 El. Contractor License # Florida Power and Light on / / THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Mar FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number. Parcel ID Number. It111 Iilli lilll Ilifl ilill iilll IIII illl GRANT MALOY, SEMINOLE COUNTY CLERK. OF CIRCUIT COURT h COMPTROLLERSK, 9006 P9 1260 (1P9s) CLERK'S 4 2017103574 RECORDED 10/13/2017 02:43:3.1 PMRECORDINGFEES $10.00 RECORDED BY hdevore 17-20-31-502-0000- 0 (et po 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 Pgs 93-102. Lot Le Le Address: '-F rd . f:— 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 Section 713.13(1)(b), Florida Statutes. NA Of To receive a copy of the Uenoes Notice as Provided In 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. Un4erVnalties of perjury, I declare that 1 have read the foregoing and that the facts stated In It are true to e b of m wledge and belief. u s Signature Owners Printed Name Florida Statute 713.13(1)(9): 'The owner must sign the notlos of commenoement and no one also may be permitted to sign In his or her stead.' State of L County of l li t The foregoing Instrument was acknowledged before mi by tom', \C p c Name or person maldngNamepersonstateman OR who has produced Identification type of Identif Sheyne Mengel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 6 toy Expires 6/21/2021 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # j -7, 7Ari Address: %Qp,,4 ,.31c,ik- I",.) BUILDING PERMIT Min Max Ins ection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence EEC TRICAL•IPERIVIIT '- ;" .'i _ - - - - -- ``-; ,,, .•_ :'S=tise¢:: Min Max Inspection Description 0 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final I Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final LERIVI IT s Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 66 1952 TR1 Street: 3$y- N 1 b-4e M L-1. Builder Name: Ashton Woods 0v/G City, State, Zip: Sanford FL 3 73 Permit Office: Seminole Coun 8PermitNumber. # 1 7 - 0 9 SANFORD Owner. Design Location: FL, Sanford Jurisdiction: GG9i County:: heminolel(pFlorida Climate Zone 2) O AARTM: 1. New construction or existing New (From Plans) 9. Wall Types (2396.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1164.00 ft' 3. Number of units, if multiple family 1 b. Concrete Block - Int Insul, Exterior C. Frame - Wood, Adjacent R=4.1 919.33 ft' R=13.0 312.67 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1193.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1193.00 ft' 6. Conditioned floor area above grade (ft2) 1931 b. N/A R= ft* Conditioned floor area below grade (ftq 0 c. N/A R= ft' 7. Windows(169.0 sgft,) Description Area 11. Ducts a. Sup: Attic, Rat: Floor 2, AH: Floor 2 R ft' 6 386.2 a. U-Factor. Dbl, U=0.34 128.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 30.0 SEER:14.00 c. U-Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiencyd. U-Factor. N/A ft' a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems 8. Floor Types (1193.0 soft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 810.00 ft' b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 383.00 ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.088 Total Proposed Modified Loads: 59.74 PASSTotalBaselineLoads: 60.97 I hereby certify that the plans and specifications covered by Review of the plans and iiE Sr4, this calculation are in compliance with the Florida Energy Code. specifications covered by this O4 Y - p calculation indicates compliance 1 with the Florida Energy Code. PREPARED BY: //y,-(. Before construction is completed DATE: 64 wi this building will be inspected for 1111 A compliance with Section 553.908 a I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy C de. CpD ME OWNER/AGENT: _ BUILDING OFFICIAL: DATE: DATE: 15 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in acconiance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspecdon Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, le not greater than 0.030 On for whole house. 5/16/2017 11:25 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 661952 TR Bedrooms: 4 Address Type: Lot Information Building Type: Usor Conditioned Area: 1931 Lot # 66 Owner. Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Ashton Woods Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City. State. Zip: Sanford . Family Type: Single-family FL. 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design LoFation TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL. Sanford FL ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1931 16613.1 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 810 7533 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1121 9080.1 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 98.5 ft 0 810 ft' 0 0 1 2 Floor over Garage Floor 2 --_ -^ 383 fe 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1334 ft= 0 fix Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1193 ft° N N 5/16/201711:25 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1193 ft' 0.1 Wood WALLS Adjacent Spacep Cavity Width Height R-VA-18 Fe In ae In Area Sheathing Framing Solar Below R-1/alue Pmction Ahgor Gcach, 1 N Exterior Frame - Wood Floor 2 13 35 0 8 1 282.9 ft' 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 15 6 9 4 144.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 37 0 8 1 299.1 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 35 0 8 1 282.9 ft' 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 29 0 9 4 270.7 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 1 13 37 0 8 1 299.1 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 37 0 9 4 345.3 ft' 0 0 0.6 0 9 E Garage Frame - Wood Floor 1 13 33 6 9 4 312.7 ft' 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft in Ft In 1 E Wood Floor 1 None .39 3 6 10 20.5 ft' 2 E Wood Floor 1 None .39 2 10 6 10 19.4 ft' WINDOWS Orientation shown is the entered. Proposed orientation. Wall Overhang Ornt 10 Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 0 3 Vinyl Low-E Double Yes 0.34 0.26 45.0 ft' 1 ft 0 In 1 ft 0 in Drapes/bllnds Exterior 5 2 w 7 Vinyl Low-E Double Yes 0.34 0.26 45.0 ft' 1 ft 0 in 1 ft 0 in Drapesiblinds Exterior 5 3 w 8 Vinyl Low-E Double Yes 0.34 0.26 8.0 ft' 1 ft 0 in 12 ft 0 in Drapes/blinds Exterior 5 4 w 8 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 12 ft 0 in Drapes/blinds Exterior 5 5 W 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft' 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 383 ft' 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 1938.2 106.4 200.11 3439 7 5/16/2017 11:25 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None R° DUCTS V # Supply --- Location R-Value Area Return — - Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT ON RLF HVAC # Heat Cool 1 Attic 6 386.2 ft Floor 2 96.55 R Prop. Leak Free Floor 2 cfm 57.9 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Cooling]] Jan Feb Mar Heatin[X) Jan FebX MarVenting [[ ]] Jan Ceiling F.tns: Apt Ma 4X Jun X Jul ri AugSe X Apr Mpy t Jun Jul Aug Sep X Oct Nov OctX Nov DecHDec 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 PM 6688 78 78 80 78 78 78 78 78 66 66 68 68 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 68 68 68 68 78 78 78 78 68 68 68 80 78 78 78 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 66 80 78 78 78 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 57 0 0 1 - Electric Heat Pump 1 - Central Unit 5/16/2017 11:25 AM EnergyGauge® USA - FlaRes2014 Sectior. R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U-Factor: Obl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. pbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor. N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1164.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 919.33 ft2 1 c. Frame - Wood, Adjacent R=13.0 312.67 ft2 4 d. N/A R= ft2 No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1193.00 ft2 1931 b. N/A R= ft2 Area c. NIA R= ft2 128.00 ftz 11. Ducts R ft2 a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 386.2 41.00 ft 12. Cooling systems k8tu/hr Efficiency ft' a. Central Unit 30.0 SEER:14.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= ft2 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 30.0 HSPF:8.20 1.000 ft. 0.256 Area 14. Hot water systems 810.00 ft2 a. Electric Cap: 50 gallons EF: 0.95 383.00 ft2 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 will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: tDate: Address of New Home: SS n jJ4 UC,-)n 4- City/FL Zip: J;L V WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 5/ 16/2017 11:25 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 66 1952 TR Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps In the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs 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 bo 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 1 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 gaskeled doors SrlW2017 11:25 AM EnergyGauge® t1SA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 66 1952 TR Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford. FL . 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1931 sq.ft. Cond. Volume: 16613 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: I Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hourinClimateZones1and2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2inchesw.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 otherInfiltrationcontrolmeasures. 2. Dampers Including exhaust, intake, makeup air, backdraft and Rue dampers shall be closed, but not sealed beyond intended infiltrationcontrolmeasures; 3. Interior doors, if installed at the time of the test, shall be open: 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed: 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the teat, 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: OZgKB STgrR 5/16/2017 11:26 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 661952 TR 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) On,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 5/16/2017 11:26 AM EnergyGaugeS USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summary Ashton -Starlight Homes wrightsoft• Date: Entire House By: Energy Air, Inc Plan: 1952 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email GRenner@energyair.com Web vmw.energyalr.com For: Lot 66 1952 TR, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 15018 Btuh Ducts 1572 Btuh Central vent (57 cfm) 1620 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 18209 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Coolingg Area (ft2) 200 2003 Volume (ft3) 17194 17194 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 80 43 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency 8.2 HSPF Heating input Heating output 28600 Btuh @ 47°F Temperature rise 29 OF Actual air flow 899 cfm Air flow factor 0.054 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 17694 Btuh Ducts 2093 Btuh Central vent (57 cfm) 1105 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 20893 Btuh Latent Cooling Equipment Load Sizing Structure 2273 Btuh Ducts 202 Btuh Central vent (57 cfm) 1697 Btuh Equipment latent load 4171 Btuh Equipment total load 25064 Btuh Req. total capacity at 0.75 SHR 2.3 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.83 Capacity balance point = 34 OF Bold/italk values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilghtsoft• Right -Suite® Universal 2017 17.0.08 RSU17013 2017-May 18 1 Page 9 ACCA .,,ot Specific\Wyndham Preserve\Lot 66 1952 TR.rup Cale = MJ8 front Door faces: W wrightsoft° Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Odando, FL 32810 Phone 4074186-3729 Email: ORenner(8energyaircom Web: www.energyair.com For: Lot 66 1952 TR, Ashton Woods Homes Sanford, FL 32773 Design Conditions Job: Ashton- Starlight Homes Date: By: Plan: 1952 S Outdoor design DB: 92.6OF Sensible gain: 20893 Btuh Entering coil DB: 76.2°F Outdoor design WB: 75.9°F Latent gain: 4171 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 25064 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 20963 Btuh 100% of load Latent capacity: 5156 Btuh 124% of load Total capacity: 26119 Btuh 104% of load SHR: 80% Design Conditions Outdoor design DB: 44.2OF Heat loss: 18209 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0OF Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 157% of load Capacity balance: 34 OF Supplemental heat required: 0 Btuh Economic balance:-99 OF Backup equipment type: Manufacturer: Actual airflow: 899 Output capacity: 5.6 Elec strip Model: cfm kW 104% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-May16 11:21:39 I wrightsoft• Right-Swte® Unhersal 2017 17.0.08 RSU17013 Page 1 AC-0, ...ot Specific\Wyndham Preserve\Lot 66 1952 TR.rup Calc = W8 Front Door faces: W wrightsoft• Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct. Orlando, FL 32810 Phone. 407-886-3729 Email GRenner@energyair.com Web: v ww.energyair.com For: Lot 66 1952 TR, Ashton Woods Homes Sanford, FL 32773 Job: Ashton- Starlight Homes Date: By: Plan: 1952 S Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.160 in/100ft 0.160 in/100ft Actual air flow 899 cfm 899 cfm Total effective length (TEL) 175 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ba2 c 346 16 16 0.204 4.0 Ox 0 VIFx 17.3 120.0 st1 bed2 c 1692 64 77 0.197 6.0 OX 0 VIFx 21.8 120.0 st1 bed3 c 1680 58 76 0.323 5.0 Ox 0 VIFx 11.8 75.0 bed4 c 1409 58 64 0.325 5.0 Ox 0 VIFx 6.1 80.0 fam-kit-din C 2831 121 129 0.160 7.0 Ox 0 VIFx 40.0 135.0 st2 fam-kit-din-A C 2831 121 129 0.170 7.0 Ox 0 VIFx 24.7 140.0 st2 fam-kit-din-B c 2831 121 129 0.174 7.0 Ox 0 VIFx 26.0 135.0 st2 foyer -A h 3230 175 70 0.174 8.0 Ox 0 VIFx 30.5 130.0 st2 laun c 754 7 34 0.203 4.0 OX 0 VIFx 18.1 120.0 st1 m be h 539 29 25 0.335 4.0 Ox 0 VIFx 8.7 75.0 mbed c 2361 75 107 0.335 6.0 Ox0 VIFx 8.5 75.0 pdr-A C 105 0 5 0.162 4.0 Ox 0 VIFx 37.7 135.0 st2 vac -A h 763 41 30 0.327 4.0 Ox 0 VIFx 10.6 75.0 wic2 h 225 12 9 0.190 4.0 Ox 0 VIFx 22.3 125.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st1 Peak AVF 99 136 0.190 509 7.0 0 x 0 VinlFlx st2 Peak AVF 539 461 0.160 686 12.0 0 x 0 VinlFlx Bold/italic values have been manually overridden 2017-May-16 11:21:39 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACOi ....ot Speciric\Wyndham Preserve\Lot 66 1952 TR.rup Celc = WS Front Door faces W Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rbl Ox0 899 899 0 0 0 0 Ox 0 VIFx 2017-May-16 11:21:39 wrightSOW Right-Suitee Universal 2017 17.0.08 RSU17013 Pape 2 ACCA ...ot Specific\Wyndham Preserve\Lot 66 1952 TR.rup Calc = MJ8 Front Door faces: W Job M Ashton- Starlight Homes Performed for: Lot 661952 TR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017-May-16 11:21:53 dham Preserve\Lot 66 1952 TR.rup level2 wic2 bed2 8xa u tubed 12 cfm 3VTR faun 10 x6 ba2 77 cfm 61. 8x4 16df 8x rVT a" 18x8 10x6 34 107 cfm a " In2 14x6 jj a 8 4 hall cf T 7 4" 7VTR 5' 40 wic3 14x6 10x6 76cfmac 24 x 18 , 6aVTR 899 cfm 2 9CFM 7 p Riser 12' 10x6 8x4 14x6 64 cfm 41 cfm bed3 cl2 bed4 AHU ON METAL STAND 2. 5 TON 240W 5KW HP wic Job #: Ashton- Starlight Homes Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 2 Lot 661952 TR 5401 Energy Air, Ct RightSuite® Universal 2017 Orlando, FL 32810 17. 0.08 RSU17013 Sanford, FL 32773 Phone: 407-886-3729 2017- May-16 11:21:53 vwwvenergyair. com GRenner@energyair.com ...dham Preserve\Lot 66 1952 TR.rup wM y I L r v 4 SX FL l ASHTON WOODS HOMES FIRST QUALITY PLUMBING 71 c r 746 N VOLUSIA AVE ORANGE CITY FS N O o GARY W EVERS co V G CFC050566 O LC MODEL 1952 I yt tl J \24 00, yP WYNDHAM PRESERVE - LOT 66 BUUMING 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 NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 I WESTERLY LINE OF I THE NORTHEAST 1/4 OF SEC 17-20-31 BASIS OF BEARING) rn 00 W PALMER'S SUBDIVISION rn PLAT BOOK 2, PAGE 41) jO c I I N I POINT OF 1 BEGINNING N89'40'51 "E - 351.29 LEGAL DESCRIPTION PLOT PLAN WYNDHAM PRESERVE LOT 66 Proposed) ZONING BATE- Ok to construct single family home with setbacks and impervious area shown on plan. 25. 1a'e imp. Ig52 LvrAilna q - T , CvP- LOT 65 1 0. I N89'43'03"'E 119.06, r q/C--=-`---- 25.358.7' 35.0 1=W a 0 1 ^ PROPOSED I C z z 10.0 2 STY RESIDENCE q o PROPOSED h O. I LOT 66 3984 NIGHT HERON a DRIVEWAY w A w o PATIOAREA = c I 7,143 S.F. o DRIVE 6.0 O O: F" l t 1952 LUMINARY w V v r? I 10.0 ZI ELEVATION - T PROqPtO S E DzwIGARAGE - RIGHT o a b Q I tO CONC WALK FFE= 25.3wI I E• z O w 13I58.7ZI 29.0 N - in Z I L_____________________________ I N O a_ z I tr a.v I l 1 0' 119.04' S89043103mw I ir 1 LOT 67 I Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range'31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 1,891.14 feet; thence N.89040'51"E., a distance of 351.29 feet to the POINT OF BEGINNING; thence N.00°18'02"W., a distance of 60.00 feet; thence N.89°43'03"E., a distance of 119.06 feet; thence S.00016'57"E., a distance of 60.00 feet; thence S.89043'03"W., a distance of 119.04 feet; to to the POINT OF BEGINNING. Containing 7,143 Square feet, more or less. PEP =Pool Equipment LWFND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed Business BFP-Backflow Preventer Si ght Distance Easement PRM-Permanent Ref. MonumentS -SurveyReportedPCP-Permanent Control Point D -DescriptionJR FP&L-Forlda Power & Light P -Plat FFE-Finish Floor Elevation Deed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B. -Plat Book ICJ --Fire Hydrant Pg.-Page ROOM -Reclaimed Water Meter Elev.-Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver M -Telephone Box SW -Sidewalk El -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole GTI-Grote Top Inlet Ught Pole P.U.E.-Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride o -Storm Sewer Manhole NCS-No Comer Set (Falls in Water) G-Sanitary Sewer Manhole SF -Square Feet D&o -Electric Handhole D.U.E.-Drainage /Utility Easement Coo -Clean out FMGD-MAG AIL &DISK Kolon Nail XVD4-Irrigation Control Valve a -SignP.K.-Parker SIR -Set 1/2' Iron Rod L87768 WD4-Gate Water Valve SPKO-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2' Iron Rod L87768 M-Existing Grade FIP -Found 1 /2' Iron Pipe L87768 al -Blow -off Valve FPKO-Found P.K. Nail & Disk L87768 --Drainage Flow Direction FCM -Found 4'x4" Concrete _ roosed Design GradePp P.C. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished 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) H m v PCP U O U I N Oro 3 a0I c O ` a--' G L7 ' Z 25.0' PCP, I DEIIENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT 7.143 SQ.FT. LIVING AREA- 810 SQ.FT. GARAGE 383 SQ.FT. PORCH = 40 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO 100 SQ.FT. WALKWAY = 69 SQ.FT. IMPERVIOUS- 25.14 9. SOD = 5.336 SQ.FT. OFF LOT AREA CALCULATIONS R/W 1.500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA AREA = 8,643 S DRIVEWAY = 519 SQ.FT. SIDEWALK = 369 SQ.FT. SOD = 5.582 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 66, 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. Kes D. Leviner LS6915 RIDA PROFESSIONAL SURVEYOR & MAPPER NO. .................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn: JE I Checked: JDL I P.C.: Data File:0&sonEadt Plat Date:04/24/17 Dwg:BrImnEaat-1ot61 Order No.: ^ SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY PA 1?'=-EL ECTfMC Ashton Woods Homes Seminole 1952 Starlight LOAD CALCULATION May 26, 2017 HVAC LOADS (NEC 2011 - 220 82(C)(3) - (3 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 4.00 TON 7.20 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 14.87 KVA TOTAL LOAD FOR COMPRESOR Q 100% 7.20 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 499 KVA TOTAL HVAC DEMAND LOAD 1219 KVA 11. GENERAL LOADS (NEC 2011 - 220 82M)(11- (J11 LIGHTING 1931 Sq Ft © 3VA/Sq. Ft 5.79 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA 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 120 120 KVA I DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 7 _ 2 8 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 0OLD/,'V6 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT SgNFOr2D 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT OtiRT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 36.29 KVA IST 10 KVA (GENERAL LOADS)© 100% 10.00 KVA REMAINDER (GENERAL LOADS) Q 40% 10.52 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220 821811 20.52 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 2052 KVA TOTAL DEMAND LOAD (NEC 2011 - 220 82(A)l 32.70 KVA MINIMUM SERVICE SIZE 136.26 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram 150 Amp Main 120V / 240V Typical 150 Amp Interior Panel 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode I RECORD COPY u.nrtic SANFORD 1# 1 7 - 2 8 0 9 QDBoise Cascade Engineered Wood Products IFMNKSMEE-MMSEMIII0IFF iMi1I111101Wl 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? O Floor and Roof Framing with BCI® Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. O 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. R3 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. Rl 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. i Product Profiles, BCIO Architectural Specifications ......... 3 VERSA -LAM' Products, Specifications, Allowable Holes..... 26 About Floor Performance, BCIO Residential Floor Span Tables, VERSA -LAM® Details, Multiple Member Connectors ........ 27 1 One Hour FloorlCeding Assembly ........................ 4 VERSA -LAM* Floor Load Tables 100% Load Duration 28 BCI® Floor Framing Details .......................... 5-6 0VERSA -LAM Snow Roof Load Tables (115% Load Duration) ..... 29 o BCIO Joist Hole Location 8 Sizing, Large Rectangular Holes ... 7 i VERSA -LAM® Non -Snow Roof Load Tables (125/ Load Duration). 30 BC/0 Cantilever Details, Web Stiffener Requirements ..... 8-9 VERSA-LANIm Closest Allowable Nail Spacing ............. 31 BCIO Floor Load Tables ........................... 10 - 12 31BCI® Roof Framing Details ........................ 13 - 14 VERSA -LAM° Design Values........................... BCIo Roof Span Tables ........................... BCIO Roof Load Tables ........................... 15-18 19 - 23 VERSA-LAM®1.8 2750 Columns, VERSA -STUD* 1.7 2650 .. 32 Computer Software: BC FRAMER°, BC CALC° ............ 33 BCIO Design Properties, BCI*Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 - 35 1 Boise Cascade Rimboard Products/Properties ............ 25 Lifetime Guarantee ...........................Back Cover Boise Cascade ° ,%? • tasters Specifier Guide - 09,04/2015 astern -Product -Prof i Ies BCI .t i$tS VERSA-LAMO VERSA -LAM® VERSA -LAM® BCI.4500s 1.8 BCI.5000s 1.8 BCIO 6000s 1.8 BCIm 6500s 1.8 BCI.60s 2.0 BCIm 90s 2.0 1.72650 1.82750 2.03100 1Y2 I T ,'/i'I T (' 9Yi' 9Yi' 91/2" 11W 11 %11 ;' 3Ys" 11%, 9Yi' .. 11W .. 11W % 14" % 14" f 3Y:' t 3Yi' II t0 i' 14" /.. it% / 14., / 14., 16„ 16,. „ to 16" :' ;c to 7Yl' 24,. I -- «— ---1 I — I— ICI — N—I — t•—•I 11/" 2" 25/16" 29/is" 26/te" 3Y2" , Y.". 11/", 3Y2' 3Y2' to 5Y4' , Yi', 1I1W. Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3W, 5Y47 BCt° and VERSA -LAM' products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports BCI® J_o.ist_Ar_chitectu.r_al S.pecifi.cati.o.ns 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 BCIm Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI® Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. Boise Cascade EWP' • Eastem Specifier Guide • 0&04/2015 Residential_ Floor Span -Tables - About Floor Performance Homeowner's expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue -and -groove subfloor, install the joists vertically plumb with level -bearing supports, and install a direct -attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. Joist De h act* Joist Series THREE STAR * r< * FOUR STAR * + * * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE • CAUTION Live Load deflection limited to L1480: The common industry and design community standard for residential floor joists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'/: and 11%: deep joists without a direct -attached ceiling. Live Load deflection limited to L1960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner Live Load deflection limited to 1_/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads: however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" O.C. 16" 19.2" 24" o C. o.c. O.C. 32" o C. 12" o.c. 16" o.c. 19.2" O.C. 24" o C. 32" O.C. 12" O.C. 16" O.C. 19.2" o C. 24" O.C. 32" o C. 4500s 1.8 16'-11" 1T-6• I 14'4" 1X-7" I 11'4" 11•-6- ll'-6- I 10'-0- 10'4" T-7- 18'4" 16-8" 15•-3" 13'-7" 11'-9" 5000s 1.8 1T-6" 16-a- 15-r' 14'-l" 1r-0" 11'-6" 11'-0" I la-0- la -a- 9-11- 19-4" 17'-0" 16-4" 14'-7" 1r-5" 9%:" 6000s 1.8 18'-r' 16-0" 15'-W W-0- 11-4" 11'-0" 11'43" 10'-0" la -a- 11Y-0" 2a-r' 18'-5" 17'-5" 15'-9" 1Y-$" 6500s 1.8 W-W i 1T-1" ie-1" i 15'-0" i ly-W 11'-0" I 11W I 10'-0" 11 --W I 10'-0" 20'-0- 18-11" 1T-10" iv-7- iv-3" 4500s 1.8 20'-0" j 18'-4" 1T-r 15'-5" 13'-4" 15'-6- 14'-Y' 13'-5" 17-6" 11-4" 21'-10" 18'-11" 1T-3': iv-5-- 13'-4" 5000s 1.8 21Y-9" i 19-W 17'-11- 16'-r 17-4- 15'-0" 14'-0" IY-11" 1r-11- I 1l'-9" 23'-0" 20'-4" w8 w iv-T' 13'-4" 6000s 1.8 21'-7- I 19-W I iv-7- 1T-4" I 14'-1o" is!-w 1T-4" I 14'-5- 13'-S" 12'-1" 2Y-1IT 21'-10" 20'-0" 1T-11" 14'-10" 11 /: 650051.8 2r-r I 20-0' 19'-2" I 17'-10- FIT-1-T. 16-0' 15'-10" 14'-11" 13'-10" 12'-7- 24'-0- 2r-5' 21'-1" 18'-10' 14'-10" 60s 2.0 23'-7" I 21'-V' 2a-4- 18'-11" 16-4" 18'-0" 16-.T 15-9" 14'-0' 13'-3" 26-1" 23'-117' 2Z-6- 21'-0" 16-4" 90s 2 0 26-7" I Zir-r 2r-10" 21'-T 19-4" 19'-0" 18'-10- 1T-r ie-v- 14'-10" 29-5" 26-10" 25'-0" 2Y-6" 19-4" 4500s 1.8 22'-9" i 20'-7" I 18'-9" j 16'-9" 13'-11" 17'-10" 16'-Y' 16-4" 14,-3" 13'4" 23'.10" 20'-7" 18,4• 16'4" 13'-11" 5000s 1 8 23'-T' 21'-T' 20'-2" 18'-0" 1T-11" ir-w iv-10" is --iv 14'-J" 13'-0" 26-7- 22'-l" 21Y-2" 19-a- 13'-11" 6000s 1.8 24'-6- 22'-S' 21'-2- Igr-W 16-5" 15-2- 17'-0" 15-0' 16-4- IY-11" 2T-1- 23'-11" 21'-10- 19-W I5-5- 14" 6500s 1.8 25'-2" 123'-0- 21'-0' 120'-2- IS-5" 19'-0" 1T-11" 16-11- is-w 14'-0" 2T-9" 2S-2- 27-11" 2a-V 15'-5" 60s 2.0 26-9" 24'-0" 23'-0" i 21'-5" I 16'-4" 2a-11- 17-a- 17-11' 16'-7- 15'-1" 29-7- 2T-0" 2V-&' 21'-117' 16-4" 90s 2.0 3a-l" J 27'-&' 26-10" 24'-0" 19-6" 23'-0" 21'-4" 20'-0- 18---T 16-9" 33'-3" 317-4" 28'-T' 26-0" 19'-6" 4500s 1.8 25'-2" I 2r-a' 20'-l" 17'-11" 14'-l" 1T-9" 18'-0" 17'4" 15'-10" 14'-1- 25'-5" 27-0" 20'-1" 1T-11" 14--1- 6000s 1.8 27'-W 24'--T 23'-4" 2a-10" I 15'-'Y' 21'-r' 19'-4" 18'-r' 16-li- 15'-0" 29-6- 25-6" 23'-4" 217-10" 1V-4- 16" 6SOOs 1.8 2r-T I 2S-4" 2Y-11" 21'-1" I 16-9' 21'-9" 19-9" 18-8" 1T-4" 15'-r 317-0" 26-11" 24W 21'-1" 1T-9" 60s 2.0 29'-r i 2T-0' ' 26-W ; 21'-10' 16-4- 23'-2" 121--1- 19'-ur ir-w iv-4- 37-.W 29'-10" 27'-4- 21'-10' 16-4' 90s 2.0 I 33'-4" i 3a-4" i 28'-r 126-2" 19'-T' 26-T 23'4- 2r-r' 20'-0" 18'-r 36'-10" 33'-T' 31'-0" 26'-2" 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 23/3j" minimum plywoorl/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing -'/;' pl wood/0S8). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) on.e-Hour-F-ir-e-Resistive-Assembly --, ICC ESR 1336 L.S 1 2 1. 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. Y3/32" 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 Y." Type X or two layers 'Y." Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC= 54glIC=50 or 3'/2" glass fiber insulation to fire assembly: STC=55or 9dd an additional layer of minimum %" sheathing STC=61 and 9'/2" glassfiber insulation to fire assembly: Bease Ca.,ade "_: • <as:eit Spe;i4e, Garde • 0910412015 NOTE The Illustration below is showing several suggested applications for the Boise Cascade EWP products. It is not intended to show an actual house under construction. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI• JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) Von center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCI" floor systems. f BCI• rim joist. See page 6. BOISE CASCADE' Rir See pages 6 and 25. For load bearing cantilever details, see page 0• 1• BCI• blocking or 2x4 'squash" block on each side required when supporting a load -bearing wall above. BCI" Joists. VERSA -LAM" and ALLJOIS" must be stored, installed and used to accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM". ALLJOIST*. and BCI' Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM°. ALLJOIST" and BCI* Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI'B RIM JOISTS, RIM BOARDS, BCIO 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 Y2 inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result to 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. When installing Boise Cascade EWP products with treated wood. use only connectors/fasteners that are approved for use with the corresponding wood treatment. VERSA -LAM* header or an BCI• header. 1%" knockout holes at approximately 12" o.c. are pre -punched. J' See page 7 for allowable hole sizes and location. VERSA -LAM* LVL beam. Endwall blocking as required per governing building code. BCI' Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM°. ALLJOISTs, and SCIII Joist to accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI® joists in the flat direction. VERSA -LAM' is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. So. se Coscade EWP • Eastern Specifier Guide - 08/04/2015 Floor -Framing Details_ F5 Additional floor framing details available with BC FRAMER® software t N BEARING DETAILS act • BCI• Joist dm Jolst. blocking. Olmensbn0' lumber r ls not suitable for Na4lntosuitable use as dmboard Cawith BCI• Joists. Ri BCDimension lumber Is not making may be required Sd for use as din perpendicular to wall. each flange. board with BCI consult design professionallolsf,. of recordand/or local budding official. wall orgmGlnimulm oist bearsln s6 BOISE CASCADE• Top Flange or face One 8d nail Rimboard Mount Joist Hanger / each side at l/ bearing all lid block Note. Bq•Ron lolst must be I I "' from above designed to carry N-1W minimum bearing to bearing wan above when I I length (1s: required for below. not stacked over 18' and deeper Joists) wan below. VERSA -LAM• To limit splitting Range, start nails at least 1W Blocking required underneath braced wall from end. Nalls may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. INTERMEDIATE, BEAR ING DETAILS BCI• Joist Slope Cut Reinforcement npmti Hain.., rpemm< nrimn"r "nn,,,"nm For load bearing wall above stacked over wall below), A Blocking maybe required at intermediate bearings tot floor diaphragm per IRC in high seismic areas, tonsun kcal buildingofficial. 1 ' Load hearing jlwfl Double Squash Block Verticald3SO6 shear/ reaalon value to cut end of BCI• ioisL 8CI• Joist shall not be used as a collar or rafter tension be. x 6 min. ratter. Rafter shall be supported by ridge Deanl er other upper bearing support Aqk 6 12 t16, Size l01116S adagpaJ2 12 l6 19.2 2x4 4463 3347 2789 2.6 7013 52S9 4383 1 + wall above' min ma . u— (stacked over 1. Squash blocks are to be In full Contact _ BCI wan below) with upper floor and lower wall plate. Hael depth BCI•Joist I 2. Capacities shown are for a double Depth _ blocking. squash blocks at each Joist,SPFor table 2x block. Getter. below l i24 Backer block • 2x blocking ng requitedat beating (not shownfor clarity), DOUble BCI 10i5t 11/u' min. plywood/OSB rated sheathing as reinforcement, minimum 12* Connection Sheathingor Nstonrelaloreementwl9ilattgrain hodlonlaL Ins re wide). Nallwith rimboard both sides of the Joist tight to bottom flange. Leave Joist SO-lOd nails. Fdler closure minimum ti.' gap between rein(oreemenl and bottom of Hanger elow) gCl• Joist top flange. Apptytonstructionadhesive to contattblockin wdaces and fastenwith3rowsofmin. 10d box nails at g 6' oc. Alternate nailing from each side and clinch. required for I RIIu0loek Nail with 10- told nails. 84 wheretop flange Joist hanger load exceeds 250lbs LW.0 NOW totnn ftwnnp. Web Filler 0r Nailing 12• ' g on -centerConnection valid for all applications. Contact Boise Cascade t: WP inpinparina fnr enarifir rnneliHnne. cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered in all cantilever designs. End Wall Bearin Minimum Heel Depth Root, Pitch 6112 7112 8112 9112 10/12 12112 2 x 4 41A' 141K.1 4%* 1 4W I 4%' I 4YV 2.6 31A' 31/: 21/: 21/' 2'/: 2 , LATERAL SUPPORT BCI• Joists shall be laterally supported at the ends with hangers, rimboard, BCI• rim joist or blocking panels. BCII blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor dia hraggm er IRC In high seismic areas, consult MINIMUM BEARING LENGTH FORBCI• JOISTS Minimum end bearing: 1%' for all BCI•Joists. 3%' is required at cantilever and Intermediate supports. longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI• rim joist, rim board or closure panel to BCI• joist: Rimsorclosurepanel 1%Inches thick and less: 2-8d nails one each in the top and bottom flange. SCI• 4506s/5000s rim joist 2-30d box nails, one each in the top and bottom flange. 8CI.6000s/60s rim joist: 2-16d tax nails, one each In the top and bottom flange. BCI.6500s/90s rim joist: Toe -nail top flange to rim BC olst with 2- 10d box nails ,C one each side of flange. rim joist, dm board or OCI• blocking panel to support: Min. 8d nails@6" o. c. per IRC. Connection per design professional of record's specification for shear transfer. BCI oast to support: 2-9d nails, oneoneachsideofthe web, placed ills inches minimum from the end of the BC16 Joist to limit splitting. Sheathing toSCl• 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(l)). See closest allowable nail spacing limits on page 24 for floor diapphragm nailing specified at closer spacing than IRC. Maximum bracing spacing for full lateral stability. 18" for BCI.4500s r2< 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 Backer Block Thickness Filler Block Thickness 4500s or i'4" Two Oft" woodpanels or 1.8 wood panels 2 x 5000s 3." or'h" Two ." w od panels or 1.8 wood anels Zx 6 s lwood W L8 p els" wood1panel6500s1%* or two %* 2 x _ +'/i" or 1.8 wood panels 1'." wood anel 6Os 2.0 1%' or two 1h" wood anels 2 x _ +'/ ie" or W wood panel 90s 2.0 2 x _ lumber Double 2 x _ lumber Cut backer and filler blocks to a maximum depth ,at to the web depth minus'/." to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI* JOISTS FROM THE WEATHER BCI'' Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI• RIM JOISTS AND BLOCKING Vertical a apa ry PIf) Depth ini Series No W. S.t- W.S.m 9%, 4500S 1.8, 5000s 1.8. 6000s 1.8 6500s 1.8 2300 N/A 11'A" 41 1. 8, 5000s 1.88, 6000s 1.8 6500s1. 2150 N/A 60s 2.0, 90s 2.0 2500 N/A 14" 4500s 1.8, 5000s 1.8, 6000s 1.8 6500S 1.8 2000 N/A 60s 2.0, 90s 2.0 2400 N/A 16" 4500s 1.8, 6000s 1.8, 16500s1.8 1900 2500 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Hdiae Cascade,' •,`P • : a; eai SnraLd• ride • 03 04,2015 BCI_-_Joist_Hole_-Location Sizing_-_-______ t.':+52:.,.7C L*-: T.•.9.aF..iR-. •,.:7.ass c.+:J.rT.i.•.F%.F.S-FT+.i'..Px FS3Nv_T r. t:7+':.a x..==asC,.—..+:.•f..).•.:r.-^vi... -: Ma-i+F.gc:s4>Erfi4.. I BCI® Joists are manufactured with 1 Yz' round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension p of largest hole (knockouts exempt) D 00 NOT see table below) (see table below) cut or notch • / gange 6WIOtw- O No holes (except knockouts) allowed In bearing zones A 1%'round hole may be I— —I cut anywhere In the web. Do not cut holes Provide at least 3' of larger than 15Y' clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/2" Round Hole Diameter (in] 2 3 4 5 1 6 6Y. 7 8 8Ye 9 10 11 12 13 Rectangular Hole Side 3 5 6 7in] 8 1'-0" 1'-1" 1'-5" 2'-1" 2'4' Y-1" Y-5" Any S(ft]n 12 1'-0" 1'-2" 2'-2" 13'-2" 4'-2" 4'-8" 5'-2" Joist 16 1'-0" 1'-7" 2'-11" 14'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter (in) 2 3 4 5 1 6 6% 1 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8in] 1 8 1'-0" 1'-1" 1'-5" 1'-10" 1 2'-4" 2'-7" 2'-10" 3'-4" Y-9" Any Span 12 1'-0" 1'-4" 2'-1" 2'-10" 3'.7" Y-11" 4'-3" 5'-0" 5'-8" 11/:' Joist Iftl 16 1'-0" 1'-10" 2'-10" 13'-9" 4'4' 5'-3" 5'4" 6'-9" 7'-7" 20 1'-1" 2'-3" 3'-6" 4'-9" 5'-11" 6'-7" 7'-2" 8'-5" 9'-6" Round Hole Diameter (in], 2 3 4 5 6 6% 1 7 8 8Y. 9 10 11 12 13 Re`an]Hole•Side I 2 3 3 5• j 6 6 8 9iI 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" I I 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'-9" 4'-3" 4'-4" 64' 5'-7" Span 8" fay 1s 1'-0" ft 1'-1" 1'-8" 2'-6" 3' 4" 3'-9" 4'-2" 5'-0" 7%2" 5'-10" 6'-8" 7'-5" Joist 20 1'-0" VA" 2'-1" 3._2" 4'-2" 4._8. 5'-2" 6'-3"7'-3" 8'_4" 1 9._4" 24J 1'-0' 1'-4" 2'-6" 3'-9" 5'-0" 5'-8" 6'-3" 17'-6" 8'-7" 8'-9" 10'-0" lt14_2' Round Hole Diameter (in] 2 3 4 5 6 16% 7 8 8% 9 10 11 12 13 Rectangular Hole Side y - 2 3 5 5 6 -' - 8 9 10 1'-3" 1'-7" 1'-11" ' 2'-0" 2'-5" .2'-9" 3'-2" 3'-7" 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2'_5" 2'.11" 13'-0" I Y-7" 4'_2" 4'-9" t5'-4" An - 12 Y 16" Sf1" is 1'-0'. t 1'-1" 1'-2" 1'-2" 1'-8" 12'_1' 1 - 12'-6" 3'-3" Y-11" 14'-0" 14._10" 5._7" 6._4.' 7._2.. Joist 1 1 20 1'-0' r 1'-1 1•_2" 1•_2'• 2•_1' 12•_7" 3•_1" 4'-1" 4'-11" i 5._1•• 6'-0" 7•-011 81-084_11 24 1'-0"tt'-1" i 1'-2" 1'-4" 2'-6" j 3'-1" 13'-9" 4'-11" 5'-11" 16'-1" 7'-3" 8'-5" 9'-7" i10%9" 00 cut in I area as speu<ed 0 O 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 Y2" 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'A" 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 CALCa software to check other hole sizes or holes under other design conditions It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC'software. Large Rectangular Holes-in-BCI°-Joists - - - - Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist See Mu Hale SW on Q hag Chart for Joist Depth Joist Span -I Minimum 2x dametar/ Wm or lugeu hole i owl I • Simple Span loot VV Min I Notes: W 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 CALCa sizing software. Bose Cascade EVuP • Eastern Speaier Guide • 0810412G15 Maximum Hole Size Simple MultipleJoist Depth Span Span S %2" 6" x 14" 6" x 12" 11'/." 8" x 16" 8" x 13' 14" 1 " xT, 9 8" x 16" 10" x 17" 16" 11" x 18" 10-.14- 12" x 16" Multiple Span Joist Q. hole See Mu Hold Sire on Q hole I. —%low —.I Chart for joist Depth It %)obt — Soan Span J.—MuMple Span Joist 12'V Mm—iVuWple Span lobt 1244• Min — Larger holes may be possible for either Single or Multiple span joists; use BC CALCO sizing software for specific analysis. Reinforced load -Bearing Cantilever Table BCIO Joists G rs V! t C a O 0`A Roof Total Load sf 35 45 55 Joist in 16 19.2 24 16 Main19.2 24 16 119.21 24 m 24 0 1 0 1 0 1 0 1 0 X 0 X I X 26 0 0 0 1 0 1 0 x 0;x x 28 0 0 x o x x x x x 30 0 o x 0 x x x x x H 0 32 o o x o x x x x x 34o o x o x x x x x Q 36 o x x x x x x x x 36 o x x x x x x x x 40 0 X X X X I X X X X 42 0 X X X I X I X I X X X c 0 24 0 1 0 1 0 0 1 0 1 X 1 0 X i X 26 0 0 0 0 0 X 0 X I X 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X X 32 0 0 X 0 X X X X X 34 0 1 0 X X X X X X X 36 0 1 0 X X X X X X X 38 0, c X X X X X 1, X I X 40 o X' X X X X X X I X 0 0 24 0 0 1 0 1 0 1 0 0 1 0 X I X 26 0 0 1 0 1 0 1 0 X 0 X X 28 0 0 1 0 1 0 0 X X X X 30 0 0 0 1 0 0 X X X x 0 0 0 0 X X X X X 0 0 X 0 X X X X Xr403400X0XXXXX 0 0 X X X X X X X 0 0 X X X X X X X 24 0 0 1 0 0 1 0 0 0 0 X o• 0 26 0 1 0 1 0 0 1 0 0 0 X X 28 010 0 0 0 0 0 X X 30 0 0 0 0 0 X 0 X X 32 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X 36 0 0 X 0 X X X X 28 o o x o x x rX x x 40 o o x o x x x x m 24 0 0 0 1 0 J 0 JWS 0' 0 X 26 0 0 0 0 0 WS 0 0 X 20 0 0 0 0 0 x 0 WS x 30 0 0 0 0 o x 0 WS x 32 0 0 WS 0 o X 0 X X 0 34 0 0 wS 0 0 X 0 X X e 36 0 0 WS o WS x o x x o x o x x x x x100oX0XXXXX 42 0 0 X 0 X X X X X 24 0 0 0 1 0 0 WSI 0 0• 1 t 0 0 c 26 0 0 0 0 0 WS 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 WS 0 0 1 0 o X 32 0 0 WS 0 0 1 0 1 X 34 0 0 WS 0 WS X 0 X X 36 0 0 WS 0 WS X 0 X X 38 0 0 WS 0 WS X X X x ao 01 0 1 0 I 1 x x x x 24 0 0 1 0 1 0 1 0 0 1 0 0 IWS 26N- 40 0 0 0 0 0 0 1 0 280 0 0 0 WS 0 0 1 300 0 0 0 WS 0 0 X 0 320 0 0 0 1 0 WS X 340 WS 0 0 1 0 1 X 360 WS 0 0 1 0 X X 380 WS 0 0 X 0 X X 40 t 1 o WS X XIX X 5 S u) A N _ a 1O Roof Total Load sf 35 45 55 Joist S pacingin c° N 16 19.2 24 16 19.2124 16 19.2 24 do 0 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 o x 0 0 0 0 0 0 0 o x 30 300 0 0 1 0 0 1 0 o 1 X 32 0 0 0 0 0 1 0 0 X 3a 0 0 0 0 0 X 0 1 X 36 o o o 0 0 X 0 1 X 38 0 o 0 o 0 X 0 1 X 40 0 0 1 0 0 X 0 X X oNi 24 0 0 0 1 0 0 1 0 0 0 1 1 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 1 X 34 0 0 0 0 0 X 0 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X I X rn 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 1 36 0 0 0 0 o 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 2 24 0 0 0 0 0 0 1 0 1 0 WS m c 0 26 0 o 0 0 0 wS 0 0 1ws 28 0 0 0 0 o WS 0 o 1 30 0 0 0 1 0 0 WS 0 MSI X 32 0 0 0 1 0 0 WS 0 WS X 34 0 0 1WS1 0 0 1 0 WS X 30s o o JWS1 0 0 x 0 WS x 38 0 o ws o ws x o x x 40 0 o w3 o Ws x WS x x 42 0 1 o 1 WS I o lWS x WS x j x24 0 0 1 0 0 1 0 IWSl 0 0 1WS 26 0 1 0 1 0 0 1 0 WS 0 0 WS a o m 28 0 0 1 0 0 1 0 WS 0 IWSJ 1 30 0 0 WS 0 1 0 WS 0 WS 1 32 0 0 WS 0 0 WS 0 1WSj 2 34 0 E WS 0 WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS X 38 0 0 WS 0 WS 1 WS 1 I X 40 o o WS, 0 WS 2 WS 1 I X 0 c 24 0 0 1 0 1 0 1 0 0 1 0 1 0 IWS 26 0 0 0 0 I o 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WS 0 0 1 0 1 2 40 0 0 WS 0 WS 1 0 1 2 24 0 1 0 1 0 0 0 1 0 1 0 o IWS 26 0 0 0 0 0 0 1 0 1 0 1WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 c 32 0 0 0 0 0 WS 0 WS 1 voi 34 0 0 0 0 0 WS 0 WS 2 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1 2 40 0 0 WS I 0 WS 1 0 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the foist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the SC 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. Roof Total Load s o X IQ:fA a 35 45 55 s Joist S acin m 16 19.2 24 16 19.2 24 16119.T24 24 0 0 0 0 0 1 0 1 0 1 0 JWS 26 0 0 0 0 0 0 0 0 wS 26 0 0 0 0 0 0 0 o ws a 30 0 0 0 0 0 WS 0 0 1 N 32 o 0 0 0 0 wS I 0 o I 1 34 0 1 0 0 0 0 wS 0 0 1 36 0 0 1 0 0 0 WS 0 WS i 2 78 0 0 0 0 0 1 0 WS, X 40 0; 0 1WSj 0 1 0 1; 0 t 1 X 24 0 1 0 1 0 1 0 1 0 0 0 0 1 0 26 0' 0 0 0 0 0 0 0 0 28 010 0 0 0 0 0 0 0 0 30 0 1 0 0 1 0 0 0 0 I 0 i 0 32 0 0 0 0 0 0 0 0 0 rn 3a 0 0 0 0 0 0 0 0' WS 36 0 1 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0, 1 40 0 i 0 1 0 0 0 0 1 0 0 1 2_ 4 0 0 0 1 0 1 0 0__ 0 WS 26 0 0 0 0 0 f 0 I WS 0 0 WS 28 0 0 0, 0 0tW5 0__O WS a? 30 0 00 - , 0 0 w5 0 WS wS J_ 0 WS 320000iWsO1 0 34 0 0 _WS 0 0 WS' 0 WS X a 36 0 0, WS' 0 1 0 WS 6 W_S X 38 40 0 _ 0 WS 0 1WS' 1 0 WS, X 0 WS 0 tWSt 1 WS WS X 0 - -F -- -+ 42 0 0 WS 0 W5I XWS 1 X 24 0 0 0 0 00 0 0 WS 26 0 00 0 0 00, 0_ 0 WS 10 28 0 0 0 O I O WS 0 0 WS 30 0 0 0 0 0 WS 0 0 WS 0 32 0 0 0 0 0 1WS. 0 WS WS 34 0' 7 0' 0 0 I WS 0 WS 1_ 36 0 0 0 WS- 0 0 TAWS 0 WS 1 ae o o , ws 0 0 MS o W!' 2 o tws.ws ao 0 WSo0WS, 2 24 0 C 0 0 0 0 0- 0_Ws 26 o 0" 0-_oto 0- 0Ms 0 28 0 1 0! 0 0 0' WS 0 0 WS io 30 0 0 o o 6 1 s o- o'WS c 32 0 0 0 0 0 WS 0 WS 1_ voi 34 0 0 0 0 _0 i WS 0WS 1 36 0 0 WSi 0 0 JWS, 0 WS, 2 38 0 0. WS' 0 1 0 J WS 0• WS 2400 0 WS 0 I WS WS 0• WS 2 24 000 0 0100 0 WS 26 0 0_ F 0 0- T - 0 0 0 WS 28 00 0-` 0 9r0 00_ WS WS 0 31_ 0 00000WSm 32 0 0-~ 0 0_, S 0__ , WS0 ES' 34 0__ 0 0-0' 0 0 0 0 WSwS__ 36 0 O Y O' 0 0 WS 0 WS 1 38 0 0 0• 0 i_0 WS 0 _WS 1 40 0 0 WS O tt { I O I WS0 WS 1 0 00 0'0 0 0 0 0 0 0 0 00t00o 0 0 0 0 0 0 0 0 P. 0 0 t0 0 0 0 0 n! m_ TO . ^ () - 0 - O + O-- -o --- O _ C 0 0 0 0 1 0 y 0 0 -WS 0 0 0 0 0 00 WS It400 0 00 0 1 0 0' 0 0 0, 0 0 0 0 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing da,.y t L_3( ttl : l" • _ J+:e'h S,.eafie• Gavle • C3 04!2015 Re-inforced__Load Bearing_ Cantilever_Detail-- 2's- 2'-0- The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of T-0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC4 software. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI• Joist. Nail to the BCI° Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC• software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC• software. Sb rel 2f/s2' min, plywood/OSB or rlmboard closure. Nall with 8d nail Into each Range. \ F05 gist rig d for wer Uplift on back span shall be considered In all cantilever designs Non=Load Bearing Wall Cantilever-- Details ----- ---- rs. --.7`'T.fic-^i T-.^ :.-..;=.. ,.. =>sr ins c. r•P.=. _.- _x.• ;-tic; .>gtw's,-rF.=' .+ -n-ra:. •_ .=c-.:._ = '.*ccs.-.•metre...-.: .... .—*x "zas ns.^--3. BCIa Joists are intended only for applications that Fasten the 2x8 minimum to the BCI° Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI° 90s 2.0 joists. Clinch all nails. BCI•Jolst blocking Wood backer blockWoodClosureStructu2x Closure Panel Closure Seepage 6 of Eastern 2x8 minimum • I 4, L.L `Drywall Ceiling or Wood Structural Back Span I Maximum Panel Soffit 1/ 2 Back Span Not to exceed 4'-0' These details apply to cantilevers with uniform loads only. It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCe software. Specifier Guide Minimum I%Times Cantilever Length Back Span 3i/ i" min. bearing BCI Joist blocking Section View Maximum 1/ 2 Back Span not to exceed 4'- 0" W- eb-Stiffener-Requirements t-`. na."_-. _.-..--7.i ..F?.... _ C-..:15..-?•:'_9_"._. ._i...:.•..-....L .... ....... ..... vi.n r=l%M'. _T=_.- i.Zn+_•'P• .R..S ..lv-T.: ._-?':x.:. ..- :'.i see web Stiffener Stiffen[ NOTES Small Gap: Web stiffeners are optional except as noted Nh' fin•• 2• max.L Scheda e chart Web below. 2- mia Stiffener Web stiffeners are always required in hangers 4' max. that do not extend up to support the top flange of the BCI° Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer' s installation requirements. Rauh Web stiffeners are always required in certain 21 info. roof applications. See Roof Framing Details on 4• max.L npitnt Web Stiffener page 14. re4uiredwhenconcentrated load Web stiffeners are always required under exceeds t000 Ibs concentrated loads that exceed 1000 pounds. web stiffeners applied to both Install the web stiffeners snug to the top flange sides of the joist web in this situation. Follow the nailing schedule for Web Stiffener Specifications Structural Lateral BCI* Joist Capacity estrain MinimumSeries Min. Thick) Hangent r9erWidth 4500s 1.8 Y." Yi 25ha 5000s 1.8 W 25/hs" 6000s 1.8 2sha 6500s 1.8 1" or 1 W 2shs" 60s 2.0 x/•" W 25hs" 90s 2.0 2x4 lumber (vertical) intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCL 90s only) For Structural Capacity: Web stiffeners needed to increase the BCI• Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the lop flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e. g., 8066500s, double y:' panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI• Design Properties on page 24 or the BC CALC• software. BCI• Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 91/ 2' 2-8d 2-8d 11Vo 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 9'/ z' 2-8d 2-8d 11 Ys" 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 91/ 2' 2-8d 2-8d 11Y4 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 91% 2-8d 2-8d 11Ya 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 117.' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 11%" 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Bo se Ca:;caae EMI' • Easlwn Spaci ter Guide • 08'0412015 Floor_ Load Tables__ Allowable Uniform Floor Load in pounds per lineal foot (PLF]) 11', Load Duration BCI® 4500s 1.8 Series 13/4' Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/2" BCI® 4500s 1.8 11'/e" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/z" BCI® 5000s 1.8 11'/e" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 1 65 57 74 48 74 22 1 50 1 67 1 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. Hci.e C,J.Cddd "'.10 .. as:e 1. SpeaUe• .aufe - C9,,4•_O1'> Floor -Load Table-s__ __ Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/z" BCI® 6000s 1.8 117,11' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 91/2" BCI® 6500s 1 1.8 117/e' BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load I Total I Load Live Load Total Load Live Load Total Load LiveLoadl Total Load Live LoadlLoad Total Live I Load Total Load Live Load Total Load 6 320 333 346 353 320 I 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 1 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 1 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Go -se Cascade EV P - Easierr Span ter rwyr - O8IOQ2U1 Floor Load Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'r Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 31/2" Flange Width 11'/e' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11 ye' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 I 244 244 300 I 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 1 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 I 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 1 42 78 45 91 61 97 29 1 41 82 55 94 30 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC 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 CALCO software. Boise Cascade f .'.P • cas em Sur:I ie• wide - 03,0402015 RooFra ing - - - m - -- - ------ - --- - - i BCI® Rafters 1 ' Structural ridge VERSA -LAM° or FOR INSTALLATION STABILITY, load -bearing wall required. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten Blocking or other lateral at each joist with two 8d nails support required at end minimum. supports. I Blocking not shown ' 1 for clarity. SAFETY WARNING 01 When installing Boise Cascade EWP products with treated wood. use only connectors/ fasteners that are approved for use with the corresponding wood treatment. Rafter Header Multiple BCI° Rafters may be required. 00 NOT ALLOW WORKERS ON BCI's JOISTS UNTIL ALL HANGERS, BCI' SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCIa 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 Y. 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. BCIe Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCI' Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1x4 Nailer ® Max. 4'-0• o.c. 2'-6- O.C. or BCI.4500s) 3'-0• o.e. or BCI' S000s) f— Minimum Neel OeptA s« took at right) 12 LMIn.B Rafter Strut 9%', UTA' or 14• Web 801.45009/5000s/60009/6500s Filler Ceiling Joist a 24' o.e. Maximum 3'A' Minimum Bearing 2x4 Wall) Each End Roof Raker Ceiling Loads: Live Load =10 psf Dead Load = 7 psf 2x Bloekint Maximum Span Lengths Without Roof Loads BCIa 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'.0.. 11 Y. BCIa 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14' BCIe 45005 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 8 3 at right) Minimum Heel Depths Joist Depth End Wall 2x4 2x6 TA" 2'4" 1W 11Y.' 3W 2W 14' 4'b• 3W Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. . 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI• ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCIe top flange with 1 -10d (3' long) box or larger nail. 6) tx4 milers must be Continuous and nailed to a braced end wag. 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. Bait: Casca:ie EV`,P - t :5r7rr Sp,4 i ter riumr • 0&34'2015 Roof_ Framing _Details-_ Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope Rlmboard / VERSA -LAM• blocking. V' greater than'/4/12. Ventilation cut• a of length, '/: of depth Rlmboard /VERSA -LAM• blocking Ventilation W" cut: a of length, 1/2 of depth 2x4 blocking Tight fit flange of BCI• Joists may for sport for lateral be birdsmouth cut only at Isupport. ` 2'6" stability. the low end of the joist. airdsmouth cut BCN Joist Simpson VPA or USP TMP connectors or equal can max Flange of BCI• Joists may be blydsmouth cut only at I flange must bear fully on plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendoftheJoistBirdsmouthcutBCI• Joist 2 6" max reoWred each side. 3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. I • lOd I Simpson or USP LSTA24 strap. nailing per I , Simpson or USP LSTA24 strap where slope nails 2x4 one side for 135 PLf max. at 6" o.c. 2x6 one side for 240 PLF max governing building code. exceeds 7 /12 (straps maybe required for lower slopes In hi nd areas). Nailingper governing 8CI• blocking VERSA -LAM LVL Holes cut building code, support beam. for ventilation. VERSA -LAM• LVL support beam. Backer Dlock. p Thickness per corresponding BCI• series. 2x block BCI• blocking Holes cut pubis beveled Beveled web stiffener 4%0' hodz. for ventilation, wood plate. on each side. Blocking on both sides of ridge may be required for 2.6" hodz shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. st may be Backer block Lhen L exceeds I minimum 12" wide). 2•.0•ing. r Joist Nallwithl0-10dnails ma g as required. t Hanger Nail t I outrigger 1 through BCI• Couttiggerweb, DO NOT bevel -cut joist Iller block. Nail beyond Inside face of wall, except with 10 -10d nails. for specific conditions In details x _outrigger shown on pages 6 and 13 ofthe Backer block required where top flange tched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 250 lbs. flange. Outrigger Install tight to top flange. cing no greater n 24• on -center. LATERAL SUPPORT BCI• Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, f1mboard, 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 BCN' JOISTS Minimum end bearing: 114' 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% 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. BCI66000s/60s rim Joist: 2-16d box nails, one each in the top and bottom flange. BC10 6500s/90s rim joist Toe -nail top flange to rim Joist with 2-30d box nails, one each side of flange. BCI• rim joist, rim board or BCI• blocking panel to support: Min. Sd nails @ 6" o.c. per IRC. Connection per design professional ofrecord'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 to BCI• Joist: Prescriptive residential floor sheathing nailing requires 84 common nails @ 6' o.c. on edges and @ 12' o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing for minimum lateral stability. 18' for BCI64500s 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 Serves ae er Filler Block Thickness 4500s 1.8 o or'.'" wood panels Two %" wood panels or 2 x _ 5000s 1.8 y'" of r'k" wood panels Two W wood panels or 2 x _ 6000s 1.8 wooortwo'h dpanels" 2 x -'/ •,; or %* wood panel 6500s 1.8 1'h'odanels or two 3i" wo 2 x _ + W or Wwood panel 60s 2.O 1%* or two %" wood panels 2 x _ •'/,; or W wood panel 90s2. O 2x_lumber Double2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/.' to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI' JOISTS FROM THE WEATHER BCIO Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI3 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. Deeper Joists 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 blydsmouth cut only at the low and 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. hcisa Casca(le _V&' •-a;:en, Serafie• ;fide • 0310412015 Roof Span -Tables - --- - --- ---- -9 Maximum clear span in feet and inches, based on horizontal spans. 115% and .125% Load Ourafibn BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1%" Flange Width 2" Flange Width 9'/2" 11%i' 1 14" 16" 9vex" live" 14" BCI.4500s 1.8 BCI.4500s 1.8 1 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 8/12 4/12 4/12 8/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to I or to to or to to c 14t/12 o to or to to or to to Ipsf) Ipsfj Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 1 10 23'-10" 22'6" 20'•10' 29.5" 26'-9" 24'-10" 37.3" V-S' 26.3" 35'•9" 33'4" 3l'-3" 4'-10' 23'-5" 21'-9" 29'4 127'-11"26-11' 33'-8" 31'-9" 29'•5" Snow 20 15 122'•T 21'-3' 19'•T 26.41" 26-3" 2T-4" 30•T 28'-T 26-T 33'6" 31,40' 29'•4" 2T-6" 22'-1" 20'-5" 28'-0" 26'-4" 24'-4" 1'-10' 29'.11 27'-7" 125% 20 20 21'-r 29-2" 16.7" 26-T 24%T 27-1' 29'•7' 2T•4" 26-1' 3V-4" MY-7 2T-10" 22'-5" 21'-0" 19'•4" 26'-9" 25'-0" 23'-0" 30'-5" 2T-5" 26'-2" 25 10 274" 21%5` 4'41" 26'-11' 256' 23'4" 30'-r 29'-0" 26'-11' 37-3' U-T 24-10" 23'-T' 22' 4' 20'-9" 28'-1" 26'-7" 24'-9" 1'-11'` 30'-2" 28'-1" 15 21'-T 20'4' 16-10' 25-T 24%2' 22'-5' 26-r 2T-S" 2S6" N-1' 29'-4" 26-3' 22'4" 21'-7' 19'-r 6'-10"26-3" 23'4" 30'-3' 28'-8" 26'-r.c. M3O 10 21'4" 201-T 15.1' 26-T 24'-5' 27A" 26-3" 2T-T 25'•11' 30'-2" 29'4' 264" 22'-T' 21'-4" 19'-11' 6'-10" 26-5" 23'-9" 39 -28'-11" 2T-0"o. c.Snow15 20'-T 19-r 16-2" 24'-5" 234' 21'4" 26-r 26-11' 24'-T 26-5" 2T-T 26-10" 21'-T' 20'-5" 18'-11' 26-9" 24'" 27-r 28'-6" 2T-8" 25'4" 115% 40 10 1914''18'-11' 1T-10' 2T-2" 276' 21'-3' 26-T-24'-11' 24'-r 2r4r 26-T 26-1' 29-6" 19'-8" 18'-7- 24'-5":23'-5 ,27-2" 2T-2" 26'$";25_-2' 15 19'-5' , 16 4' LT4: 27-1 21'$ 20 " 24'-1" 1 U-r j27.11' 2S 25'- 24'1i 20' 7' 19 1" 1 T-10 23'-8427-9" 21'-3" 6-10" 26 4" ; 24'-1" 40 } 50 10 18' T 1T6" ; 16-7" 21'-2' 120'-10"I 19-T 23-1" , 2_7-10", 27-5" 24'48"I 24.4. 24'0 19'-0";18'-3" T-3" 22'-8"' 21'-9" 20'-r 4'-10" 24'-0" 23'-5" 50 15 1T-11' 17-4" ' 16-T 2U-C 1290 19'-' 27-r 21'-T, 21'-3" Mr 123'-3' 1 27-T 19'-0";18-1,16-11 1 1'- 10' 21'-5" 20'-2" 2T-9", 23'-4" 2T-10 Non- 1 20 10 21'•7" 20'-5" 18'-11" 25'-5' 24%3" 276" 29'-3" 274' 26-T' 31'-5- 30'•T 2V4" 27-6" 21'-T' 19'-8" 6%10' 25'•4" 23'.6" 30'-6" 28'.9" 26'•8" Snow0' 6" 19'-3' 1T•9" 24'4' 22'•11" 2r-r 2T.2" 26'-0 24'0 29'-0' 28'•2" 26'•7" 21'4" 20'-0" 18'-6" 25'.5" 3'-10122'-0" 8'-11' 27'-1" 25'-0" 125% H2O 20 156" 16-3" 16'-10" 23.3" 21'•9' 10-0" 25'" 24'-5' 27.9" 2T-1" 26.7 24'-tt" 294" 19'-0" 17'4" 24'-3" 22'-8"20'-10' 2r-2"25'-10'12S-9" 25 10 20r-T 1 IT-5-1 16-1- 24'0 27-1- 21'-T 26-1' 25'-T 1 24'•5 2T-11' 27w 26-r 21'4" 20'-7' 18'-10 25'-6" 24'-1" 22'-5" 28'-1" 2T4" 26-6" 25 15 15-r 19-5" IN' 274" 21'-T 20'4" 24'4" 23'•9" 22'-11" 26-V 264' 24'-5' 20'-5" 19'-7' 17'-9" 24,-0" 27-10" 21%2" 26'-2" 6 " 24'-1" 16' 30 10 19-T 16-T 1T' 27-5' 22-0' 20-r 24'-5' 24'-0" 23'•5 26-1' 2S4' 25'-0" 20'-5" 19'A" 18'-1" 24'-1" 23'-1" 21'-0" 26'-3" 5.9" 2! 4'-1' 24'- 5" O. C. Snow 30 15 16-T 1T 9' 16-T 21A' 20'-r 19'-r 2YO 27-5' 21'-T 24'-r UO 23'-3' 19'-r 1&-6' 17'-2" 22'$" 27.0" 20'-5" 24'-8" 2T-3" 115% 40 10 1T$; 17'-1'116-2' 20'-1' 19-T 19'-3" 21'-10"121'-r 21'-1" 23'-4" 27-T 27-r 18'-r17'-10j16'-10 21'-r 21'-3" 20'-1" 23'-6" 23'-2"o27-0" 40 + 15 Wiv, 166' 15'4' 15_1' 19-W 19-r 29-10". 20'-5 14_10' 22-3' 21'-10" 21'-3' 18'-1" 1T 4" 16'-1" 20'-0" 20'-1",19'-3" 22'4'+21'_11i21_4' 5_ 0 10 16-2" 16-10" 160 18'•4" 1 18'•1" 17-T 19'-11" 1_9'-9. 19-Y 21'4' 21'-1" 2 Y 9" 1_7' 2" 16'-0 15'$" 15' 19'$" 19%5"•IV-8" 21%5" 21'-2" 20'-1 50 15 156 15'-T 14%r 1T-r, 17.7 116-10' 15-7' -18'-10" 16-5 5 20'- 20'-1"! 1914' 16'4" 16'-4" 4" 18'-10" IV-6" • 18'-1" 20--r, 20'-2" 17-9" Non- 1 20 1 10 21Y4' 1 19ZI 1T-T 24'-2" 27.1(r 21'-2" 26'•10" 25'•11" 24A' 26-r 2VO 26-T 21'-2" 19%11' 18'-6" 26-2" 23'-9" 2T-1" 28'-8" 2T-G" 25'-1" Snow 20 15 19'-3" 18'•1" 16Z 27.T 21'-T 19-10" 24%9' 24'1Y 22'•7" 26.5" 26-r 24'4" 20'-0" IT-10' 17'-4"' T-I0 22'-5" 29-8" 26'-7" 25'-6" 23'•6" 125% 20 20 18'4' 1T•2" 164' 21'-2" 29.5" 16.9' 23--1" 27-C 21'•3' 24'-8" 23'-10" 22'.T 19'-l" 17'-10' 16'•6- 21'-9" 21'4" 19'-7" 4'-10 23'-11' 22'-3" 25 10 19-3- 16-3-1 1TO 21'-10' 21'-5' 1 20'-r 23'-10' 29'4" 1 27-r 266' 24'-11' 24'•3' 20'-1" 194" 17'-8" 23'-6" 27-r 21'-1" 25'-r 26-1" 23'41 25 15 194r 174' 16-0 20'6" 19-10" 19-1' 27-3" 21'4" 29-10' 23'-T 23-1" 224' 19'-2" 18'-0" 16'4" 1'-11" 21'4' 19'41 T-10" MY 22'-5" 19. 2 30 10 194r 17-5' 16-3" 20'-5" 20'-1" 19'-5" 27-3" 21'-11" 21'4" 2T-10" 23-5 27-10' 19'-2" 18'-T* 16-11 22'-0" 21'-r 20'-2" 3'-11" 2Y-6" 27-11 O. C. Snow 30 15 16-11' 16-r 166" 154' 19-T 19-r 20'-11' 20P-5' 19'-10" 27-5 21'40' 21'-r 18'-3" 1T4" 16'-1" 20'-8" 20'-2' 19-2" 27-' 22'4" 21'-3" 115% 40 10 16-2' ,15-11', 15•2' 16-3" 160 174' 19-11", 19-T 15-r 21'4' 21': " 201-7- 1r a" 16'-9 15'-10 19'-8" 19'" 118_ 10 21'-5", 21'-1"' 2a-8" 40 15 t 15'' 15'-0" 146" 11T6" 1T•1' 16-T 16-11 16-T 16-1" 20-3" 19-10 15" 16 6" 16'-2"5'-2" 18' 8" 18' 4"A7'-1 20' 4" 20-0" 19'-5" 1-- CO- 10 - 14'-T 14'-T, 14'-1' 16_-r 166' 16-r 19-7' 16-0 11T_4" 15-5 15-3" 16-11" 6-10",15'4";14'$' 17'-11"^1T-9" 1T-5" 19'-7" 19'4" 19_-W 50 15 14'-1' 13-10", 13-r 16-0" i 15-9" 11ST' 1T-5' 1T-1'+16-9' 184 18.4" ;1T-11" 15'-2" 14-11"114'4" 17'-2" 16'-11" Non- 20 10 IV-Wr' 17'-9" 16-T 27-0" 21'•1" 15.7" 24'-0 23'•5" 27-4" 25'r 26-T 24'•3" 19'-T' 18'-6" 17'-2" 23'•4" 22'-0" 20'-5" 26-9" 25'-0" 27-3' Snow 20 15 IT-IT 16'•9" 15'•5" 20'-3' 154" 16-4" 27.1' 21'•5' 20'•T 23'4" 27-11' 27-0" 18'-6" 17'-5" 16'-1" 1'•10 20%9" 19'-2" 23-9 23'-1" 21%9" 125% 20 20 16'4" 15'•11' 14%r 16-11" 16-3" 1T-5" 294 19'-11" 19'-0" 27-1" 21'.3" 20'4" 17'-B" 16'-7" 15-3" 2a-4" 1948" 18'-2" 22'-2" 21'-5" 20'-5" 25 10 1T-3" 1640' IS-T 19'6" 15-2- 16-T 21'-3" 20'-10" 20'-3" 27-9- 27-3" 21'4' 18'4" 1T-T' 16'-4" 21'-0" 20'-r 19-6" 2'40122-5" 21'-9" 25 15 16-r 15'-7, 14'-10' 16-r 1T-T 1T-1' Iva- 19w 164" 21'-3- 20'4" 19'-11" 17'-3" 16'4" 15'-5" 19'-r 19'-1" 18'-41" 21'-4" 20'-9" 20'-0" 24 30 10 16-1" 1640' 15-1" 161T 1T-11' 176" 19-11" 15-r 19-1" 21'-3' 2tY-11" 20'-5- 1T4" 16-10" 15'-8" 19'-r 19'-3" 18'-9" 21'-5" 21'-0" 20'-0" O..C.C. Snow 30 15 16-2" 14'-T 14W 1T-2" 16-9' 16-3- 16-9" 16-3- 1T4" 20'-0" 19'6" 16-11" 16'-3" 15'41"14--11 18'-5" 18'-0" 1T-5" 20'-1" 19'-8" 19'-0" 115% 4010 15 14'6'• 14'- r. 13'-11' 134" • 13'6' (13'- 1" 16-_' 16-1" 15- T 1S6" 16-T 14'- 10' 1T-10"I it- T IT-r 16-11" 16-T 16-r 15_-0 18'•9' 16-5 16-1" 1T-T 1T3" 16-6" 15'-7. 14'-_r 14'-9" 14'-5" 14'-0" 1T-r 1T-4"' 16'-11 16'4' 16'4"' 16-11 17-2' IV-10" 18'4" 18'-2" 17-10" 1T4" 50 10 13'-2" 13'-0" 17-9' 14'•11' 14'-T 1 14'6 16-3" • 16-1" 15-9" 1T4" 1T 16-10 14'-3'-11" 13 T' 2" 1-r 16'-0" 15-10 15'-r' 1T-5"' 1T-2".16'-r' t 50 15 17- T' 174' , 17-1" 14'-3' 1 14'-0' ; 1T-9' 16-7- 1SA" ,14'-11" 16-T. 16-0' ; 15-3 13'4" i 13'4" , 13'- W 16 4" 14'-11" 14'-3" 16'-2" • 16-8' 14%11 Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the 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. Copse Caswae t V," • Fa;;Nrr 5pai ter GwJL- • bd 04-2015 Roof SpanTables_ Maximum clear span in feet and inches, based on horizontal spans. 115% and 125%,Load Duration BCI® 6000s 1.8 Series 25/16" Flange Width BCI! 6000s 1.8--_ BCI! 6000s 1.8_ _ BCI! 6000s 1.8 _ I - BCI! 6000s 1.8--_-_ Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to psq (psfl Less 8/12 12/12 Less 8/12 12/12 ! Less 8/12 12/12 Less I 8/12 12/12 Non- 1 20 1 10 26'4" 1 24'-6" I 2214" 30'-11" 29'.2" 2T-0" 35'-Y 33'-2" I 30'-9" 38'-10r' 36%r' 34'4" Snow 20 I 15 24'-T' 23--1" 21'-1" 29'-3" 27'-6" 264" 33'-3" 31'-3" 28'-10" 36'-9" 34'-6" 31'-10" 125% 20 20 2T-6" 22 0" 20'-2" 27'-11" 26' 1" 24'-0" 31' 9" 2T-9" 27'-4" 35'-1" 32'-10" 3a-2" 25 10 24'-8" 23'A" 21'-8" 294' 2T-9" 26-10" 3TA' 31'-6" 29'-4" 36-10" 34'-10" 32'-5" 25 15 23'-6" 27-2" 2a-6" 28'-0" 26'-4" 24'-5" 31'-10" 29-11" 27'-9" 34'-11" 33'-1" 3a-8" 12" 30 10 23'-7" 22'-4" 20'-10" 28'-0" 26'-7" 24'-9" 31'-11" 3a-T' 28'-2" 364" 33'-5" 31'-2" O.C. Snow 30 15 22'-7" 21'A" 19'-9" 26'41' 26 4" 23'-6" 31Y-7" 28'-10" 26-9" 33'-0" 31'-11" 29'-T' 115% 40 10 21'-5" 2a-r' 19'-5" 25'-6" 2f-6" 23'-1" 2T-10" 26'-3" 3a-9" 29-a' 40 1 15 21'-1" - 18'-T' 25' 1" 23'-9" 22'-2" 294r 2T-11" 2T-1" 25' 2 - 31'-4" 25-10" 29'-3" 2T-10" 50 10 19'-1Ir 19'-1" 18.4. 23'-T' 22'-8_" 21'6" 26'-9" I 25-9" 24'-6" 28'-8" 28'-Y 2T-1" 1 r -- - +---• --- 50 15 15-10" 18'-11" 1T 8" 23' T' 226" I 21 0 25'6" 25 3" 23'-11" 2T-5" 2T-0" 26'-5" Non- L2O J 10 23'-6" 22'•2" 2a-7" 28'-0" 26-5" 24'•6" 31'40" 30'-0" 2T-10" 35'-2" 33'-2" 30'-10" Snowl 20 1 15 22'-3" 1 20'-11" 19'4" 26'-6" 24'-11" 23'-0" 30'-2" 28'4" 26-2" 33'-4" 31'-4" 28'41" 125% 20 20 21' 3" 19' 11" 18'4" 25'-3" 2T-8" 21' 9" 28'-9" 26%11" 24'-9" 31'-5" 29-9" 2r-5" 25 1 10 2Z4' 21--1" 191-8" 26-7" 25'-1" 23'-5" W-3" 28'-7" 26-7" 32'-S' 31'-7" 29-5" 25 15 21'4" 20'7 18'-r' 25'4" 23'-10" 22'4" 28'-3" 2T-2" 25-Y 30'-3" 29'-5" 2r-9" 16" 30 10 21'4- 20'-3" 18'-10" 25'-5" 24'-1" 22'-5" 28'4" 2r-4" 25'6" 30'-4" 29'-9" 28'-3" O.C. Snow 30 1 15 20'-6" 19'4" 1T-11" 24'-4" 23'-0" 21'4" 26-8" 26'-0" 24'-3" 28'-6" 27'-10" 26'-10" 115% 40 10 19'-5" 18'-r 177" 23'-1_ 2r-2" 20'41" 25-5" 25' 0" 23'-10"_ 22'_10"_ 2r-2" 26-10" 26'-T 26'-Z' _ 24- 40 15 19-1" _L 16'-10" 22'-2" 21'6" 2_a-1' 24'-2" 1 23'-W 254_ 50 10 164, 21'-3" 20'-6" 196" 23'-2" 2T-11" 22'-2" 24'-9" _ 24'6_"_ 24--1" 50 i 15 1T-11" - - 1T-1" 16'-0" 20'-4" i 20'-W 19'-0' 22'-Y 2-1 1-0 ! 21'-4' 23'-9" 23' 4" 22'-10" Non- 20 10 22'-1" 20'-10r' 19'-4" 26-3" 24'-10" 23'-0" 29'-11" 28'-3" 26-2" 3T-1" 31'-2" 28'-11" Snow 20 15 20-41" 19'-8" 18'-2" 24'41" 23'-5" 21'-r' 28'4" 26'-T' 24'-7' 30'-8" 29'•5" 27-2" 125% 20 1 20 19'41" 18'-8" 1T-2" 23'-9" 22'-3" 20'-5" 26-10" 25'4" 23'-3" 28'-8" 27'-8" 25'-9" 25 10 21'-0" 19-10" 18'6" 24'-11" 23'-r 2T-0" 2r6" 26'-10" 26-0" 29-r' 28'-11" 2r-8" 25 15 20'4' 18'-10" 17'-5" 23'-8" 22'-5" 2a-9" 25'-9" 25'-1" 23'-7" 2T-7" 26'-10" 26-11" 19.Y 30 10 20'-1" 19-al 17'-9" 23'-9" 22'-7' 21'-1" 25'-10" 25'-5" 24'-0" 2T-8" 2r-Y 266" O.C. Snow 30 15 15-3" 18'-2 16-10" 22'-4" 21'-T' 2a-0" 24'-4" 23'-9" 22-10" 26'-0" 25'-5" 24%r 115% 40 ( 10 18,-3" 1T6" 16'6" 21'-3" 2a-10" 19'6" 23'-T' 22'-10" 22'-4" 24'-9" 24'-5" 23'-11" 22' 6" 40 15_ 1T-10" 1T-0_" 15'-10" - 5 20-2' 19'-10"_ 18'-10" 22-0 21'-T_ 21' 0" 23'6" 23'-1_ 50 10 16'-10" i 16'-2" " 19-5' 17--Y 18'-T 21'-1" i 20'-10" 2a-&' 2T-T' 2T-4" 21'-11" 50 18'-7" 18'-3' 1T-10" 21Y-3" i 19'-11" 19'-5" i 21'$' 21'•3" 20'-10" Non- 20 10 2a-6" 19'-4" 1T-11" 24'-4" 23'-0" 21'-4" 27'-9 26'-2" 24'-3" 29'-9" 28' 11" 26' 10" Snow 20 15 19'-4" 18'.2" 16'-10" 2T-O" 21'-8" 2a-0" 26-8" 24'-8" 22'-9" 27'-5" 26'-7" 25'-2" 125% 20 20 18'-6" 17%3" 15'-11" 22'-0" 20'-7" 18'-11" 23'41" 23'-1" 21'7 25'•7" 24'4" 2T-7" 25 1 10 19-5" 18'4" 17-1" 22'-8" 21'-10" 20'4" 246' 24'-2" 23'-2" 26-5" 2640" 25'-2" 25 15 18'6" 1r-5" 16-2" 21'-2" 20'-T' 19'-3" 23'-0" 22'-5" 21'6" 24'6" 24'-0" 2S-2" 24" 30 10 18'-r 1T-7" 16'-5" 21'-2- 2a-10" 19-6" 2T-1" 22'-8" 22'-2" 24'-9" 24'-3" 2Y-8" O.C. Snow 30 15 1r-7" 16'-9" 15'-T' 19'-11" 196" 18'-7" 21'-9" 21'-3" 2a6" 23'-3" 22'-8" 21'41" 115% 40 ' 10 16'-9 16-2" 15'-3" 19-a' 18'6" 18'-2' 21Y-8' 2a-4" 20'-0" 22'-1" 21'-9" 21'4" 40 15 15'-11" 18'-0" 1T6" 1r-2" 19-8" 19-3" 18'-9" 21'-0" 20'-T' 196" - 50 10 15-3" 14'41" ! 14'-3" 1 1T4" 1T-1" 16-10" 18'-I(r 18'6" 18'-4" 19-10" 19-5" 18'-9" 50 15 14'-T 14'4" 13'-11" 16'-r' 16'-4" 16-11" 17'41"-17'4" 156" 18'-3" 1T-8" 16'-10" c%,t'P • Eas;eni SreuOe ;side - C9 uK0_015 Roof Span Tables.F71 Maximum clear span in feet and inches, based on horizontal spans. 115% and,1,25% Load Duration BCI® 6500s 1.8 Series 29/18' Flange Width 9'1W BCI1O6500s 1.8 11W BCI.6500s 1.8_ 14" BCI° 6500s 1.8 16" BCI.6500s 1.8 _ 4/12 4/12 8/12 4/12 4/12 8/12LiveDead4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to psq (psq Less 8/12 12/12 Less 8/12 12/12 Less 8/12 11/12 Less 8/12 12/12 Non- 2#020 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-l" 31'-8" 40'-0" 37'-8" 35'-0" Snow 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 24'-3" 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 1 36'-1" 33'-10" 31' l" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-7" 26'-7" 34'4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32%9" 30'-10" 28'-7" 36'-2" 34%1" 31'-7" 12" 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-l" O.C. Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'4" 31'-6" 29' 9" 27'-7" 34'-8" 32-10" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0' 26'-4" 25'-3" 23'-10" 28'-8" 33'-0" 31'-8" 29'-11"_ 40 15 22'-10" 29'-11" _27'-l" 29'-5" ! 27'-10 25'-11" 31'-5' 30'-928'-8" 21'-9 20'-7_ µ, 19:3'--25'-11" 24'-6" 50 10 20'-6"_ t 19'-8" 18'-8" 24'-4" 1. 23_4_' 22'-2" 27'-8" 26'-7" 25'-2" 30'-2"_ 29'4'_+_ 27'-10" 50 15 20'-6" 19'-6" 18'-3" 24%4" 1 23'-2" 21'-8" 27'-0" 26'4" 24%8" 28'-11" 28'-5" 27'-3" Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snow 20 15 23'.0" 21'-7" 19--11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26'-11" 34'-4" 32'-3" 29'-9" 125% 20 20 21'-11" 20'-6" 1 18'-11" 26'-l" 24'-5" 22'-5" 29'-8" I 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'-l" 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" O.C. Snow 30 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 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" i 24'-6" 28'-7" 28'-2" 40 15 19'-9" 18'-8" 17'-5— 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" I 23'-6" 27'-2" 26-8" 25'-11" 50 10 18'-6" 17'-9" 16'-11" 22'-l" 21'-2" 20'-l" 24'-5" 24'-1" 22'-10" 26'-1" 25'-9" 25'-3" 50 15 18'-6" 17'-8" 16'-6" 21'-5" 1 21'-0" 19'-8" 23'-5" 23'-0" 22'-4" 2 -.-0.. 24'-7" 24'-0" Non- 20 10 22'-10" 21'-6" 20'-0*' 27._1" 25'-7" 23'-9" 30'-10" 29'-l" 27'_0" 34'-0" 32'-1" 1 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-l" 22'-3" 29'-2" 27'-5" 254" 32'-3" 30'-3" 27'-11" 125% 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-l" 27'-10" 26'-l" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'4" 25'-9" 24'_4" 22'-8" 29'-1" 27._8" 25'-9" 31--1" 30'-6" 28'-5'. 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-l" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26--11.. 19.2" O.C. 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29'-l" 28'-7" 27'-4" Snow 30 15 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26'-9" 25'-11" 115% 40 1 10 18'-10" IVA" 17'-l' 2244" 21'-5" 20'-3" 24'4" 24'-0" 23'-0" 26'-l" 25'-8" 25'-2" 40 15 18'-6" 17'-6" 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1" 24'4" - 24'-4"- 23'-8" 50 10 17'-5" 16'-8" 15'-10" 20' S" 1 19'.10" 18'-10" 22'-3" 22'-0" 21'-5" 23'-9" 23'-6" 2314"- 50 15 17'-3" 16'-7" 15'-6" 19'-7" r 19'-3' f 18'-5" 21'-4" 21'-0" 20'-6" 22'-10" 22'-2" I 21'-2" Non- 20 10 21'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 2611" 25'-0" 31'-4" 29'-9" 27'-7" Snowl 20 1 15 20'-0" 18'-9" 17'-4" 23'-9" 22.4" 20'-7" 27'-0" 25,-5" 23,-5" 28•-11" 28'-0" 25.-11" 125% 20 20 19'-1" 1 17'-10" 1 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26-11" 26'-01, 1 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25%6" 23'-10" 27'-10" 27%3" 26'-4" 25 15 19'A" 18% 16'-8" 22%3"M21'- 5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'-4" 30 10 19'-2" 18'-2" 16'-11" 22'-4"20'-1" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11o.c. Snow 30 15 18'-4" 17'-4" 16'-l" 21'-0"19'-1"22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-l" 115% 40 10 17'-5" ! 16-8" 15'-9"20'-0..18'-9" 21'-9" ' 21'-5" 21'-0'* 23'-3"0 15 16'-9" 16'_2"1 15'-1" 19-0"_18'-0" 20-8"- 20'_4" 1_ g-3" 21'-7'_ ; 20'_9" _19'_8'_ 50 10 11 '4' 15'-5" 14'-8" 18'-3" 18'-0" 17'-5" . 19'-6" 19'-0" 18'-5" 19'-10" 19'-5..18'-9" 50 15 15'-5" 15'-2" 14'-4" 17'-3" j 16'-8" 15'-11" 17'-11" 17'-4" 16'-6" 18'-3" 17'-8" 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC 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. Bost Cascaoe E%`.P • L swrr Spealer riwde • 08/04/2315 0 Maximum clear span in feet and inches, based on horizontal spans. BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/1s" Flange Width 3'/2' Flange Width 11%." BCI° 60s 2.0 14" B_CI• 60s 2.0 16" BCI.60s 2.0 11%." BCI° 90S 2.0 14" BCI.90_s_2.0 16" BCI° 90s 2.0 Live Dead 4/12 4/12 ' 8/12 4/12 ^4/12 8/124/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to or to to or to1 to psfl [psf] Less 8/12 12/12 Less 8/12 .12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 1 10 34'-1" 32'-2" 29'-10' 38'•9" 36'-7" 33'-11" 42'41" 40'.6" 37'-7" 39'4" 36.-10" 34'•2" 44'-3" 41'•9" 38'•9.. 49'-0" 46'-3" 42'-11" Snow 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'•8" 38'•3" 35'-3" 37'-0" 34'-9" 32'.1" 41'41" 39'4" 36'•4" 46'5" 43'-7" 40'-3" 125% 20 20 30-40" 28'-10' 26'-6" 35'-1" 32'•10' 30'-2" 38'-10' 36'-4" 33'•5" 35'-3" 33'-0" 30'-4" 39'-11" 37%5" 34'•5" 441" 41'.5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'40' 34'-10' 32'-5" 40'-10' 38'-7" 35'-11" 37'-1" 35'-0" 1 32'-7" 42'-0" 39'-8" 36'41" 46'-6" 44'4" 40'-11" 25 15 30'-11" 29'-t" 26'-11" 35'-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'-11" 35'-4" 33'-3" 30'40' 40'-t" 37'-9" 34'41" 44'-4" 41'-9" 38'-8" 12" 30 10 31'-0" 29'-4" 27'4" 35'-3" 33'-4" 31'-1" 39'-0" 36'41" 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42'4" 39'-4" o.c. Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'40" 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32'-1" 29'-9" 38'-6" 36'-4" 33'-9" 42'4" 40'-3" 37'4" 115% 40 I 10 r--- 40 1 15 28'-2" 27'-9" 27'-0" 26'-3" 25'-6" 24'-6" 32'-1" 31'-7" 30'-9" 29'_10' 29'-0" 27'_10. 35'-6" 34'-tt" 34'-1" 33'-1" 32'-2" 30'-10' 32'-3" :30'41" 29%2" 31'-9"' 3_0'-0"' 28'-0" 36'-6" 36'-0" 35'-0" 34'-0" 33'-1" 31'-9" 40'-6" 38'-10" 39'-10" 3i'—' 36'-8" 35'_2" 10 26'-1_ 25'_0" 2T-9-9" 29-8" 28'-6" 27'-0" 32'•11" 31'-6" 29'-11"29'-t0" 28'-8" 27'-2" 33'-10'{32'-5" 30'-10' 3T-6";35'-11"i34'-2" 56 50 15 26'-1" 24'-10' 23'-3" 29'-8" 28'-3" 26%5" 32'-11" 31'-4' 29'-3" 29'-10" 28'-5" 26'-7" 33'-10" 32'-3", 30'-1" 37'-6"! 35'-8"1 33'-5" Non- 20 22 29'•2" 27._t.. 35'-2" 33._2" 30'-9" 38'-11" 36'-9" 34._1.. 35.•4. 33._4"1 31'-0" 40'-1" 37'-10' 35' 1" 44'-5" 41'•11" 38'•11" Snow 20 27'-6" 25' 5" 33'-4" 31'-3" 28'-10' 36'-11" 34'-8" 32' 0" 33'-6" 31'•6" 29--1" 37'-11" 35'-8" 32' 11" 42'-0" 39'-6" 36'-6" 125% 20 26'•2" 24 1•• 31'-9" 29'-9" 27._4.. 35'-2" 32'•11" 30'-4" 31'•11" 29'-11" 27'-6" 36'-2" 33'-11" 31'-2" 40._1 37._7" 34.-7" 25 10 29'-4" 27'-9" 25'40' 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32._7" 33.7" 31'-9" 29'-7" 38'•1" 36'-0" 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" t2TAV 36'-3" 34'-2" 31'-8" 40'-2" 37'-10" 35'-1" 30 10 28'-1" 26'-7" 24'-10' 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3" 32'-1" 30'-5" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'-8" o.c. Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' 115% 40 J 10 25'-6" 24'-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2_ 128'-0- 26'-5" 33'-1" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 40 ! 15 25'-1" 23_9" 22'-2_' 28'-7" 27'_1" 25'-3" 31'-8" 30_0" 27'-11" 28'-9" 27'-2"' 25'-4" 32'•7" 30'-10" 28'-9' 36'•1". 34_2' 31'-10" 50 10 23 7' 22'-8" 21'-6' 26-10' 25'-9" 24'-6" 29'-9 28'-7' 27-1" 27'-0" 25 tt 24'-7 30-7"1 29'-5"fi27'.11" 33'-11" 32'-7"'30'-11" 50 15 23'•7" 22'-6 21'-0" 26'-10' 25'-7" 23'-11" 28'-7" 27'-8" 26'-5" 227'-0" 25'-9" 24'-1" 30'-7" 29'-2" 27'-3" 33'-11" 32'-4"' 30'-3" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36' 7" 34'-6" 32'-0" 33'-3" 31'_4. 29 1" 37'•8" 35'-6" 33'-0" 41'-8" 39'-4" 36'•7" Snow 20 15 27'-6" 25'-10' 23'-10' 31'-3" 29'-5" 27'-1" 34'•8" 32'-7" 30'-1" 31'-5" 29'-7" 27'-3" 35'-8" 33'-6" 30'•11" 39'-6" 37'•1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10' 27'-11" 25'-8" 33'-0" 30'-11" 28'-6" 30'-0" 28--1" 25--10' 34'•0" 31'•10" 29'-3" 31 8" 35'-3" 32'-5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24%9" 22'-11" 29•_11. 28.-2" 26'-1" 33._1.. 31'-2" 28'-11" 30'-1" 28._4• 26'-3" X-1" 32'-1" 29'-9" 37'-9" 35'•7" 32._11 19'2 30 10 26'-4" 25'-0" 23'4" 30'-0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4" 30'-1" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'40" 35'-10" 33'-6" O.C. Snow 30 15 25'-3" 23'-10' 22'-2" 28'-9" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3" 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 40 - 10 40 15 24'-0" 23'-7" 23'-0" 22'-4" 21'-9" 20'-10' 27'-3" 26'-10' 26'-2" 25'-5" 24'-8" 23'-8" 30'-2" 28'-1" 29'-0" 27'-0" 27'-4" 25'-7" 2T-5"' 26'-3" 24'-10" 26'-11" 25'-6";23'-10' 31'-0" 30'-7" 29'40" 28'-2" 28•_11. 2T-0" 34'-5": 33'-0" 4 --- 33•-10" 3T-1" 31'-2" 29'-11" 50 -- 10 22'-2" 21'-3" 20'-3" 25'-3" 24'-2" 23'-0" 25'-10" 25'-3" 24'-5" 25'-4" 24'-4" 23'-1" 28'-8"; 27 4;' 6'-2" 31'-10" 30'-7", 29'-1" 50 ^ 15 22'-2" 21'-2" 19'-9" 23'-9" 23'-0" 21'-11" 23'-9" 23'-0" 21:_1 t. 25.-4" 24'-2." 22._T• 28'-8" 127'-5" . 25.7 29'-8" . 28'-8" 1 2T-5" Non- 120 1 10 26'41" 25'-5" 2T-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10' 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' Snow 20 15 25' 6" 23._11" 22'-1" 28'•11" 27'-2" 25'-2" 32._1.. 30'•2" 27'-10' 29' 1" 27'-4" 25'-3" 33'•0" 31'.0" 28'-8" 36._7.. 34'-4" 31'-9" 125% 20 20 24'-3" 22'-9" 20' 11" 27'-7" 25'-10' 23'-10' 30' 7" 28'•8" 26'-4" 27'-9" 26'-0" 23' 11" 31' S" 29'-6" 27'-1" 34'-10' 32'-8" 30'-1" 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'•2" 30'-5" 28'-4" 29'-2" 27'-7" 25'-9" 33'-1" 31'-4" 29'-2" 36'-8" 34'-8" 32'-4" 25 15 24'-4" 22'-11" 21'-3" 2T-8" 26'-1" 24'-2" 30'-8" 28'-11" 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29% . 27'-6" 34'-11" 32'-11" 30'-6" 24" 30 10 24'-5" 23'-1" 21'-7" 2T-9" 26'-3" 24'-6" 30'-9" 29'-1" 27._2" 27•_11" 26'•5" 24'-8" 31'-7" 29'•11" 28.0 35'-0" 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" 30'-3" 28'-7" 26'-7" 33'-7" 31'-8" 29'-5" 115% 40 I 10 1 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10' 24'-9" 24'-1" 23' 1" 25'-4" 24'-4" 23'-0" 28'-8" 27'-7" 26'-1" 30'-11" 30'-0' 28'-10' 40 15 21'-10" 20'-8" t9'-3" 22'-5" 21'-6" 20'-5" 22'-5" 21'-6" 20'-5" 24'-11"; 23'-7 22'-0" 27'-9" 26'-8" 25'-0" 28%0"26'-11' i 25'-6" 50 10 20'-6" 19'-8" 18'4' 20'-8" 20'-2" 19'-6" 20'-8" 20'-2" 19'-6" 23'-5" 22'-6" 21'-5" 25'-7" 24-11"1 24'-1" 25'-9"; 25'-2" 24'-4" 50 15 19'-0" 18'-4" 17'-6" 19'-0" 18'-4" 17'-6" 1T-0" 18'4" 17'4" 23'4" • 22'-4" 20'41" 23'4" 122'-9" 1 21'-8" 23'-8" ! 22'-11" s 21'-10" Hone Casc--de W.9 - Casiam SaecAe f,aufe • 09 0a'2015 Roof_-Load_Tables— - -- ----- -- --- • Allowable Uniform Roof Load in pounds per lineal foot [PLF]) and ', Load Duration Use of these tables should be limited to roof slopes of 3%2" For steeper slopes, see pages 15-18. per foot or less. BCI® 4500s 1.8 Series 13/4" Flange Width 91/2" BCI® 4500s 1.8 11 %a" 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 I Deflect. Span Length Snow 115% Non- Snow 125% U240 Snow 115% I Non- I Snow 125% ! U240 I Non- Snow ' Snow 115% 1 125% U240 Snow 115% j Non - Snow I 125% U240 6 315 343 I - 338 367 ' - 353 383 356 i 387 7 270 294 289 315 - 302 329 305 332 8 236 257 253 275 - 264 287 267 i 290 9 210 228 225 245 - 235 i 255 237 j 258 10 189 205 202 220 - 211 i 230 214 232 11 172 187 184 200 - 192 ! 209 194 211 12 147 160 169 183 - 176 I 191 178 1 193 13 125 136 156 169 - 162 177 164 179 14 108 118 107 139 151 - 151 t 164 152 166 15 94 102 88 121 131 i - 141 153 142 i 155 16 83 90 73 106 115 - 126 137 133 145 17 73 1 80 61 94 102 - 111 121 125 136 18 65 67 51 84 91 - 99 108 113--F 123 i - 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 i 63 80 87 1 - 92 100 21 43 i 43 33 61 67 54 73 79 83 90 22 56 61 I 47 66 72 76 82 23 I I 51 54 ! 42 61 66 69 1 75 24 25 47 43 48 1 37 43 I 32 56 60 51 56 54 48 64 1 69 - 59 1 64 i - 26 I 47 51 42 54 59 I - 27 44 48 38 50 I 54 - 28 i 41 44 34 47 51 1 46 29 i 43 47 41 30 i 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 U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALL° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least A inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boist: Coscaae EVVP - Easlorr, Speci ter Iluide - 08104r101 5 r Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/2" BCI® 5000s 1.8 11W BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow ! 125% U240 Snow 115% Non -Snow 125% U240 j Snow Non -Snow 115% 125% U240 6 315 343 - 338 367 353 383 7 270 294 1 - 289 315 302 329 j - 8 236 257 - 253 275 264 i 287 - 9 210 228 - 225 245 235 255 10 189 205 1 - 202 220 211 230 j - 11 172 187 - 184 200 192 ( 209 12 157 171 - 169 183 176 ! 191 13 145 158 - 156 169 162 177 14 125 136 120 144 157 151 ( 164 15 109 118 98 135 147 141 153 16 95 104 i 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 42 78 85 71 93 101 1- 21 48 48 37 71 77 61 84 91 22 42 F 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 33 55 59 48 27 51 55 43 28 47 50 38 3oise Cascade EVIP - Eas!en, Spealiat Guide - 0310412015 Roof Load -Tab - - --- - -- ----- -- r...=.-:t-•-.,_-..--:r-.-.—;> .....:.,-_,-.-,-: _,,• _-, .- < , _-_- rR-:.:--- .,•..: - -._. _.- sue._• _.. Allowable Uniform Roof Load in pounds per lineal foot [PLF]) r and 125% Load Use of these tables should be limited to roof slopes of 3%' For steeper slopes, see pages 15-18. per foot or less. BCI® 6000s 1.8 Series 25/16" Flange Width 9'/2" BCI® 6000s 1.8 117/e' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load i Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow i 125% L/240 Snow 115% Non- Snow 125% 1 L/240 Non- Snow Snow 115% I 125% I L/240 Snow 115% I Non - Snow i 125% I L/240 6 360 392 375 408 390 i 424 398 432 7 309 336 322 350 334 ! 364 341 371 j - 8 270 294 281 306 293 318 298 324 i - 9 240 261 250 272 I - 260 283 265 j 288 10 216 235 225 245 234 I 254 I - 238 i 259 I - 11 196 213 i - 204 222 I - 213 231 217 i 236 12 180 I 196 187 204 195 212 19 1 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 175 1 - 167 i 182 170 185 15 126 137 111 150 163 156 I 169 159 173 16 111 121 92 140 153 146 159 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 I 66 112 122 108 130 1 141 132 144 19 74 I 74 56 101 110 92 120 130 125 136 20 63 63 48 91 99 80 108 117 I - 119 129 21 55 55 42 83 90 j 69 98 107 112 122 22 48 48 36 75 1 79 60 1 89 97 88 102 111 23 42 42 32 69 70 I 53 82 89 78 93 101 24 61 61 47 75 81 68 86 93 25 54 54 42 69 75 61 79 86 26 49 49 37 64 69 I 54 73 79 27 43 43 I 33 59 63 48 67 73 65 28 I i I 55 57 44 63 1 68 1 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. So se Cascwe EVVP - Easiem Specuher Guide • I&O41201S l Roof -Load_ Table_s__---_ Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/Z' per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 117/:' BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125ok U240 Snow 115ok Non- Snow 1259/6 U240 Snow 115% Non- Snow 125% U240 Snow 115% Non - Snow 125% U240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 1 41 31 67 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 b Boise Cascade = WP - Fastem SoeCdfie, t ;jide • 03/04!201 S Roof_ Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 3'/2" Flange Width 1IlMs' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11Ys' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load Deflect Total Load ! Defle Total Load DeflecL Total Load beflect Total Load Deflect Total Load 'Deflect Span Length Non- Snow Snow o f o124110 Non- ; Snow . Snow I 0 1124110 Non- ; Snow' Snow 0! Non- Snow Snow o 0 U240 Non- Snow I Snow' 111% 0 Non- t Snow Snow o o l 6 413 449 413 449 413 449 507 551 I - 510 555 514 559 7 354 385 354 385 354 385 434 472 - 437 476 1 - 441 479 8 309 336 309 336 309 336 380 413 - 383 416 1 - 385 419 9 275 299 275 299 275 299 338 367 - 340 370 1 - 343 372 10 247 269 247 269 247 269 304 330 - 306 333 308 335 11 225 245 225 245 225 245 276 300 - 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 - 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 1 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 1 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 177 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 82 84 64 63 63 48 91 91 69 102 111 93_ 31 56 56 47 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92F344343335858444444336363488585 35 53 53 41 40 40 I 31 58 58 44 78 78 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. Ra da '.alsale EMT' - L sterr 9pda ier r via • 98 14 2J15 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 desi.9ned to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL• software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI® Joist Series Depth inches] Weigght plf] Moment ft-Ibs] El x 108 lb-in2] K x 108 Ibs) Shear lbs) End Reaction [Ibs] Intermediate Reaction [Ibs] 1'/2" Bearing 3'/" Bearing 3%" Bearing 5%" Bearing No WSM WSM ; No WS01 WSMNoWSMWSMNoWSIQWSM 9% 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 11ye 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 2525 3350 9% 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 ' 2525 2750 5000s 11% 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 ' 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9'/2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11Ve 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 '. 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9'/2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11/• 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 11%. 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 2.0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 ' 3450 ! 3200 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 11% 4.3 9550 675 7 21 1425 1850 1800 1950 3375 3700 i 4000 4350 90S 2.0 14 4.6 11390 980 8 50 25!'500 1450 1950 1850 2150 3400 3850 i 4100 4450 16 4.9 13050 1330 9 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) S w l' w l2 384 El K 0 = deflection [in] w = uniform load (lb/in] I = clear span [in] El = bending stiffness [lb-in2] K = shear deformation coefficient [lb] BCI® Closest Allowable -Nail -Spacing - - - -, Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue lines Narrow Face) Nail Size All BCI° Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O.C. Spacing inche End of Joist linchesl O.C. Spacing inches]inches End of Joist 8d Box 0.113'e x 2.5' 2 1 % 4 1'% 8d Common (0.131'o x 2.5) 2 1 %2 4 3 10d & 12d Box (2.128*o x 3', 3.25*1 2 1'/2 4 3 16d Box (0.135e x 3.5') 2 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148'0 x T, 3.25') 3 2 6 4 16d Common 0.162'e x 3.5' 3 2 6 4 BCI® Dianhraam Table (1) BCI* Series Diaphra m Ca aci mat Ib/ft Unblocked Blocked 4500s. 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edgesinbuildingcode 6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered Q panel edgesinbuddingcode 60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. NOTES: If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of 130060s & 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. 11cue Cascade Vf-' • caves, Sueufie, r;aide • 03 C4,2015 Boise Cascade Rimboard Product Profiles lei, 11/8 it let 13 BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD'* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. Perpendicular See chart for vertical load capacity. r4 Min. 8d nails at 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. Parallel See chart for vertical load capacity. Exterior Walt Sheathing Max.'•/re' thickness acls/Afse fasts \ Perpendicular or Parallel to rim A W dia through bolts (ASTM A307 Grades A418. SAE 1429 Grades 1 or 2, or higher with washers and note) or W die log screws (full penetration), staggered Men. connection for 40/10list deelk loading Dock Joist Length Connection 17G' 6 less 2 raws W bolt or tag screw, 24' o.c. (300 phiin ) 174• —19-0' 2 row* W bolt or lag *crew. 16• o.c. (4S0 ptl max.) Note: For stow bads greeter than 40list. andlu dead bads grammar Nan 10 psf, sae connection per max pr values shown above. Treated Lodger. Use only /astenen that are approved for use with cotrespiuWait wood treatment CASCADE" Rembwtd Notes: --4J 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. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of For further mforrnabon on residential deck design, see AWC DCA 6. Prescriptive record's specification for shear transfer. Res/denhal Wood heck Consmxti0 Guide. Boise_Cascade_Rimboa rd__P__r_oper_ties Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product Win libiIb/ft] fib/inzi 11blinjIb/in Wring 1" BC RIM BOARD°m 3300 3500 180 Limited span capabilities, see note 2 1" BC RIM BOARD• OSB Ch 1'/ s" BC RIM BOARD° OSB m 4400 3500 180 Limited span capabilities, see note 2 15/ ha" VERSA -LAM* 1.4 1800 l') 6000 4450 Permitted per building code for all nominal 2' thick framing floor diaphragms 1800 1.400,000 225 525 1'/ e" VERSA -LAM° 2.0 3100 (') 5700 4300 Permitted per building code for all nominal 2' ( hick framing floor diaphragms 3100 2,000.000 285 750 Notes ProductClosest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1" BC RIM BOARD° m I%" BC RIM 1514" VERSA -LAM 1'/4" VERSA -LAM° NarrowFace (in] product information. 1" BC RIM BOARD° OSB m BOARD° OSB (2) 1.4 1800 01 2.031000) 2. See Performance Rated 8d Box x 2.5') 3 3 3 3 0.113'o Rim Boards, APA EWS W345K for further product information. 8d Common (0.131'o x 2.5') 3 3 3 3 10d & 12d Box (0.128'e x 3% 3.25') See publication in note 2 for 3 3 16d Box (0.135'e x 3.5') 3 3 4 4 10d & f 2GCommon & further nailing information. 16d Sinker (0.148_"o x 3',_3.25') 6 6 16dCommon (0.162'e x IT) Some Cascade E-VWP • Eastern Specifier Guide • 08/04/2015 VERSA-LAM®_P_roducts_____ ____ T-..Zr.:-rit<r-..-t.... r -__-t:N.- .: - m.:._'.'.- S-..:. .. :....--T...ri x=%-r+..:-+`i-=.- ..+--..=:... .. .:5._..r_.:. :..:-... :'G. ram.-m.. 4....:, mow_ -_- 1 f( An Introduction to VERSA -LAM® Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LA products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. V-E.RSA=LAM® Beam-Ar-chitectur-al-Specifi-catio-ns—, 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 05456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM• beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM® beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -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. AlIowa b-le-Holes--in VERSA=LAM®-Beams Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/ 2" 7'/ 4" 1" 9' W and greater 2" s Depth t/ 3 Depth a Span '/s Span __V"` End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification° for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade -a lP - t-astem specifier Guide • 03104,2015 VERSA -LAM® -Beam -Details - - ----- - Bearing at concretelmasonry walls Bearing for door or window header Provide Strap per code if top plate is moisture barrier and 45• air not continuous over header. lateral restraint space at bearing. required between concrete and wood. t 1 1® Trimmers Slope seat cut \ Bevel cot t Sloped seat cut Not to exceed Inside face of bearing g not Ion clarity. Notes DO NOT bevel cut VERSA - LAM* beyond inside face of wall without approval from Bolse cascade EWP Engineering. or BC CALC• software analysis. I I Beam to beam connector Verity hanger capacity with hanger manufacturer 0 Beam to concrete/masonry walls Wood top plate must be flush with I4MOture Hang ler between0concreteandwood Bearing at column VERSA LAM- column Column connector per design professional of record Bearing framing into wall Strap per code if top plate Is not continuous 0] Minimum of 'h" airspace between beam and wall pocket or adequate barrier must be VERSA -LAM• beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. It not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region's Specifier Guide. Multiple--Member-C.onnector-s- ----- - Applications Maximum Uniform Side Load [plf] Nailed m W" Oia. Through Bolt m W Oia. Through Salt' I 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.e. 6' O.C. I IMembers12' o.c. 12' o c. slaonered staaaered staggered staggerrect sta eyed sta ered 1%" VERSA -LAM* (Depths of 18" and less) 2 470 1 705 1 505 1 1010 1 2020 560 1 1120 2245 90+ 350 1 .525 375 755 1 1515 420 840 1685 4M use bolt schedule 335 670 1 1345 370 745 1 1495 3%' VERSA -LAM* 2m use bolt schedule 855 1 1715 1 N/A 1125 2250 1 N/A Y/." VERSA -LAM* (Depths of 24") Nailed On K" Oia. Through B*It(" I Y.- Dia. Through Bolt(l) Number 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. s(aagered slaonered slaaaered staggered staggered stagnered 2 705 940 755 1010 1515 840 1120 1685 3 rn 525 705 565 755 1135 630 840 1260 4 w use bolt schedule 1 505 670 1010 560 745 1120 1. Design values applIyy to common boas that conform fo ANSI/ASME standard 818.21.19811ASTM A307 Grades AAB. SAE J42 Grades 1 or 2, or higher) A washer not less than a standard cut washer shall be between the wood and the boa head and between the wood and the nut. The distance Irom the edge of the beam to the boa holes must be at least 2' for W boas and 2%' for bolts Bolt holes shall be the same diameter as the bolt 2. The nad schedules shown apply to both sides of a 3-member beam. 3 16d tax nails = 0.135' diameter x 3 5• length. 16d sinker nails = 0148' diameter x 3.25 length 4. 7• wide beams must be top -loaded or loaded Irom both sides (lesser side shall be no less than 5 A of opposite side). Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown Plies Depth Nailing M Maximum Uniform Load From One Side 2) 1'/." plies Depths 11'/:' S less 2 rows 16d box/sinker nails @ 12" o.c. 400 pit Depths 14"- 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pit Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 plt 3) 1i.— plies to Depths 11V." 8 less 2 rows 16d box/sinker nails Q 12" o.c. 300 pit Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 pit Depth = 24" 4 rows 164 box/sinker nails 0 12" O.C. 600 pit Depths 1W 8 less 2 rows W bolts @ 24' o.c., staggered 335 pit Depth = 24" 3 rows W boas @ 24' o.c., staggered eve 8" 505 pff 2) 3'/2" pines Depths IV & less 2 rows W boas @ 24' o.c., staggered 855 pit Depth 2W - 24" 3 rows W boas @ 24' o.c., staggered every 8" 1285 pit 1. The nad schedules shown apply to and by 25%for non -snow bad mots 7 Connection values arc based upon both sides of a 3-member beam, where the buiding code allows the 2012 NOS. 2. 16d box nails = 0.135' diameter x 5. Use allowable bad tables or SC 8. FaaNnAbtn•r TiwaLok, Slm on 3 5' length, 16d sinker nails = 0.148' diameter x 3.25' length. 3. Beams wider than 7' must be CALC• software to sue beams 6. An equivalent specific gravity of 0 5 may be used when designing Strong -Tie sow or SOS, annf USP WS screws may also be used to connect multiple member VERSA - designed by the engineer of record. specdx Conn ctions with VERSA LAAf' beams oonttact Bois* Cascade EN Engineering for4, M values in these tables maybe increased by 15%for sraw-bad mots LAMB. further informadon. Bo se: Coscd:le EN.'F' • F astern 5pmier Gurd•: • 08;04/2015 Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAM* beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly The following is an example of how to size and conned a multiple -ply VERSA -LAM* floor beam Given- Beam shown below is supporting residential floor load 40 psf five load, 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14". _ Hangers not shown for clarity 14' Find A multiple 1'/." ply VERSA -LAM" that its adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14' / 2 + 18'/ 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC• to size beam A Triple VERSA -LAM v 2.0 3100 1'/." x 14" is found to adequately support the design loads 3. Calculate the maximum pit load from one side the right side to this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 pit 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1Y." VERSA -LAM•. 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed. 3 rows 16d sinkers @ 12" o.c: 525 pit its greater than 450 pit OK Bolts- %" diameter 2 rows @ 12" staggered: 755 pit its greater than 450 pit OK f_ VERSA-LAM®__F_loor Load Tables______ VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load (plf[ KEY TO TABLE Middle Figure Allowable Live Load (plfj Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches[ Span fl[ 1 W VERSA -LAM* 2.0 3100 Double 31y, VERSA -LAM 0 31003100 or Triple SY! VERSA•LA 2.0 3100 I00 or Quadrupl??VERSA•LAM 2.0310p'0 3100 or 7'/.' 9%a" ; IIV.." 14" 71/, 9%:" 11%: 1 14" I 16" 1 18" 24" . 9-W 11Y." 14" i 16" IS- ' 20" 1 24" 11%: 1 14" 1 16" IS- i 20" 1 24" 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 1 5226 3169 4273 5394 8580 7948 7545 7838 5697 7179 8773 10463 1 10459 10451 6 162 1525 1.8/4.1 2.416.113.316.2.4.1110. 1.8/4.4 2.4/6.1 3.3/8.2 4.1/10.5 5/12.6 6115 1 6115 2.4/6.1 3.318.2 4.1110.S 5112.6 8/15 6/15 6115 3.318.2,4.1/10 3. 5112.E 6115 1 6115 6115 479 746 979 1207 957 1492 ' 1957 1 2414 2686 3402 13913 2237 2236 i 3622 4328 5103 5876 5870 3914 1 4829 5771 6903 7834 7826 8 322 724 643 1447 2171 1.513.7t2.3/5.7 3175 1.719311.513.712.315. 7 317.5 !3.719.3,4.4111.1!5.21131 6115 2.3/5.7 317.5 ,3.7/9.34.4/11.1.52/131 6115 1 6/15 3/7.5 1.7/9.3,4AI11.1'5.2113 6115 6115 243 551 745 909 487 1102 1489 1817 2148 2502 3126 1653 1 2234 1 2726 ' 3222 3753 4322 4688 2978 1835 4296 5003 5763 62SI 10 165 370 724 329 741 1447 1111 2171 2894 I 1.513 2.1/5.3 2.9/7A 3.5/8.7 1.513 ;2.115.1 2.9/7.1 3.5/8.74.1/10.3 4.81121 6115 2.115.3 2.9/7.1 3.5/8.7,4.1/10.14.8112'5.5113.0 6115 2.917.1 3.516.7.4.1110.14.8112 5.5113.9 6115 182 413 665 808 364 825 1330 1617 1904 2209 2839 1238 1995 2425 2856 3313 3800 1 4259 2659 3233 3807 4417 5067 5679 11 124 276 44 247 557 1087 35 1631 2175 1511 11.714AI 2.817 3.418.5 1.513 11.714.41 2.817 3.418.5 4I10.1 4.7/11.7i 6115 1.7/4.4 12.817 3.418.5 4110.1,4.7111.7,5.4/13.4, 0115 2.817 1.4/8.5 4110.1 4.7/11.75.4/13.4 6115 139 317 585 726 279 634 1170 1456 1709 1977 2601 950 1755 2194 2%4 2965 3390 3901 1 2340 2912 3418 3953 1 4519 5201 12 95 214 419 686 191 429 637 1372 643 1256 2058 1675 2745 1.5/3 1.513.7 2.716.8 3.418.4 1.513 11.513.7 2.716.8 3.418.413.919.94.6/11.4! 6115 1.513.7 2.7/8.8 3.4/8.1 3.9/9.94.6111.4 52113 6115 2.716.8 3.418.{ 3.9/9.9!4.611IA'' 52113 6115 109 248 1 486 662 217 96 1337 978 1324 1550 1789 j 2399 744 1464 198E 2326 2683 3059 3598 1952 2647 3101 3577 4078 4797 13 75 169 329 540 150 659 1079 06 998 W19 1317 2159 1.513 1.513.1 2.416.1 3.318.3 1.513 3.1 2.416.1i3.318313.9/9.74.5/11.2, 6115 1.513.1 2.416.1 3.318.3 3.9/9.7,4.5/1125.1112.7r 6115 2.418.1 3.318.1 3.919.74.5/11.25.1112.7i 6115 86 198 390 585 173 395 779 1171 1418 1633 2226 93 1169 1756 2126 2449 2786 3338 1558 2342 2837 3265 1 3715 4451 14 60 135 264 432 120 270 527 864 1290 405 791 1296 1935 1055 1728 2580 1.513 1 1.513 12.11S.33.217.9 1.51311.513 2.115.313.217.913.819.6 4.41111 6115 1.513 2.115.33.217.93.819.E4.4111 5112.5 6115 2.115.33.217.93.819.84.4111 15112.51 6115 70 160 316 509 139 320 631 1018 1307 1502 2076 479 947 1 1527 1960 2253 2558 M13 1262 203E 1 2614 3003 3410 4151 15 49 110 214 351 98 220 429 701 1049 1493 329 643 1054 1573 2240 858 1405 2098 2987 1.513 1 1.513 11.614.6 2.9/7.4 1.5/3 1 1.513 1.814.E 2.917.4 3.819.5'4.3110.4 6115 1.513 1.8/4.8 2.917.4 3.019.5.4.311044.9112.1. 6115 1.614.6,2.917.4 1.819.5,4.3110.94.9112.3 6/15 57 131 259 427 10 262 518 854 1151 1390 1944 393 777 1281 1727 2085 2364 2917 1036 1 1708 2303 2780 3151 3869 16 40 90 177 289 80 181 353 579 864 1230 - 271 530 80 1296 1848 707 1158 1726 2461 1.513 1 1.513 1 1.614 12.616.6 1.513 1 1.513 1 1.614 12.6/6.8 3.618.9,4,3/10.7, 6115 1.513 1 1.614 2.616.613.8/8.94.3/10.74.9/12.2 6115 1.614 12.6/6.8 3A/8.9,4,3/10.7,4.9/12.2 6115 108 215 355 93 217 430 710 1018 1274 1826 325 645 1065 1527 1911 2196 2739 SW 1420 2036 2547 2929 3652 17 75 147 241 67 151 295 483 720 1028 226 442 724 1081 1539 21ll 50 965 1 1441 2052 2814 1.513 1.513.8 2.315.9 1.513 1 1.513 1.513.6!2.3/5.913.318.4,4.2110.5 6115 1.513 1.513.8 2.3/S.9 3.3/8.4,42110.5 4.61121 6115 1.513.E 2.3/5.9 3.3/8.4,4.2/10.5 4.61121 6115 90 160 298 77 181 3601 596 894 1134 1701 271 540 894 1341 1701 2051 2552 720 1 1191 1 1786 2268 2735 3402 18 64 124 203 56 127 248 1 407 607 81W 191 372 610 910 1296 1778 198 813 1214 1728 2371 1.513 11.513.2 2.115.2 1.513 1.513 1.5132 2.115.2 3.117.8 419.9 5.9114.10 1.513 1.5132 2.115.2 3.117.8 419T5.9114. 1.513212.1152 3.117.8 419.9 4.8/11.95.9/14. I 76 1 152 1 252 65 152 304 504 758 1016 1592 229 457 757 1 1137 1524 1663 609 1009 1516 2032 2484 3184 19 54 105 173 48 108 211 346 516 735 162 316 519 774 1102 1512 t 2 422 691 1 1032 1470 1 2016 1.511 1 1.513 11.014.7 1.513 1 1.513 1.513 11.914.71 2817 13.71946.8114. 1.513 1 1.513 1.914.7 2.617 3.719.4.4.6/11.45.6/14 1.511 11.914.71281713.719.4.4.61il.415.81114.11 65 130 215 54 129 259 430 647 915 1496 194 389 646 971 1373 1676 2243 19 061 1295 1830 1 2237 2991 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 t 664 945 1296 2240 362 593 885 1260 1728 2987 1.513 1 1.513 11.7142 1.513 1 1.513 1 1.513 1.714.2 2.516.3 3.618.9 5.8114. 1.5/3 1 1.513 11.714.212.516.1 J 3A18.9'.4.3110.65.8114. 1.513 1.7142 2.516.3 3.618.94.3110.85.8114. 98 1 160 95 192 320 482 692 1304 142 288 480 724 1038 1382 1956 384 640 965 1383 1842 2608 22 68 111 70 136 223 332 473 1122 104 204 334 499 710 974 1683 272 445 665 947 1299 2244 1.S/3 1.513.5 1.513 1.511 1.5/3.5 2.1152 317.4 'S.6113.11 1.513 1 1.511 1.513.5 2.115.2 317.4 3.9/9.956113. 1.513 1.513.5 2.115.2 317.4 3.919.95.6/13. 72 122 1 71 145 243 368 529 1092 108 217 365 552 793 1095 1638 290 486 736 1057 1 1460 1 2184 24 52 86 S4 105 172 256 365 864 80 157 257 384 547 750 1 1296 209 343 512 729 1000 1128 1.513 1.513 1.513 1 1.513 1 1.513 1.814.4 2.516.3 5.1112.8 I.S/1 1 1.513 1 1.511 1.614.4 2.616.3 3.416.6 5.1112.1 1.513 1 1.511 1.814.4 2.5/6.1 3.418.85.1/12. 56 94 54 111 188 286 412 927 80 167 282 429 618 855 1390 223 376 572 824 1 1139 1853 26 41 67 42 82 135 201 287 680 63 124 202 302 430 590 1020 165 270 403 574 787 1359 1.5/3 1.5/3 1.513 1.513 1 1.513 1.513.7 2.115.3!4.7111 1.513 1 1.513 J 1.513 1.513.7 2.115.3 2.917.3,4 71111 1.513 1 1.513 1.513.7 2.115.312.917.3!4.7111. 74 87 148 226 326 792 61 130 222 338 489 678 1188W235 1 652 904 1584 28 54 66 108 161 230 544 51 99 162 242 144 472 816 459 630 1088 1.513 1.513 1.5/3 1.5132 1.814.6.4.4110. 1.513 1.513 1.513 1.5/32 1.814.8 2.5/8.1,4.II10..2 1.814.E 2.5/6.34.4/10. 59 88 118 180 282 819 102 178 271 1 191 548 9591 523 728 1279 30 44 54 88 131 187 442 80 132 197 280 394 664 1 373 S12 885 1.513 1.513 1.513 1.513 1.6/4 i3.819.5 1.513 1.513 1.513 1.614 2.2/5.5 3.8/9.S 1.513 1.5/3 1.513 1.614 2.215.5 3.8/9.5 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition (o its own weight Live Load values are limited by deflection equal to U360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports Analyze multiple span beams with the BC CALL* software if the length of any span is less than hag 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 (he beam. Table values (or Minimum Requited 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 moss the full width of the beam For 2-ply. 3-ply or 4-ply beams; double, triple or quadruple Allowable total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. I % inch members deeper than 14 inches are to be used as multiple -member beams only, This (able was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL software. Boise Ciscadd ".lilt , rasrellr Snecifre• Garde, • 09•041G015 VERSA --LAM® Roof Load Tables___-_ VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure - Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load (plf) Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] EQ-9 Span ft) 1'/.' VERSA -LAM• 2 0 3100 Oouble Ply 1Y.' VERSA -LAM' 2.0 3100 or 3Yi VERSA -LAM 2.0 3100 Triple Ply 1'/." VERSA -LAM' 2.0 3100 or SY.' VERSA -LAM 2.0 3100 Quadruple Py IY.' VERSA -LAM* 2.0 3100 or 7' VERSA -LAM 2.0 3100 7''W 9'W 11 X" 14" 7'/." 9 Y." 11'/." 14" 16" I IS- 24" 9'/." 11 V.- 14" i 16" , 18" 1 20" 24" 11'W 14" ; 16" 1 18" ; 20" 24- 78 1223 1 1639 2065 1755 j 2446 3278 4130 5047 5232 5226 3669 ' 4917 6195 7570 7948 7845 7838 6556 8260 10094 10463 10459 10451 g I 215 2.817:3.Sig .14.71t1. 215 1 2.817 13.8/9.4,4.7111.85.8114.5 6115 6115 2.817 j3- 8I94.4.7/11.85.8114.5 6115 1 6115 8115 3.6I9.4.4.7/11.85.8/14.5 6/1S 6115 6115 598 858 1 1126 , 1389 1197 ' 1717 1 2252 2779 3321 1 3915 1 3913 2575 ' 3379 4168 14981 S872 5876 1 5870 4505 5556 1 6642 7829 , 7834 17826 8 482 965 12.6/6.6; 1.8116,2.616.E 3.5/8.61.3/10. 1.8/4.6 2.6/6.613.5/6.6,4.3/10.65.1/12.7 6/15 1 6115 3.518.6 4.3110.65.1112.71 6115 6115 6115 3.5/8.84.3/10.65.1/1271 6115 ' 6115 1 6115 326 637 ' $57 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 3138 3709 4320 4695 1 4688 3429 4194 4945 5759 6259 6251 10 247 556 - 494 1111 1667 - 1.5/3.1 2.416.1;3.318.2j 4110 1.513.112.416.1 3.3182 4110 43111.95.5111I.8 6/15 2.4/6.113.3/8.2 4110 4.7111.95.5/13.8 6115 8I15 3.3182 4110 4.7/11.45.5113.8. 6115 6115 244 526 i 765 1 931 487 ; 1052 1S31 1861 ! 2192 ; 2543 2839 1S77 T 2296 2792 1 3288 1 3814 4265 ' 4259 3062 i 3723 4383 5085 1 5687 15679 11 188 418 I 371 835 I l - 1253 - 1 1.511 2.215.6;3.218.1:3.919.8 1.513 2215.E 3.2/8.1 3.9/9.84.6/11.65.4113.4 6115 2.215.6:12/8.1 3.919.84.6111.65.4113.41 6115 1 6115 32/8.1 3.9/9.8 4.6/11.65.4/13.4 6115 6115 187 424 1 674 1 838 374 848 1 1347 1676 1968 2276 2601 1272 2021 2514 2952 3414 3903 3901 2694 3351 1 3936 4552 f 5203 5201 12 143 322 , 628 , . 286 643 1256 965 1864 2512 1.5/3 1 214.9 13.117.813.919.7 1.511 1 214.9 13.117AI 3.9/9.714.5/11.35.2113.1 6115 214.9 .3.1/7.8 3.919.7;4.5111.35.2/13.1 6115 1 6115 3.1/7.813.9/9.74.5111.35.2113.11 6115 6115 146 332 j 573 1 762 292 665 1146 1524 1785 2060 2399 997 1719 2287 1 2678 3089 1 3522 3598 2292 1 3049 3571 4119 1 4696 4197 13 112 253 1 494 1 - 225 506 998 759 1 1482 1 . 197812.917.213.819.5,'4.5111.2.5.1112.9,5.9114711.5/3 1.714.2 2.9172 3.819.5 1.513 1.7142i2.9/72 3.819.5,4.5/11.25.1112.9 6115 1.714212.9172 3.8/9.5,43111.25.1112.95.9114.71 6115 6115 116 265 493 671 1 233 $30 987 1349 1634 1880 2226 796 1480 2023 2450 2821 3208 ' 3338 1973 2697 1 3267 1 3761 J 4278 4451 14 90 203 396 1 648 180 405 791 1296 608 1 1187 1944 1S82 2593 1 - 1.5/3 1.513.6 2.718.71,3.8/9.1 1.513 1.5/3.6,2.716.7 3.619.1 4.4111 5.1112.7 6115 1.513.612.716.7 3.619.114.4111 5.1112.75.8114.4, 6115 2.716.713.619.1 4.4111 5.1/12.75.8/14.4 6115 94 215 423 586 188 1 429 46 1173 1 1505 1730 2076 644 1 1268 1759 2258 2595 290 3113 1691 2346 3011 3459 3928 4151 15 73 165 322 1 527 146 329 643 1054 494 965 1581 128E 2108 1.5/3 1.5/1.1 2.5/8.1 1.418.5 1.511 1.5/3.1 2.5/8.l 3.4/8.54.3/10.9 5112.5 6115 1.5/3.1 2.5/6.1 3.4/8.54.3/10.9 5/12.5 5.7/14.2 8/15 2.5/6.1 3.4/854.3110.9 5112.5 5.71142 6115 77 176 347 515 153 352 695 1029 1327 1601 1944 528 1042 1544 1990 2402 2723 ' 2917 1389 2058 2653 3202 3630 3889 16 60 136 265 449 121 271 530 868 1296 407 795 1303 19" 1060 1737 2593 1.5/3 1.513 2.2/5.4 3.217.9 1.513 1.513 12.215.1 3.217.9,'4.1/10.24.9/12.3 6115 1.513 12.2/5.4 32/7.94.1/1024.9112.3 5.61141 6115 2215.4 3117.94.1110249112.3 5.6114 6115 63 146 289 455 127 292 517 910 1173 1468 1829 438 888 1385 1780 2201 253IJ 2711 1154 1820 23/8 2915 1171 1657 17 50 113 221 362 101 226 442 724 1081 339 I 663 1086 1621 . - i 094 1448 2161 1.513 1.513 1.914.8 317.5 1.513 1.513 1.914.8 317.5 3.9/9.8 4.8112 6115 1.513 11.914.8 317.5 3.9/9.6,4.881 15.51 0.8 6115 1.9/4.8 117.5 3.919.E 4.8/12 5.5/13.0 8115 53 122 1 242 399 106 244 494 799 1045 1307 1726 367 I 726 1198 1567 1961 2364 2598 966 1598 2089 2614 1 3151 1 3451 18 42 95 1 186 305 85 191 1 372 610 910 1296 286 1 SSS 915 1368 1944 744 1220 1821 2593 - -I- 1.513 1.513 1.714.1 2.817 1.513 1 1.513 11.714.31 2.817 3.6/9.11.5/11.41 6115 1.513 11.714.31 2.817 3.619.14.5/11.45.5/13.71 6115 1.714.31 2.817 3.619.14.5111.45.5113.71 6115 103 205 339 89 206 110 677 938 1171 1634 310 1 615 1016 1404 1757 2147 1 2450 820 1 1354 1872 2342 2862 3267 19 81 158 259 72 15/3 162 316 519 774 1102 243 475 T78 1161 1653 633 1037 1548 2204 1.513 1.513.8 2.516.3 1.5/3 1.513.8 2.5/6.3,3.4/8.64.3/10.6 6115 1.5/3 1.5/18 2.S18.3 3.418.64.3/10.85.3113.1, 6115 1.5/3.8 2.S/6.1 3.4/864.3/10.85.3/13.1 6115 88 175 1 289 1 75 176 350 579 643 1055 1551 263 1 525 868 1265 1583 1934 2328 1 699 1157 1686 2110 2579 3101 20 69 136 222 62 139 271 445 664 945 208 1 407 667 996 1418 43 889 1327 1890 1.513 1.513.4 2.3 55.6 1.513 1 1.513 11.5/3.4 2.315.E 3.3/8.24.111021 6115 1.513 1.513.4 2.315E 3.3/8.24.11102,1 5112.5 6115 1.513.4 2.3/S.6 3.3/8.24.1/10.2 5/12.5 6/15 65 130 216 54 130 260 431 649 869 1407 194 390 647 1 973 1 1303 1593 2111 520 862 1297 1738 2124 1 2815 22 52 102 167 48 1 104 204 334 499 710 157 306 501 1 748 1 1065 1461 408 668 997 1420 1948 - 1.5/3 1 1.513 11.914.7 1.513 1 1.513 1 1.S/3 11.914.71 2.817 13.719.31 6115 1.513 1 1.513 11.914.71 2.81713.7/9.3- T 6115 1.513 11.914.71 2.817 3.719.14.511L 6115 99 164 98 197 329 496 711 1259 146 296 493 744 106E 1334 1 1889 395 658 992 1422 1772 2518 24 79 129 80 157 257 384 547 121 236 386 576 820 14 1125 - 311 1 515 763 1094 15M 1.513 11.613.9 1 1.513 1 1.513 1.613.92.315.93.318.35.9114. 1.51311.513 1.613.92.315.93.318.3,1110.45.9114. 1.513 11.613.92.315.93.318.34.2110.45.9114. 76 128 75 153 256 387 555 1068 112 1 229 383 580 833 1132 1804MS 305 511 773 1110 t510 2139 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 85 247 405 604 801180 2039 1 1.513 1.513.3 1.513 f 1.513 11.513.31 215 2.817.15.4113. 1.513 t 1.511 11.513.31 215 2.817.1 3.819.6 5.4113. 1.513 1.513.3; 215 2.8/7.1 3.8/9.6 5.4113. I 60 101 58 1 120 202 306 441 919 87 I 180 303 459 1 661 914 1378 240 404 612 882 1219 1837 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 464 689 945 1633 1.5/3 1.5/3 1.5/3 1 1.513 1 1.513 1.714.3 2.416.1 5112.6 1.513 1 1.513 1 1.513 1.714.3 2.416.1 3.418.1 51126 1.513 1 1.5/3 1.7/4.3 2.4/6.1 3.4/8.415/12.6 81 95 161 246 355 797 66 1 143 1 242 369 1 533 738 1 1196 190 1 323 492 710 994 1591 30 I 80 112 197 I 280 6W 62 121 198 295 t20 5781 998 161 283 393 560 788 1327 1.513 1 1.513 1.511 1.5/3.7 2.115.3,4.7/11. 1.513 1.513 1.513 1.513.7,2.1/5.3 2.9/7.3,4.7/11. 1.511 1.513 1.513.7 2.1/5.3 2.9/7.34.7I11. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam 1n addition to its own weight. Live Load values are limited by deflection equal to U240 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 it the length of any span is less than hall 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 gram 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 lull 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 8C CALCOsoftware. Eo % Cascaae EV/N • "->turr Srdcolyr r ai..•1 • Jn U12J15 VERSA -LAM® Roof Load Tables _. VERSA -LAM® 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load (plf] KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches] Span ftl 1'/." VERSA-LAMa2.0 3100 Double Ply 1'/.' VERSA-LAM'2.0 3100 or 3W VERSA -LAM 2.0 3100 Triple Ply IW VERSA -LAM• 2.0 3100 or SY. VERSA -LAM 2.0 3100 Quadruple Ply 1'/.' VERSA -LAM• 2.0 3100 or 7" VERSA -LAM 2.0 3100 7'/." 9Y:" ; 11%" 14" 7'/." 9Yi 11%' 14" 16" 18" - 24" 1 9W 11'/." 14" 16" 18" 20" 24" 11'/: 14" 1 16" 18" 20" 24" 954 1330 1782 2245 1908 2660 3584 '' 4 i 5234 1 5232 5226 3990 5346 6736 7851 7848 7845' 7838 7128 8981 10467 10463 i 10459 10451 6 1 1-111110.25.11112.92.215.5 3.117.64.1/1025.1/12. 2.215.5,3.117.64.1/10.25.1/12.1 6115 6115 6115 3.117.6,4.1110.25.1112.9 6115 6115 6/15 8/15 6115 6115 j 6115 6115 640 933 1225 1511 1219 1867 12449 3022 1 3611 1 3919 3913 2800 3674 4532 ' $417 5879 $876 5870 4899 6043 7222 17838 1 7834 7828 214.9 12.9/7.1 3.8/9.44.6/11. 2/4.9 12.9/7.1 3.8/9./,4.6111.65.5/13.8 6115 1 6115 2.9/7.1 3.819.44.8/11.65.5/11.8 6115 1 6115 6115 1.8/9.4,4.6111.65.5/13.8 6115 6/15 6115 326 693 1 932 1138 651 i 1388 1 1864 1 2275 2689 3132 3126 2079 1 2797 1 3413 4033 1 4698 1 4695 4688 3729 4550 1 5376 6263 1 6259 6251 10 247 556 494 1111 1667 13.618.9,4.4110.15-2112.91.5/3.1 2.716.8 3.6/8.9,4.4110. 1.5/3.1 2.716.E 3.618.94.4110.952/12.9 6115 6115 2.7/6.8 3.6/6.94.4/10.952/12.9 6115 1 6115 1 6115 6115 6115 6115 244 552 ; 833 1 1012 487 1 1104 1665 1 2024 1 2364 2765 2839 1658 2498 3037 ' 357E 4148 1 4285 4259 3330 4049 4767 i $531 5687 5679 11 186 418 815 371 ' 935 1631 1253 2446 3262 t - 1.5/1 2.315.8 3.518.8,4.3110. 1.513 i2.315.8 3516.8,4.1110.7, 5/12.8j5.8/11.6 8/15 2.3/5.8 3.5/8.8,4.3I10.7 5112.8 5.8114.E 8/15 B/15 3.518.8,1.3/10.71 5112.8'S.8114.6 6/15 8/15 187 1 424 733 1 912 374 848 1465 1823 2141 1 2475 2601 1272 2198 2735 3211 3713 1 3907 3901 2931 1 3647 4281 4951 1 5209 5201 12 143 322 628 286 1 643 1256 965 1884 2512 1 I 1.513 214.9 3.4/8.112I10. 1.5/11 2/4.9 3.4/8.44.2110.54.9/12.35.7/14.1 8/15 214.9 3.4/8.4,4.2/10.51.9I12.15.7/11.1 8115 6/15 3.4/8.1,4.2I10.549112.35.7114.3 6115 6115 146 1 332 ' 623 1 829 292 1 665 1 1247 W58 1942 1 2240 1 2399 997 1870 2487 12913 3360 3804 1 3593 2494 3318 1 38M 1 4480 4806 4797 13 112 1 2S3 1 494 810 225 1 508 1 986 1619 759 1482 2429 1976 3238 1 1.513 1.7/4.2 3.1/7.84.1/10. 1.513 j1.7142 3.117.84.1/10.44.8112.1 5.6/11 6115 1.7/4.2 3.1/7.8,4.1/1044.8/12.1 5.6/14 6/15 8/15 3.1/7.8,4.1/10.4,4.8/12.115.6/141 6115 1 6115 116 265 521 734 233 1 530 1043 1467 1777 2046 222E 1 796 1 ISM 2201 1 2666 3068 1 3345 1 3338 2085 2934 3554 1 4091 4459 4451 14 90 203 396 60 180 1 405 791 1296 608 1 1187 1941 1 - 1582 2593 1.5/3 11.513.61 2.817 419.9 1.513 11.513.8 2.817 1 419.9 4.8112 5.5/13.6; 6115 1.513.8 2.817 1410.9 4.8112 5.5113.8 6115 1 6115 2.817 1419.9 14.6112 5.5113.8 6115 1 6115 94 215 1 423 638 188 1 429 80 1276 1638 1882 2076 644 1 268 1914 245E 12823 3120 3113 1691 2552 3275 3763 4159 41SI 15 73 165 322 527 146 1 329 643 1054 1573 494 965 1581 2360 1286 2108 3146 1.513 1.513.112.516.1 3.719.2 1.513 1.513.1 2.5/6.1 3.719.2,4.7/11.85.4/13.6 6115 1.5/3.1 2.5/6.1 1.7/924.7/11.85.4/13.6 6115 6115 2.516.1;3.7/9.2,4.7/11.85.4/13.6 6115 6115 77 1 178 1347 1 560 153 352 695 1120 1 1443 1742 1944 528 1 1042 1 1680 1 2165 2613 1 2923 2917 1389 2210 2887 1 3484 3897 3889 16 60 1 138 1265 434 121 271 530 868 1 1296 407 1195 1 1303 1 1944 1 106012.215.413.518.614.4111. 1737 1 2591 - 1.5/3 1 1.513 12.215.4 3.518.6 1.513 1 1.513 2.215.1 3.518.6'4.4111.1,5.4113.4 6115 1.5/1 2215.1 3.518.6,4.4111.15.4113.4 8/15 6115 I'S.41113.4 6/15 6115 63 1 146 i 289 1 476 127 ' 292 577 951 1277 1597 1829 438 868 1 1427 1915 2395 2749 2743 1154 1 1902 25S3 1 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 339 663 1086 1621 2308 884 1448 2161 3078 1,5/3 1.513 1.914.8 3.117.8 1.513 1.511 1.914.813.117.84.2/10.65.2111.1; 6115 1.5/1 1.9/4.8c3.1/7.84.2/10.55.2/13.1; 6115 6/15 1.914.8 3.1/7.8,42/10.5S2/13.1i 6115 6115 399 106 I 2" 494 799 1 1137 1422 1726 367 728 1108 1705 2133 ' 2572 2588 968 1598 2274 2845 3429 3451 16 11242 186 305 85 191 372 610 910 1296 286 558 915 136E 19" 744 1220 1821 2593 1.714.3 2.817 1.513 1 1.513 11.714.31 2.817 1 419.9 4.9/12.3, 6115 1.513 11.714.31 2.817 1419.9 4.9112.35.9114.9, 6115 1.714.3 2.817 1 419.9 4.9112.35.9114.9 6115 103 205 1 339 89 206 410 617 1 1016 1275 J 1634 310 615 1016 1524 1912 2336 2450 820 1354 2032 2549 ] 3115 3287 19 81 158 1 259 72 162 316 519 1 774 1102 241 475 778 1161 1653 2268 633 1037 1548 2204 1 3021 1.513 1.5/3.8 2.5/6.3 1.5/3 ',1.513 1.513.8 2.516.3 3.719.3. 7111.7; 6115 1.5/3 1.513.8 2.5/6.1 3.7/9.1,4.7/11.75.7/14.3 6115 1.513.8 2.516.3 3.7/9.3,4.7/11.75.7/14.3 6115 88 1 175 1 289 75 1 176 1 350 579 69 1149 15S1 261 1 525 868 1303 1721 1 210 1 2326 6" 1157 1737 2297 2807 3101 20 69 1 136 1 222 62 139 271 445 664 945 208 407 667 996 1418 1 1944 1 - 54311.513.412.315.613.416.4.4.4111.15.4/13.6' 889 1327 1890 2593 1.5/1 1.5/3.4 2.315A 1.513 1 1.513 1.513.1 2.315E 1.4/8.4,4AII1.11 6115 1.5/3 1.5/3.4 2.3/5.8 3.4/8.44.4/11.15.4/13.8 6115 6115 65 130 216 54 1 130 1 260 431 1 619 928 1 1407 194 390 647 973 1393 1735 2111 520 62 1 1297 1857 2313 2815 22 52 102 167 46 1, 104 1 204 334 1 499 710 1 - 157 30S 501 748 1065 1461 408 668 1 997 1420 1948 1.513 1.513 11.014.7 1.511 1 1.513 1 1.513 1.914.7 2.817 1 412.9 1 6115 1.513 1 1.513 1.914.7 2.817 1419.9.4.9112.36115 1.513 11.914.71 2.817 1 419.94.9/12.36115 1 164 1 98 197 329 496 711 1288 146 1 296 493 744 106E 1 1453 1932 395 1 658 992 1422 1 1937 2576 24 99 71 129 60 157 257 384 547 121 236 386 576 820 1125 - 314 515 768 1094 1500 1.513 1.6/3.9 1.513 1 1.511 1.6/3.912.3/5.9 3 318.31 6115 1.513 1 1.513 1.6/3.912.315.9 3.3I8.3,4.5/11.3, 6/15 1.513 1.613.9 2.315.9 3.318.3'.4.5111.3 6115 76 128 75 153 256 387 555 1164 112 229 363 1 580 833 1150 1747 305 511 773 1110 1533 2329 26 62 f01 63 1 24 202 302 430 1 1020 95 1 185 1 304 453 6451 885 1629 1 247 405 604 60 1180 2039 1.513 11.5131 1.513 1 1.S11 11.513.31 215 12,017.1'5.9114.1 1.511 1 1.513 1.5/3.3, 215 2.817.1,11.219.7. 9114.1 1.513 11313.31 215 2.817.1 3.9/9.73.9114. 1 60 101 S8 IN 202 308 1 441 1001 87 180 303 459 661 914 1501 240 404 812 882 1219 2001 28 49 at 51 99 162 242 344 016 76 146 243 363 517 709 1224 198 324 484 689 1 945 1633 1.513 1.513 1.513 1.513 1.513 1.7/4.3 2.4/6.155/13. 1.5/3 1.513 1.5/3 1.7/1.3 2.4/6.1 3.4/8.45.5/13. 1.513 1.513 1.7/4.3 2A/6.1 13.418.4 5.5113 1 81 95 1 161 248 355 861 68 143 242 369 533 738 1291 190 323 492 ' 710 934 1721 30 66 80 132 197 280 664 62 121 198 295 420 576 996 161 263 393 560 768 1327 1.513 1.513 1.513 1.513.1 2.115.35.1112. 1.513 1.513 1.513 ,1.5/3.7 2.1/5.3 2.9/7.35.1112. 1.513 1.513 1.513.7 2.115.3 2.9/7.35.1/12. Total Load values are limited by shear, moment or deflection equal to U180 Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240. 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 teams with the 8C CALC'sollware if the length of any span is less than hag 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 Y. 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 osskble to exceed the kmitabons of this table by analyzing a specific application with the 8C CALC software. t3CUe Cditade :.%P • s_a3' a". SneC012' Oaure • C9 C4,1015 VERSA-LAMD-Allowable _Nailing_ and_Design Values____ Nailing Parallel to - - Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM°/'VERSA-RIM•. Use nails as specified by Simpson Strong -Tie. Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For IW thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use W minimum offset between rows and stagger nails). VERSA -LAM® Design Values -- - Grade Width in Depthin Weight Ib/ft Allowable Shear Ib Allowable Moment ft-lb] Moment of Inertia in' Grade Width in Depthin Weigght Ib/ft Allowable Shear lb]ft-lb Allowable Moment Moment of Inertia in' L c r~n ro a N s w 1'/2 3'/2 1.5 998 776 5.4 c 0 i 4Ix ut 5% 5% 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5%2 8.4 5486 7457 72.8 7'/. 11.0 7232 12566 166.7 7% 3.2 2066 3069 47.6 9% 14.1 9227 19908 346.3 0 c 0 Q Q j 1% 3'% 1.8 1164 1058 6.3 9%: 14.5 9476 20937 375.1 5'/: 2.8 1829 2486 24.3 7'% 3.7 2411 4189 55.6 11'% 17.1 11222 28814 622.9 9'/4 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 9'/2 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0 11% 6.0 3948 10638 244.2 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 1 5320 18682 1 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 7 9'% 16.6 12303 26544 461.7 3'/2 5'/2 5.6 3658 4971 48.5 9'/2 17.1 12635 27916 500.1 7'% 7.4 4821 8377 111.1 9'% 9.4 6151 1 13272 230.8 11% 20.2 14963 38419 830.6 9'/2 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 11'% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11% 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 1 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 1 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Design Property Grade Modulus of Elasticity Bending Horizontal Shear Tension Parallel to Grain Compression Parallel to Grain Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Design E(x 10e psi i') F, (psi)(2)(') F (psi)(2x') F, psi (2xs) F.i, (psi)t21 F_ L (psi)t'xej SG VERSA-LAM•Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM' Studs 1 1.72650 1 1.7 1 2650 1 285 1 1650 3000 1 750 1 0.5 VERSA -LAM• Columns 1 1.82750 1 1.8 1 2750 1 285 1 1825 3000 1 750 1 0.5 1. This value cannot be adjusted for load duration. S. Tension value shall be multiplied by a length factor, (41Q4 where L = 2. This value is based upon a load duration of 100% and maybe 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)'9 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%. 6o,se Cascade E1MY • Eastern SparMer rune • 08/04,2016 VERSA -LAM® 1_.8 2T50 Columns r E 5 Allowable Axial Load(lb) 2 c` r 3'/i ' x 3'/2 ' 3'/2" x 4% ' 31/2 ' x 5'/i ' 3%' x 5%' 3'/i ' x 7" c _ 100% 115% 125% 100% 1 115% 125% 100% 1 115% 125% 100% 115% 125% 100% 115% 125% 4 15,265 16,750 17,650 19,100 20,950 22,070 22.920 25.150 26,500 24.020 26,350 27,770 30,570 33,545 35,345 5 12,830 13.770 14.320 16.050 17,220 17,910 19,260 20,670 21.505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13.240 13.990 14,440 15,890 16,800 17.335 16,645 17,605 18.165 21,190 22.410 23.120 7 8,745 9,160 9,400 10.940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18.835 8 7,295 7,590 7,765 9.120 9.490 9,710 10,950 11,400 11,660 11.475 11,945 12.215 14.610 15,210 15.555 9 6.155 6.375 6.500 7.700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10.230 12,330 12,770 13.025 10 5,250 5,415 5,510 6,570 6,770 6.890 7,885 8,135 8,280 8,260 8,525 8.675 10,520 10,850 11,040 11 4,525 4,655 4.730 5.660 5,820 5,910 6,795 6.990 7,100 7,120 7,325 7,440 9,065 9,325 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6.355 6,445 7,885 8,090 8.210 13 3,455 3,535 3.580 4.320 4.420 4,480 5,185 5.310 5.380 5.435 5.565 5.635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 3.900 3,950 4.585 4.685 4.740 4.805 4,905 4,965 6,115 6,250 6.325 3%" x 7'/4 ' 5'/:' x 5%' 5'/4 ' x 5%" 5%' x 7' 5'/4 ' x 7'/4" 100% 115% 125% 100% 115% 1 125% 100% 1 115% 1 125% 100% 115% 125% 100% 1 115% 125% 4 31,670 34,750 36.625 5 26,615 28,560 j 29.705 6 21,950 23.215 23.950 34.355 37,695 1 39,715 36.010 39.495 41,610 7 18.140 19,005 19,505 30.700 33.170 34,625 32,165 34,750 36.280 8 15,135 15.755 16.110 27.095 28,910 29.975 28,390 30,295 31,405 36,160 38,590 40.000 37,450 39,960 41,420 9 12.770 13.225 13.490 23.815 25,180 25,980 24,950 26.385 27.220 31.770 33,600 34.670 32,910 34,800 35.910 10 10,895 11,240 11.440 20,950 22,005 22.620 21.950 23.060 23,700 27,950 29.360 30.190 28.960 30,420 31,260 11 9,390 9.660 9.810 18,500 19,340 19.820 19.385 20.260 20,770 24,690 25,810 26.450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 17.085 17,475 17.200 17.910 18.305 21.910 22.800 23,320 22.690 23,620 24,150 13 7.165 7.335 7,430 14.640 15,185 15.500 15,340 15.910 16,240 19.540 20.270 20.680 20,230 20,990 21.430 14 1 6,335 6,470 6,550 13.120 13.570 13,830 13,750 14.220 14.490 17.510 18,110 18,460 18.140 18,760 19,110 15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16.330 16,850 17,150 16 10,690 11,005 11,185 11.200 11.530 11.720 14,270 14.690 14,930 14,780 15,210 15,460 17 9,715 9,980 10,135 10,180 10.460 10.620 12,960 13,320 13.520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11.820 12.130 12.300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 8.705 8.825 10,820 11,090 11,240 11,210 11.480 11,640 20 7,455 7,625 7,720 7,810 7,990 8.090 9,950 10,170 10,300 10,300 10,540 10,670 21 6,870 7,020 7.105 7.195 7,355 7.445 9,170 9.370 9.480 9,490 9,700 9,820 22 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NOS), 2005 edition. For side or other combined bending and axial loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 108 psi Bending: Parallel to Gluelines (Beam): Fb = 2750•(12/d)1° psi Perp to Gluelines (Plank): Fb = 2500'(12/d)1° psi Compression Parallel to Grain: Fell = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F,ii = 750 psi Perp to Gluelines (Plank): F_l = 450 psi Tension Parallel to Grain: Fr = 1650 psi V-ERSA=STUD° 1-.-7-26-5-0 J.•4S2.i- S1.ifF6Ci.T.".T''!rx'F.TRr..sx£.i..Lr'%•tivi'w.T.T+2a71T._:'ROF.T.tZ9l..-^"?.2G..R.}'.v3s.4:-T7+i'JCT 4{2+A'{t3.:. . Wt.P7F r++• - ••--t Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain Fc [psi] Modulus of Elasticity E [psi] Horizontal Shear Fv [psi] VERSA-STUD®1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1.400.000 135 Hem -Fir # 2 Grade 1 850 1 1300 1,300.000 1 150 Western Woods # 2 Grade 1 675 1 900 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. Boise Cascade ---VP - Eastern Speafie, Gau1e • 03/04/2015 Computer- Software a I; ,J ben • f,lp.r/tnle•1•r.rat nn j o t 4.• . •> •!••ef wp•r.rJtF Y+. •• , pqI 1 t 1 h=.' r wiis 1ww , a.• • -".. . : . w•w.. a .mil 'r L u. dr __ —+p a _ c 1 ._-_ __-I-_-1 7.' r. .. rr.:• ilY e New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER* model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®. Check the plan every possible way with BC FRAMER* full 3- D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC° Sizing Software BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy - to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. trllaarYlM RI.I-•1.I/d N7•l11I1)11 1 ` it I7P y a+l+olo l tr~.. 1- ••a.:1.! 1.: i.tllu 1 .' llasuavo frr yo fu » tta ua. r ltlf• tMu•..•lY ,I.r IR . .f lsalra r'. r.sawla il•<• vro'•fc,f r v:• w..loa i A V • .ts•f41 / 1f 6]DI1W fR r' N blb nUY • Ir2] 1117f 1IR 1•• i t'. 1'rR11.R r rml•a i I. xaw^Ilft•a y if• 31- Cti cm•1= a 1••ra 1\ tinr 7Cti IS tt«OSY• W twfwo•r *_ rl aM MIti 111 IV Iwr• 1• f ••1 K• 4 — r• f. R fw.+ A IW o I.. W wl a as Bo sr. Cascade EWP • Eastern Speaker ,utue • Uo tw1[u 1 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, 12800024 1GB Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us Lr aTry! 1F_ L ° Ln1L b Analysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com. To Download BC CALC US, https:// www.bcconnect.com/bcdeployer/index.htm r o . Ir• w..r..rw••'r' • nl.g aM• talr Orr,YtWlftl In. iur autlf ..t:r[f Ir u ti rlw. •ct 1t•• frsrr ti • M ewly. •11• wr _ tl. ota 1 YI A era tiTw'jMTy 1 16Y31Z tl•YLl t4 tr. w OarAd M.tw ItlrA7( 9AJt_ to2. 1 1 OM a•r•wl.••••ry•rlr 1•r EI. 11••r WNS f11% 13. 1 WWI- rw•••N ••rt •r ••I••••• I •J1f 911 MSS T 16T f'1 • 1b11 .sc•1 •r.lf•t. t.•fr•la 0I\• 91m 11• ill ft 1 WIYt1 •.frw••w•••w•wr.•r' 1• tsI fTiS •1.•w•• •m f9 adr%.• fll t1.1 111 N:f wptlr •r•Mtl•M•Mw -• tl I,t.'YIt 11R • • tl,lq.w r• ft" 41 t•OI?11• f•1lrwifr.OW'•a•Ltr W : s.s: •, •fwlni•. 011= C• w.t • atllntctn.' tmt1la11 a1M1141a111 RY.It1o1!•w.,q •tleslfpr«wnAWl. O.• aU Ir• Ja,I•ItM.A•tp LL211 f<••w I41t••t/.VC•ROlt blr•1•rF11nM f:< t4Y. w1•rf•,Ylr L MAt•ZM.'/6-044. IYw• tlr- N•nrwral .tu•w1 ••u /IMI• ItLtf. N6Nr!• my neaeoe>.nwww r1f•0 t••Ii0CL1f11•!1 • w...4..a+i r..:.....s• •• O• f41•. •Mw•t.01141•t,lrs.ry.«.. •••n•u c Framing -Con nectors- -__ Simpso_n_Strong =Tie I ITS ILIS SUR/L Joist gCl• Hanger Capacity ai i Joist gCl• Hanger Capacity i i Joist gCl• Hanger Capacity aili fibs])ecithHeaderJoista bs Headero' bs acid Joist 4500s ITS1.81/9.5 993 6-10d 4500s IUS1.8119.5 950 8-10d 4500s SUR/L1.81/9 1081 12-16d I 2-10dxI'W' SOOOs ITS2.06/9.5 993 6-tOd WOOS IUS2.06/9.5 950 8-10d WOOS SUR/L2.06/9 1097 14-16d 2-10dx1'A" WOOS 120 2 37/9.5 1225 6-10d 60005 IUS2.3719.5 950 8-tOd 60005 SURIL2.37/9 1343 14-16d 2-10dx1 A 6500s2.56/9.5 1225 6-10d 6500s IUS2 56/9.5 950 8-10d 6500s SURIL2.56/9 1343 14-16d 2-10dxlW' 4500s 1.81/11.88 1068 6-10d 4500s IUS1.81111.88 1185 10-10d 4500s SURIL1.81/11 1306 16-16d 2-10dxlW' WOOS 06111.88 1068 6-10d 5000silUS2.06/11.88 1185 10-I SOOOs SURIL2.06/11 1350 16-16d 240W99' INS, 6000s 37111.88 1237 6-10d 11,•« 6000s IUS2.37/11.88 1185 10-10d 11r/.« 6000s SURIL2.37/11 1385 16-16d 2-10dx1'A" 6500s.56/11.88 1237 6-10d 6500s IUS2.56/11.88 1185 10-10d 6500s SUR/L2.56/11 1385 16-16d 2-10dxl'S' 60s 37111.88 1237 6-tOd 60s IUS2.37/11.88 1185 10-10d 60s SURIL2.37/11 1385 16-16d 2-10dx1'A" 90s 56111.88 1518 6-10d 90s IUS3.56/11.88 1420 12-10d 90s SUR/L410 1906 14-16d 2-10dx1'/." 4500sS1.81/14 1075 6-10d 4500s IUS1.81114 1420 12-10d 4500s SUR/L181114 1675 20-16d 2-10dxl'N' 5000sS2.06/14 1081 6-10d 5000s IUS2.06114 1420 12-10d 5000s SUR/L2.06111 1693 18-16d 2-10dxl'N' 6000sS2.37114 1262 6-10d 6000s IUS2.37/14 1420 12-10d 6000s SUR/L2.37/14 1693 18-16d 2-10dx1W' 14" 6500s2 56114 1262 6-10d 14" 6500s IUS2.56/14 1420 12-10d 14" 6500s SURI/L2.56/14 1693 18-16d 2-10dx1'A" 6Os S2.37114 1262 6-10d 60s IUS2.37/14 1420 12-10d 60s SURIL2.37/14 1693 18-16d 2-10dx1'A" 90s S3.56I14 1520 6-10d 90s IUS3.56/14 1420 12-10d 90s SURIL414 2050 18-16d 2-10dx1'A" 4500sS1.81/16 1081 6-10d 4500s IUS1.81/16 1660 14-10d 4500s SUR/L1.8VI4 1887 20-16d 2-10dxth" 5000sS2.06116 1087 6-10d 50005 IUS2.06/16 1660 14-10d 5000s SUR/L2.06/11 1920 18-16d 2-1OdxI'i' 60005S2 37116 1268 6-10d m 005 IUS2.37/16 1660 14-10d 60005 SUR/L2.J7/14 1920 18-16d 2-10dx1'A" 16" 6500s2.56/16 1268 6-10d 16 00s IUS2.56/16 1660 14-10d 16 6500s SURI/L?.56H4 1920 18-16d 2-10dxl'A" 60s S2.37/16 1268 6-10d 0s IUS2.37/16 1660 14-1Od 60s SUR/L2.37/14 1920 18-16d 2-IOdx1'/." E d90sS3.56/16 1520 6-10d 0s IUS3.56/16 1425 14-10d 90s I SURIL414 1 2250 1 18-16d 2-10dxt'A" 1: < 1. ' e • : O .' . . S e :Al 7 t r:'• . ' e111A?Af:J ' '' 1 ;CUt•.! •Cn A-, MIT VB ULI/Hu MIU LSSU Joist BCI• Hanger Capacity Joist BCI• Hanger Capacity Joist 8CI• Hanger Capacity a' Denth b de Header Joist 4500s MIT49.5 30 I8- 16d 2-10dxl''A' 4500s MIU3.56/9 2305 16-16d 2-10dx1'b" 45005 LSSUI?S 995 9-10d 7-10dx1h" 9,A« SOOOs MIT4.12/9.5 2305 8-16d 2-10dx1'A" , " 50005 MIU4.12/9 2305 16-16d 2-10dx1h" , 5000s LSSU2.06 995 9-10d 7-10dxt'A" 6000s MIT359.5 2 2305 8-16d 2-10dx1'A" 9A 6000s MIU4.75/9 2305 16-16d 2-10dx1'A" 9A" 6000s LSSUfJS 995 9-10d 7-10dx1'A" 6500s MIT39.5.2 2305 8-16d 2-10dz1'A" 6500s MIU5.12/9 2305 16-16d 2-10dx1YS" 6500s LSSUHJfO 1425 14-10d 7-10dx1' 11A" 6500s MIT311.88.2 2305 846d 60s MIT3511.88-2 2305 8-16d 90s 1 87.12111.83 3800 14-16d 4500s MIT414 2305 8-16d 5000s MIT4.12/14 2305 8-16d 6000s MIT3514.2 2305 8-16d 14" 6500s MIT314.2 2305 8-16d 60s MIT3514-2 2305 8-16d 90s 87.12114 3800 14-16d 4500s MIT416 2305 8-16d SOOOs LBV4.12/16 2460 1 10-164 16" 6000s MIT4.75/16 2305 8-16d 6500s MIT5.12/16 2305 8-16d 60s MIT4.75116 2305 8-16d 90s 87.12116 3800 14-16d i 7 7, THAI Joist . CapacityetBCIHangerIlbsi de 4500s THAI1.81/22 1181 6-10d 9„ 5000s THAI2.08/22 1181 6-10d 6000s THA13522 1393 6-10d 6500s THA1322 1393 6-10d 4500s THAI1.81/22 1443 6-10d 5000s THAl2.08/22 1443 6-10d 11% 6000s THAI3522 1443 6-10d 6500s THA1322 1443 6-10d 60s THA13522 1443 6-10d 90s THA1422 1715 6-10d 4500s THA11.81/22 1600 6-10d SOON THAl2.011122 1600 6-10d 6000s THAI3522 1600 6-10d 14" fi500s THA1222 1600 6-10d 11W K' 14" WOOS MIU4.12I18 3455 24-16d 2-10dz1'W I SOs z1 60003 MIU4075116 3455 24-16d 2-10dx154' 16.6500s MIUS.12/18 3455 24-16d 2-10dxlW 60s MIU4075/16 2725 24-16d 2-10dxl%" ' • for more information, 90s HU414.2 3780 26-16d 2-10dx1'A" call Simpson Strong -Tie at 1-800.999.5099 or visit their website at www.strongtie.com General Notes Bold Italic hangers require web srilleners. Capacities will vary with different nailing criteria and/or support conditions, contact supplier or Simpson Strong -Tie for further c information. VPA Capacity values shown are either nan0er cepacity values Joist • Capacity (fastener (see support requirements below) or BCI• Joist end reaction Oe t BCI Hanger bs To --- Railer capacities -whichever is less. 4500sMU2I25 995 9-10a 7-1 after " All capacity values are downward loads at 100%load duration. WOOS2.06 995 9-10d 7-10dxl;,V BCI•Joi Use tslope excd seateedsersandperfoolot. we0stiffenerswhen 9A 6000sI35 995 9-10d 7-10dx1'A" Leave 'h: clearance (Y.." maximum) between the end of the 6500sH310 1425 14-10d 7-10dxt h" supported joist and the head of the hanger. 4500sUI25 995 9-10d 7-10dx1'A" At max design capacity shown, hangers may exceed standard W deflection by hi . 500052. 06 995 9-10d 7-tOdx1'A" For proper installation of the VPA, the 2-10dx1 Y." joist nails 11 „ 6000sUI35 995 9-10d 7-1Odx1'A" through the bend tabs must be installed at approximately a 6500s H310 1475 14-10d 7-10dxt'A" 45-degree angle. 60sUI35 9959-10d 7-10dxlh" Support Roquiromonts 90s410 1625 14-10d 12-10dx1'A" Support material assumed to be 8olse Cascade struetural 4500sUI25 995 9-10d 7-10dx1ii" eompositelumberor#amlumber(Douglasfirorsouthern WOOS2 06 995 9-10d 7-10dxl''X' Minimupine eeles)' 6000sUI35 995 9-10d 7-10dxl A" Minimum support width for single- end douDle•joisl top mount 14'• ' hangers is 3'. 6500sH310 1600 14-10d 7-10dx1'A" Minimum support width for face mount hangers with IOd and 60s LSSUI35 995 9-10d 7-1OdxI " 16d nails is W and 2'. respectively. 905 LSSU410 1625 14-10d 12-10dx1'A" Bone Ca, cado -,:P • Eas:eui Soec fief ;;aide • 0910= 2315 Framing Connectors- USP._StructuraLConnectors____' THO TFL ` THE SKH Joist BCI' I Hanger Capacity ailing Joist gCl' Hanger Capacity a li oistV6000s Hanger Capacity adi e bs a de JoistDeath fibs]ead r JoistDe t bs Header Joist 4500s TH017950 993 6 10d 210dx1'h" 4500s THF17925 910 8 10d 210dxl',V SKH1720LIR 1153 14 10d 10 10dx1'h" 9h.. S000. TfL2095 993 6 tOd 2 10dx1'h 9%,« SOOOs THf20925 910 8 10d 2 10dx1'h^ 9„ SKH2O20UR 1153 14 10d 10 10dx1'h" 6000s TFL2395 1225 6 10d 2 10dx1h 6000s THF23925 1275 12 10d 2 10dx1h SKH2320UR 1384 14 10d 10 10dx1h M650Os TfL2595 1225 6 tOd 2 10dx1'h" 6500s THf26925 1275 12 10d 2 10dx1'h" SKH2520UR 1384 14 10d 10 10dx1'h" TH017118 1068 6 10d 2 10dx1'h" 4500s THF17112 910 8 10d 2 10dxlW SKH1720LIR 1434 16 10d 10 10dx1'h" TFL20118 1068 6 10d 210dx1'h" 5000s THF20112 910 8 10d 2 10dxl'h" SKH2O20UR 1434 16 10d 10 10dx1'h" 11'/i' TfL23118 1237 6 lOd 2lOdxl'h" lY/i' 6000s Tuc2c1 8 1300 14 Od 2,OdxPh" 11r/" g CirYe[A O e e ]ne rImtntlx 16,. wvwvai r::o i ,^vv: "= i 16" . n 16" THO Double BPH THE Double HD LSSH Joist BCI' Hanger Capacity Nailing Joist BCI' Hanger Capacity Joist BCI' Hanger Capacity Header —Joist Deotllbsl Header joist Deathsi Header Joist 4500s TH035950 2050 10 10d 2 10dx1'h" 4500s THF35925 1370 12 10d 2 10dx1'h" 50 s 0 d Od '" 5000s TH0209SO-2 2330 10 16d 6 10d " 5000s THF20925.2 1390 12 10d 6 10d + 0 0 '" 9'h" 6000s TH0239SO-2 2825 10 16d 6 10d 9h 6000s THF23925.2 1625 14 10d 6 10d 9h 6000s 0 0 Od 0 6500s TH02S9SO-2 2825 10 16d 6 10d 6500s THF25925.2 1390 12 10d 6 10d 6500s 25 14 1 10 Od 7 10 1 4500s TH035118 2050 10 10d 2 10dx1'h" 4500s THF35112 1825 16 10d 2 10dxt`h" 4500 9 40 0 Od tOd " SOOOs S 41 10 10 7 10xi WOOS TH020118.2 2330 10 16d 6 10d 5000s THF20112.2 1855 16 10d 6 10d , 6000s S 1141 10 10d 7 10d 1'' IIVW, WOOS TH023118.2 2925 10 16d 6 10d 11,h« 6000s THF22118.2 1855 16 10d 6 10d 11 /'" 50 6500s TH025118.2 2925 10 16d 6 10d 6500s THf25118.2 1855 16 10d 6 10d „ 60s TH023118.2 3212 10 16d 6 10d 60s THF23118.2 1855 16 10d 6 10d 0 d d 90s BPH71118 34SS 10 16d 6 10d 905 HD7120 2255 16 16d 6 10d O 0 9 U 0 Od 0 45005 TH035140 2315 N( 2) 10dx1%r" 45003 THF35140 2320 16 10d 2 10dz1'h" 60005 S 2 1140 10 10 7 10d5000s TH020140.2 2330 6 10d WOOS THF20140-2 2320 20 10d 6 1Od 14" 675 10 10d0 6000s TH023140.2 3350 6 10d . WOOS THF23140-2 2540 20 10d 6 10d 60 23 0 6d 1 Od14" 6500s TH02S140.2 3350 6 10d 14 6500s THF25140.2 2500 20 10d 6 10d 90s J 1920 4 6 1 1605 TH023f10-2 3535 6 10d 60s THF23I40-2 2540 20 10d 6 10d s 0 L Od O' " 90s BPH7114 3455 6 10d 905 HD7140 2820 20 16d 8 10d 0 4500s TH035160 2359 2 10dxl'A" 4500s THF17167-2 2425 22 tOd 2 10dxl1 16" 6 d d 5000s TH020180.2 2330 6 10d 5000s — — — 60 0 4 6d 2 06" 6000sTH023180-2 3137 6 10d 16,. 6000s THF23100-2 3050 24 10d (6)10d — '' dv, a` BCI' Hanger t,npnary 8CI' Hanger "apau,y Oe t I eader Joist t Ibs Too Plate Rafter SOOs4500sl TMP175 6 Od 4 10d ' 9, h«50005 TMP21 1125 6 tOd 4 10dx1/," 6000s 6000s TM 3 1375 6 10d 10d 1"' 6500s 6500s TMP25 1375 6 iOd tOd 1' " 4500s 4500s TMP175 1150 6 tOd 4 10dx1h" 50005 — 5000s T P 1 1290 6 10d 4)1Od 11' h" 6500s 3 2 16000s H2322431631 10d Od4 pit 1' " 11Yi 6000s slTMP25 123 45 6 Od 10d 1' 60 322 1 3 6 Od Od 1' " 60s M 3 5 6 Od Od l' ' 90s MSH 22 1862 6 10 610d 90s TMP4 1800 64 10dxl'h" 5005 22 1550 6 10d 4 10d 1' " 5005 TMP175 1150 6Od4)10d "' 5000s 5000s MP 1 1 90 RNOd 4)10d ' " 6000s MSH2322 1550 6 10d 4 10dO " 6000s TMP23 1525 4)10dxl'N' 65005 2 1550 6 1 d 4 tOd 1' " 14 65005 TMP25 15 5 4 I0dx ' " Gas 3 550 6 tOd 4 tOdr 1' " 60s TMP 3 1525 64 10d ' "SOS 905 4 1 0 64 10d '4500s S 22 1668 6 Od 1 d "' 45005 P 5 50 6 10d 50005 5000s 1 90 64 10d 1' " 6000s — 2 22 668 6 1Od 41Od lW 600 s TMP 3 1550 6 10d 10d 'h" 16 6500s J 2 1668 6 10d 4 10dm 1' " 16" 6500s TM 25 1550 61 10d 4 10 1' " 605 2 2 1712 6 10d 605 TM 3 1550 6 10d 4 10d 1' " 90s — 905_ O 61 10d Od ' USPFor more information. STRUCTURAL contact V CONNECTORS' USP Structural Connectors ft at 1-800-328-6934 or General Notes www.uSpConneCtors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI' Joist end reaction capacities — whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI' Joist slope exceeds W per toot. Leave ' lit" clearance ('b" maximum) between the end of the supported joist and the head of the hanger. For BCI' Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). Mi imum support width for single- and double -joist top mount hangers is 3". (1'h" for THO hangers). Minimum support width for lace mount hangers with 10d and 16d nails is 11." and 2 respectively, f; a se Cisca:le - f ,3terr np,.:i r r,u,..n •'2d,3W2u1•, Yar•.---'" ',' I Y I i_ _.... : -. •; <!'.r, Y ..a.,, cr,—` ter-' _ . - . y}. T• ' " i }j'-/`p119.: ' '_. ...J `ter• _ •tt 41 _ 1 ie fj^ ` t 4... rii,f_';!{"" 'li r, . D .4 '44r Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials.i;' distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade Engineered Wood Products are available as PEFC® Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. V! Lifetime Guaranteed Quality and Performance I Boise Cascade warrants its BCI® Joist, VERSA -LAWS, and ALLJOIST5 products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, ask! ) !./ For the closest I (// Boise Cascade EWP distributor/support center, call T 1-800-232-07881' BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, SC CALC, 8C COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions. warranties and disclaimers. visit our website at www.BCewp.com QDBoise Cascade Engineered Wood Products Great products are only the beginning® Copyright ® Boise Cascade Wood Products, L. L.C. 2014 ESG 0810412015 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 Thesre truss designs -rely on lumber values established by others. MiTek® RECORD Copy RE: 1111690 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tam a, FL 33610-4115 Customer Info: Starlight Project Name: Lot 66 Wyndham Preserve Model: 1952 Lu nMary T Lot/Block: 66 Subdivision: Wyndham Preserve Address: N/A City: Sanford State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/ TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37. 0 psf Floor Load: N/A psf This package includes 21 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# 1 Truss Name I Date I No. I Seal# I Truss Name I Date 1 IT11364603JAl 6/ 14/17 118 1 T11364620 1 H5 6/14/17 12 I T11364604 I A2 16/14/17 119 I T11364621 I HJ6 16/14/17 I 13 I T11364605 I A3 16/14/17 120 1 T11364622 I HJ7 16/14/17 I 4 1 T11364606 1 A4 6/14/17 121 1 T11364623 M1 6/14/17 5 T11364607 A5 6/14/17 I 1 I 1 I I 1 16 I T11364608 I A6 6/14/17 17 IT11364609IA7 6/ 14/17 8 IT1136461OIA8 6/ 14/17 9 1 T11364611 I A9 16/14/17 110 I T11364612 I A10 16/14/17 111 I T11364613 I A11 16/14/17 112 I T11364614 I Al 16/14/17 113 1 T11364615 1 CJ1 16/14/17 114 I T11364616 I CJ3 16/ 14/17 15 1 T11364617 1 CJ5 6/ 14/17 16 IT11364618JEJ6 6/14/17 117 1 T113646191 EJ7 16/14/ 17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer's Name: Finn, Walter 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. 17-2809 ERP./c J, P•` G E ••• / ti, 2 9• t - STATE OF :*WZ ss'O N AL 111111111101, Walter P. Finn PE No. 22639 MRek USA, Inc. R. Carl 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: June 14,2017 Finn, Walter 1 of 1 Job Truss Truss Type ty IY Tit3&1603 77778So At KIPOIRDER r 1 n2 Job Reference o tional wmaer s r rs aw ce. viwawnu, rc .a,.w 1.4-0 ' 3-9.14 5x8 = it 5.00 12 4 qI li 1 II 10: LO?myoOxgY3f47LZ?Zog9gzrR WX-rjUg P80j rim UabOwME4wW OGN PKCOh2hCKbYP9z6LHo 12.3.14 17.6.0 22.8.2 28.0.0 29-0-0 53.14 5-2.2 5-2.2 S3.14 1.". Scale . 1:52.3 3x4 C 2x4 11 3x8 = 3x4 = 2x4 11 Sx8 = 22 23 5 24 25 266 27 7 8 28 29 30 9 10 qN q _ fwrp"PikkNowim hbb 1111111112. A V, o1f II 18 17 31 32 16 33 15 34 3514 36 37 1338 39 40 12 11 j 3x4 = 2x4 II 3x4 = 34 = 3x4 = 2x4 II Sx8 __ 3x4 3x6 II LOADING (psi) SPACING 2-0.0 CSI, DEFL. In (loc) I/dell Ud TCLLj20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) 0.23 14-16 >999 240 TCDL' I 7.0 Lumber DOL 1.25 BC 0.65 Ven(TL) •0.40 14-16 >869 180 BCLL. I 0.0 ' Rep Stress Incr NO W B 0.60 Horz(rL) 0.10 11 Na n/a BCDG 10.0 Code FBC2014/rP12007 (Maldx-M) TOP BOT BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 2x4 SP No.3 BOT CHORD lb/ size) 2=1913/0.8-0, 11=1939/Mechanical Max Horz2=165(LC 26) Max Uplift2=-913(LC 8). 11=-915(LC 5) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 2- 3=-3932/1837, 3.4_ 3942/1864, 4.22=-4843/2329, 22-23=4843/2329, 5.23=-4843/2329, 5- 24= 4843/2329, 24-25=4843/2329, 25-26=-4843/2329, 6-26=-4843/2329, 6- 27=-3356/1642, 7-27=-3356/1642, 7-8=-3356/1642, 8-28=-3356/1642, 28- 29=-3356/1642, 29.30=-3356/1642, 9-30=-3356/1642, 9-10=-733/363, 10. 11=-1967/869 2- 18=-1706/3568, 17-18=-1706/3568, 17.31= 1741/3651, 31-32=-1741/3651. 16- 32- 1741/3651, 16-33=-2273/4705, 15-33=-2273/4705, 15-34=-2273/4705, 34- 35=-2273/4705, 14-35_ 2273/4705, 14-36=-2273/4705, 36-37=-2273/4705, 13- 37=-2273/4705, 13-38=-310/617, 38-39=-310/617, 39-40= 310/617, 12.40=-310/617 3- 17=-191/266, 4-17=-90/527, 4-16=-687/1424, 5-16=-543/477, 6-14=0/371, 6- 13_ 1555(755, 8-13=-547/480, 9-13=-1518/3136, 9.12=-1563/919, 10-12=-863/1843 PLATES GRIP MT20 244/190 Weight: 314 Ib FT = 0% Structural wood sheathing directly applied or 5.3.6 oc puffins, except end verticals. Rigid ceiling directly applied or B-6-6 oc bracing. 1) 2-ply truss to be connected together with 10d (0.131 NX) nails as follows: Toprchords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0.9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; 8CDL=5.0ps1; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW ERS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOI 1.60 5) Provide adequate drainage to prevent water ponding. 6) Thisliruss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provjde mechanical connection (by others) of truss to bearing plate capable of withstanding 913lb uplift at joint 2 and 915 lb uplift at joint 111. 10) ' Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. I 0 WARNING- Ve ft design perenWos end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MA-7473 rev. I(IMMIS BEFORE USE Mltek® Connectors. this design Is lxwd only upon paatomelers shown. and Is lot cn frldl Actual bulding cornperlenl 1101 DeslgnvaikllotuseonlyvNha If si system. Beforo use. the LKNO rig designs must verify the c"Alcabllly of design 1xaranel0ts and Ixopeny Incorporate this design Into the overall AdditionallemrofaryandtxacingMiTek' txfuclilgdoslgn. Bracing Indicated Is 10 povent buckling of Individual muss web and/or chord members only. pennan0nt is olwpys requited (of slatAlly and to rxevenl collapse, with possltle personal V*xy and popery damage. For general guidance regarding the Iab1lCdlkxL n storage. delivery. efocllo and bracfrlg of Innses and Inns systems seeANSI/IPI I Guallty Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. satetvl farmadon avdlatxe from Inns Role tnslMe. 218 N. Lee Street. SWIo 312. Alexandria VA 22314. Tampa, FL 33610 Job ruse Truss Type 0 ly 1y TI13646M 1111690 At HIPIGIROER r 1 2 r I Job Reference O tional Buaerr rust 5MCS. WOVOano. FL. J*1r 10:LO?myoOxgY3t47L2?Zog9gzrR Wi.rjUg P80I rlmUabOwME4wW OGN PKCOh2hCKtOYPgz6LHo 11) Hs nger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 122 Ib up at 7-0-0, 87 lb down and 122 lb up at 9-1-1, 87 lb own and 122 lb up at 11-1-1. 87 lb down and 122 lb up at 13-1-1. 87 lb down and 122 lb up at 15.1.1, 87 lb down and 115 lb up at 17.1-1, 87 lb down and 122 lb up at 19 1-1, 87 lb down and 122 lb up at 21-1-1. 87 lb down and 122 lb up at 23-1-1, and 87 lb down and 122 lb up at 25-1-1, and 88lb down and 122 lb up at 27.1.1 on top chord, an J 289lb down and 135lb up at 7-0.0. 65Ib down at 9-1-1. 65Ib down at 11-1-1. 65Ib down at 13-1-1. 65Ib down at 15-1-1, 65Ib down at 17-1-1. 65Ib down at 19-1-1, 65Ib down at 21-1-1, 65Ib down at 23.1-1, and 65Ib down at 25.1-1, and 65Ib down at 27-1-1 on bottom chord. The design/selection of such connection device(s) Is the re ponsibillty, of others. ASE(S) Standard Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 m Loads (pit) Vert: 1-4— 54, 4.9= 54, 9-10=-54, 11-19=-20 Intrated Loads (lb) Vert: 4= 87(B) 7=-87(B) 17=-289(6) 22=-87(B) 23-87(B)24— 87(B)25=-87(B)26=-87(B) 27=-87(B)28=-87(B) 29— 87(B)30— 87(B) 31=-40(B) 32=-40(B) 33=-40(B) 34-40(B) 35=-40(8) 36=-40(B) 37=-40(B) 38-40(B) 39-40(B) 40=-40(8) O WAR IING. Verily doogn parernotem and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE &07473 rev. IO LV2015 BEFORE USE. OsW a truss s aIld for use orgy wtm IAlek® connectors R* Cknl(Irl tsbased orgy upon pmometets shown. arW k tOI rn Wividual WWing component. not slem. Before use. the txL kQ designer musl verily Ine al%Ilcabslty, of design parameters and property incorporate this design Into the overall AdditionaltemporaryCrx1pe"no rent bracing MiTek' butialrXdesign. Bracing Indicated Is 10 rxevenl bucakng of lndlvklrxr Iuss web and/of chord members only. 6 alwa Ialxlcalon. recpmod br stability and to prevent collapse Win possible personal trNrY OW txoperly damage. for Oenewl gaidonce Warding the storage. delivery. election and bracing of trusses and Inca systems. seeANSUTPI I Cualily Criteria, OSS-e9 and SCSI Building Component 6904 Parka Eastbd Safety I formation available born buss Hate Institute. 218 N. Lee Street. Stlte 312. Alexandria. VA 22314 oft o Truss Truss Type ty Ply T11364601 1111690 f A2 Htpl r 1 1 Job Reference (optional) 7 640 a Apt 19 2016 MITek Industries. Inc. Wed Jun 14 15:16 312017 Page 1 ID:LQ?myof]xgY3i47LZ?Zog9gzrRwX•kUIBFWGEtncGvliDjhb48sgG04YxYWdmmoFKMIYwz LHk 1.4-0 4.9.14 9-0-0 14.8-0 20.4-0 26.0-0 29-0-0 4-0 4.9-14 4-2.2 5-0-0 5 8 0 5.8-0 Scale. 1:52.3 4x6 = 3x4 = 3x4 = 30 = 4x6 = 4 5.00 12 5 18 6 7 8 30 9 20 3 t 1.Sx8 STP = vo_ N 2 al 0 14 13 12 11 10 3x8 = 3x4 = 3x4 = 3x8 = 3x6 II 3x6 = 9.0.0 17.6-0 26.0.0 294)•0 9-0-0 8.6-0 8.6-0 Plate Cisels Y -• 2:0.3-0 Ed e LOADI G(psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.16 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(rL) 0.36 12-14 >963 180 BCLL 1 0.0 ' Rep Stress Incr YES WB 0.98 HOrz(TL) 0.10 10 We n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) Weight: 149 lb FT = 0% LUMB BRACING - TOP C ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.10.5 oc puffins, except SOT C ORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 5-11-10 oc bracing. REACT ONS. (lb/size) 2=1151/0.8-0, 10=1056/Mechanical Max Horz2=162(LC 9) Max Uplift2=-513(LC 10), 10=-455(LC 7) FORCE i. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP Cl-ORD 2-3=-2173/988,3-4=-1910/812,4-5=-17391791,5-18=-1916/893, 6.18= 1916/893, 6-7=-1916/893, 7-8=-781/390, 8.9= 866/400, 9-10= 1054/450 BOT C ORD 2-14— 940/1962, 13-14=-964/2013, 12-13= 964/2013, 11-12=-830/1690 WEBS 3-14=-262/282, 4.14— 122/462, 5-14=•432/250, 7.12=-144/411, 7-11=-1116/568, 9-11=-436/1020 1) Unba 3nced roof live loads have been considered for this design. 2) Wind ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsl; h=1 Sit: Cat. 11; Exp C; Encl., GCpl=0.18; MW F IS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C form mbers and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provl a adequate drainage to prevent water ponding. 4) The s Ad section of the plate is required to be placed over the splice line at joint(s) 13. 5) Plate ) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. 6) This ti iss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide Will fit betteen the bottom chord and any other members. 8) Refer o girder(s) for truss to truss connections. 9) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint 2 and 455 lb uplift at joint 1 . 10) 'Se 1-ngid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WA WG . vwq dedgn pantnware and READ NOTES ON INS AND INCLUDED MI EK REFFERANCE PAGE U9.7473 row. IQ 02MIS BEFORE USE. Irgs deslen Is lased orgy upon paramelers shown. and Is for an gxlNkkwl building component, notDesign a tans Id for use only with Mltek6 conneClOrS. lem. Before use. the b uik" designer must verity, The apAcablity, of design parameters and Wopedy Incorporate 0* design Into the overall Adt9tlonat lernpota and bracing MiTek' IxU design. Bracing indicated Is to prevent L11ICkling of Individual Irtiss web and/or chord members only. y pennanent S alw fabric I reta/red for stability and to rxevenl collapse with possible personal IrWay and IxopeM damage. For ger%ct d guidance regarding The storage, delivery. erection and btaeklg of trusses and tans systems. seoANSI/IPI I Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety I ormaton available Dom Truss Hale Institute. 218 N. too Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Truss Truss Type r ty ply T11364605 1111690 A3 Rodl Special r 1 1 Job Reference (optional) 7 64Q am 10 9016 Uffak Industries. Inc Wed Jun 14 I S:16:32 2017 Peas 1ausaerrUIRaaurce, VraYe,ena. rL. o+roo ID:LO7myoOxgY3f47L2'?2og9gzrRwX•Ct1H2SrHsfFOngMI t9n150Tz8YLxgMMNxU_SJSMz6LHl 1•a-0 5.9.14 11-0-0 18-0-0 20 1 e 26.1.8 290- 1d-0 5-9.14 5.2.2 7-0-0 2.1-8 6-0-0 2.10.E Scale = 1:53.3 5x8 = 4x6 = 4 5 4x6 = 5x8 = 5.00 12 6 3x4 3x4 i 9 3 o v b 15x8STP= N 2 O 15 14 13 12 11 10 9 20 II 30 = 3x4 3x8 = 30 = 30 = 3x6 II 30 5.9.14 11-0-0 1e-0-0 20.1.E 26.1•e 29-0-0 5.9.14 5.2.2 7-0-0 2.1 8 fr0-0 2.10.8 Plate Qfsets Y)-- 2:0-3-0 0-1.8 4:0.5.12 0-2.8 7:0-5-12 0-2-8 LOADI G(psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.13 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.30 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.44 Horz(rL) 0.08 9 We We BCDL 10.0 Code FBC2014/rP12007 Matrix•M) Weight: 161 lb FT = 0% LUMBER- BRACING - TOP C1 ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT C ORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. REACT ONS. (Ib/size) 2=1150/0.8-0, 9=1057/Mechanical Max Horz 2=159(LC 9) Max Uplift2=-435(LC 10), 9— 421(LC 7) FORCE lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-2171/754, 3-4=•1745/668, 4-5=-1574/681, 5-6=-1705/714, 6-7=-17111714, 7-8=•841/356, 8.9_ 1044/424 BOT Cl-ORD 2-15_ 749/1951. 14-15=•749/1951, 13-14=-627/1572, 12-13=•627/1572, 11-12=-738/1733, 10-11=-329/737 WEBS 3-14=-438/315, 4-14=-71/391, 5-12— 86/403, 6-12=-332/215, 6-11=-561/292, 7.11=-472/1156, 7- 1 0=-573/335, 8-10=419/1015 1) Unba anted roof live loads have been considered for this design. 2) Wind ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsh h=15111; Cat. II; Exp C; Encl., GCpi=0.18: MW F IS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for m tubers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provi a adequate drainage to prevent water ponding. 4) This t luss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet veen the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provii a mechanical connection (by others) of truss to bearing plate capable of Withstanding 435 lb uplift at joint 2 and 421 lb uplift at joint 8) 'Sem rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WA WO - Verily design psrsmsters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PACE ma-7479 rev. 1aNY2015 BEFORE USE Design a inns Id for use only Win Mlleke connectors. Ihts design is bled orgy upon rxaomelersshown, aril is for on IrWM1Adual tXdding component. not yslem. Belot use. the bulta ing designer nnust verity tho applkablley or design parameters and propody lncorporate tits design Into the overall AdditionaltemporaryandpermanenttracingWOW txAdlts alwa resign. Wocttg Indicated ts to prevent budding of IrdIAdual tnm web and/or chard rnembefs only. reciukod lot slatAlly and to prevent collapse vAth possbte personal "aril pxoperty damage. For Denial guidance regarding the tabxlc ton storage. delivery• erection, and tx<alrlg of ti usven and truss systems. seeANSI/TPII Quality Criteria, OSS-89 and SCSI Building Component 6904 TampsatkeEast 336t0lvdSafety 1 armatlon av<1lObte aom Truss Plate InsllaAe. 218 N. Lee Street. Srdle 312. Alexandria. VA 22314. Job russ Truss Type oty Fly T11364608 111169O A4 Rodl Special r t 1 Job Reference (optional) ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-ChHZSrHstFOngMIt9nlSDTzCuLWGMKSxU_5J5Mz6LHj 1 4 0 6 9.14 13 0-0 16-0-0 22.1.8 29.1.E 29 0-0 1 a4 6.9.14 6 2.2 3-0-0 6.1-9 6 0-0 9, SK9 = 4 4x6 = 5 Scale = 1.53.3 14 •J • •" a 30 ir- 2x4 I I 3x4 = 3x4 = 3x 12 MT20HS = 3x6 11 3x9 LOADI n G (psi) SPACING- 2-0.0 CST. OEFL. in (hoc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.12 13-14 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.30 13-14 999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.56 HOrl(rL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER- BRACING - TOP C ORD 2x4 SP No.2 TOP CHORD BOT C ORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACT I ONS. (lb(size) 2=1151/0.8-0, 9=1056/Mechanical Max Horz2=164(LC 14) Max Uplift2=-460(LC 10), 9=-407(LC 11) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP Cir ORD 2.3=-2142/744, 34=1562/590, 4-5=-1389/592. 5-6=-1561/592, 6-7=-1888(706, 7-8=-1345/599, 8-9=-993/432 BOT Cl-RD 2-14=-734/1918,13-14— 734/1918,12-13=-469/1384,11-12=-469/1384,10.11=-709/1921 WEBS 3-14=0/254, 3-13= 605/387, 4-13=-118/357, 5-11= 98/355, 6-11=-602/318, 6-10= 661/348, 7-10=-176/719, B-10= 627/1301 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 165 lb FT = 04/4 Structural wood sheathing directly applied or 3-5-8 oc puffins, except end verticals. Rigid ceiling directly applied or 6.10-10 oc bracing. 1) Unbal need roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW F S (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for m tubers and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provl a adequate drainage to prevent water ponding. 4) All pill es are MT20 plates unless otherwise indicated. 5) This t ss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit beti feen the bottom chord and any other members. 7) Refer o girder(s) for truss to truss connections. 8) Provic a mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 2 and 407 lb uplift at joint 9 9) "Semi rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WAR WG - Verily dodgn patameten and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE MR-7473 rev. 141113/2016 BEFORE USE. Design alld for use only wllh Mw llek®connoctors 9* design is based orgy upon parameters shown, and Is tot an Individual building component. not a Urns s lem. Before use. the building designer wrist verily the applicabllly of design patamelers and property Incorporate this design Into the overall bull design. Bracing Indicated Is to prevent buckling of Individual tans web and/or chard members orgy. Additional temporary and permanent bracing MiTek• isdwo required for skdAlly and to prevent collapse wtlh possible personal Inlary and property damage. For general guidance regarding tho labrlcal storage. delivery. erecllon ad bracing of trusses ad it= systems. seeANSI/rPI I Quality Criteria. OS9.69 and SCSI Building component 6904 Parke East Blvd. Safety I formation available from Truss Role Institute. 218 N. Lee Street. Scale 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type H ply T11364607 1111690 AS Rod! Special r 1 1 Job Reference (optional) I„. - 19.19 4'19n17 Panes 1 Builders Fuca source. (.iroveano. FL.:14r3b ._...,.. .---._..... _.. ...------•.---. _-------- -- ID:L07myoQxgY3r47LI?2oq rRwX-glryg81U0YWeIWt41VAkl WLPIEy5mD5iersdpz6LHl 1 d•0 7-0.14 144-0 19:2 2 24.1.8 29.0.0 13-0 76.14 6-11-24.9.12 4.9.12 1 4.10•8 Scale a 1:52.8 4x6 = 3x4 = 3x4 = 30 = 3x4 = 5X6 = 3x6 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.64 BC 0.71 W B 0.59 Matrix-M) DEFL. In (loc) Wait Ud Vert(LL) -0.18 11-13 >999 240 Ven(TL) -0.40 11-13 >869 180 Horz(rL) 0.10 9 tva rVa PLATES GRIP MT20 244/190 Weight: 146 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.2-6 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. WEBS 1 Row at midpt 7-9 REACTIONS. (lb/size) 9=1054/Mechanical, 2=1154/0.8-0 Max Horz2=176(LC 14) Max Uplift9=-420(LC 11), 2=-477(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/774, 3-4_ 19781817. 4-5= 1898/838. 5-6=-1572/597, 6-7=-2267/869 BOT CHORD 2-13=-765/1858, 13-17=-363/1251, 12-17=-363/1251, 12-18=-363/1251. 11-18= 363/1251, 10-11- 628/1664, 9-10- 773/2041 WEBS 3-13=-379/389, 5-13= 414/727, 5-11=-209/548, 6-11=-446/350, 8-1 0=-208/52 1, 7-9=-2179/794 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: VUlt=140Mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18: MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420lb uplift at joint 9 and 477 lb uplift at joint 2. 8) 'Semi•dgid plichbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. wARNWG - vedry dadgn parameters and READ NOTES ON t HIS AND INCLUDED MIMK REFERANCE PAGE MQ7473 rev. 14OW 0IS BEFORE USE- Deslgn valid for use only with Mllek® connectors. Bds design Is based oMy upon Palomelers Mown. and Met an indivlWal rAdding component. not o Itars system. Before use. the building designer mml vedfy the atpplk:ablity, of design paarrnelets and pxopedy 6lcorporate this design Into the overall txAding design. Bracing IndIcoted Is to prevent bucatng of Individual In= Well, add/Or Chord members only Additional lemporaay and permanent Ixocing WOW is always tegWed fa stability and to prevent collapse wllh losable personal Inlrtry and plop edy damage. For general guidance rogardng Iho fabrkalkxL slorooe. delivery, erection and txaci ng of trusses and truss systems, seeANSI/IPI I Quality Criteria, OSS49 and SCSI BuiMing Component 6904 Parks East Blvd. Safety Information avalk"e from truss Plate InstlMe. 218 N lee Street. Suite 312. Atexcudlrio. VA 22314. Tampa. FL 33640 Job Truss Truss Type r ty T11364608 1111690 A6 Ro6t Special r 1 1 Job Reference(optional) cv on.7 o...t tsuxaere 1-aet -,ourca, urovetana, M. Y 1/ ' - . IO:LO?myoQxgY3i47L2?Zog9gzrRwX- 83PKtXJ68seUwgSGHCQIu2W V82Ug9rExIa09Fz6LHh 1.4-0 7.6.14 146-0 20.3.12 26.1.E 29.0.0 1.4-0 7.6.14 6.11.2 5.9.12 5.9-12 M-8 Scale - 1:53.1 4x6 = 500 12 3x4 = 3x6 = 3x4 = 012 = 2x4 If 3x6 = 9•i-11 8-5-14 Plate Offsets (X,Y)-• 12.0-0-10 Edge) LOADING (psi) TCLL 20.0 SPACING- Plate Grip DOL 2-0.0 1.25 CSI. TC 0.62 DEFL. Veri(LL) In (loc) 0.23 11-13 Vdefl 999 Ud 240 TCDL 7.0 BCLL 0.0 ' Lumber DOL Rep Stress Incr 1.25 YES BC 0.82 WB 0.84 Vert(TL) HOrl(fL) 0.4611-13 0.09 9 752 n/a 180 rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=1053/Mechanical, 2=1154/0-8.0 Max Horz2=172(LC 14) Max Uplifl9=-417(LC 11), 2=-476(LC 10) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2072l785, 3.4-1899/755, 4-5=-1819/775, 5-6=-1707/663, 6-7=-2363/917, 7.8=-2023/723, 8-9=-1032/393 BOT CHORD 2-13=-772/1850, 13.17=-364/1244, 12-17-364/1244, 12-18=-364/1244, 11-18=-364/1244, 10- 11 =-658/1769 WEBS 3-13=-381/388, 5-13- 3461674, 5-11=-251/599, 6-11- 436/385, 6-10=-176/477, 7-10=-1089/530,8-10=-782/2192 PLATES GRIP MT20 244/190 Weight: 141 lb FT = 0% Structural wood sheathing directly applied or 3.3-14 oc pudins, except end verticals. Rigid ceiling directly applied or 6-8-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf: h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate Is required to be placed over the splice line at joints) 12. 5) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-" wide will lit between the bottom chord and any other members, With BCDL = I0.0psf. 8) Refer to glider(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 9 and 476 lb uplift at joint 2. 10) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING • V*ft dedyn paramators and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M11.7479 rev. 1403MI6 BEFORE USE Design will lot use orgy with k4lek(D oornnectots 0* design is based orgy upon parameters shown. and Is fa on individual "ding component. not a Miss system. Below use. the txAk&Q designer must vedfy the c"Al :abBlty of design paramelers and pxolody kncoroorale Mis design Into the overall txadng design. arackV Indicated Is to prevent bx IdN of IndlMua IRm web and/or Chord members only. Additional lempaary and permanent tracing M iTek• Is always required for skitAlly and to prevent collapse with poss0)le porsonal Injury and lxolxrty damage. For genetal guidance regarding the larxicotkxn. slarage. delivery. eleclkxn and txacmg of trusses and truss systems. see-ANSI/1PI I Quality Criteria. DSO-69 and SCSI Building Component 6004 Parke East Blvd. Safety Information avcllable kom truss Plate Institute. 218 N. Lee Shaer. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job rusS Truss Typo tY ty T113W60B 1111690 A7 CarAmon . 1 1 Job Reference(optional) Burlast s First SOurca, WOV8111110, FL Jo/JO w... .. _ . _ I D:LO9 m yoQxg Y3147L2?2og9gzrRwX-83PKtXJ68se UwgSGHC121u2XCSYygH1 Exl aOBFz6LH h J-4-0 7-6-14 14.6-0 21.5.2 29-0-0 1.4-0 7.6.14 6-11.2 6.11.2 7-6.14 4x6 = 5.00 F12 Scale = 1:50.6 jg 3x4 = 30 = 3x4 = 3x6 = 3X6 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) -0.28 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(TL) -0.56 8-10 >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(rL) 0.09 7 We n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 125 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5.5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1072/Mechanical, 2=1146/0-8.0 Max Horz2=168(LC 10) Max Uplift7=-424(LC 11), 2=-475(LC 10) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2041l792, 3.4-1802/693, 4-5=-1723(/14, 5-6=-1805/717, 6.7=-2044/796 BOT CHORD 2.10=-775/1821, 9-10-362/1220, 9.17= 362/1220, 8-17- 362/1220, 7.8-637/1825 WEBS 5-8=-285/632, 6-8-396/400, 5-10=-283/629, 3-10=-394/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=5.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Intedor(i) zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 9. 4) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 7 and 475 lb uplift at joint 2. 9) -Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily dodyn paremetwo rand READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 rev. 1411=2016 BEFORE USE. Design valkl for use only vAm Mllek® connectors. BJs design is rased only upon ra3amelers showix and is kx an IndINckwt building componenl, not a Iran system. Before use. the bulking designer murst verity the appllcablity of design Ixxanelers and lxopedy I ncarporato mh design Into the overallAdmflOrattemporaryandtracing M iTe k' building design. Bracing hWkaled 1s to Irevent b uciddng of Individual trust web and/or chord members only. permanent is always required for stdltlify and to rxevonl COMM with possible personal Inpay and property damage. For general guidance regarding the fabricalkrL storage, dellvery. erection and tracing of trussos aril truss systems, seeANSI/TPI I Quality Criteria. OSS-69 and SCSI 8uiding Component 6904 Parke East Blvd. Safety Informa8on ovdtabfe from truss Peale Institute. 218 N. Leo Street. Sidle 312. Alexandria. VA 22314 Tampa. FL 33610 Job S Truss Type ry T11364610 1111690 A8 Coenran 2 t Job Reference (optional) Burldees First Source. 45MV610nrl. K. 34136 `^v . ry . I D:LO?myo0xgY3i47L2?2og9gzrRwX-cGziSUWinLXq 1 SgvDog6bizYuF2kzNAyKzihz6LHg 1.4-0 7.6.14 14.6-0 21.5.2 29" 30.4-0, 1.4 0 7.6.14 6.11.2 6-11-2 7$-14 1-4-0 Scale = 1 52.0 4x6 = 5.00 12 3x4 = 30 = 3x4 = 3x6 _ 3x6 = Iy 0 LOADING (psi) TCLL• 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 CSI. TC 0.57 BC 0.85 WB 0.32 Matrix-M) DEFL. in (loc) I/dell Ud Ven(LL) -0.28 10-12 >999 240 Vert(TL)-0.5610-12 >620 ISO Horz(TL) 0.09 a We Na PLATES GRIP MT20 244/190 Weight: 128lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6.12 oc puffins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 6-8-6 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/slze) 2=1145/0.8.0, 8=1145M-8-0 Max Horz 2= 1 55(LC 10) Max Upllft2=-475(LC 10), 8=-475(LC 11) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2039f792, 3-4=-1801/693,4-5=-1722/714,5-6=-1722/714,6.7— 1801/694, 7-8=-2039f793 BOT CHORD 2-12=-762/1820, 11-12=-349/1219, 11.19=-349/1219, 10.19_ 349/1219, 8-10=-608/1820 WEBS 5-10= 283/629, 7-10=-394/399, 5-12_ 283/629, 3-12=-394/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 4) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about Its center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 475 lb uplift at joint 2 and 475 lb uplift at joint 8. 8) 'Semi -rigid pilchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING . Voofy dadgn pan meton end READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE A147473 rev. rae=015 BEFORE USE. Design valid lot use only whit 1011ok8conneclors. tiffs design Is based only upon parameters shown. and Is for do ktclMdual buldklg component,nol a hum system. Botoro use, the building designer must verify the a"Al ablity of design parameters and prop Orly Incorporate, hits design Into the overall bull Nag design. Bating Indlcatodl Is to prevent burcatng of Individual Ines web and/of chord rnembers only. Additional temporary and penncalenl ba ctng Is always recplfed lot stability and to prevent collarm with posslNe personal Injury and property damage. For genefal gu ldonce regarding me MOW 6904 Parke East Blvd. fabrication. storage. doilvery, erection and btac0lg of lames and truss systems. seeANSI/FPI I Quality Criteria, OSS-119 and SCSI Building Component Safety Intormarion avalab>le nofn truss Rate Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Taftpe, FL 33610 Job Truss Truss Type b T113646f1 1111690 A9 Hip' , 1 1 Job Reference (optional) Builder's First Source. Groveland. FL. 34736 7 640 a Ape m cv, v m.. K ,-.,,,,". M. ID.LO?myoOxgY3i47L2?2og9gzrRwX-4SX410KNiTvC9 ceOdklNJBvxyJCl8aXPc3WE7z6LNf 0 6.9.14 13.0-0 16-0-0 22-2.2 29.0-0 30.4-0 1.40 ' 6.9.14 6.2.2 3.0.0 6.2.2 6-9.14 1.4-0 Scale = 1:53.4 Sx8 = 4x6 = 20 13 is w 3x4 2x4 II 3x4 = 3x4 = 2x4 II 3x4 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.43 BC 0.54 WB 0.55 Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) 0.13 12-13 >999 240 Vert(TL) -0.31 12-13 >999 180 Horz(fL) 0.10 7 rVa n/a PLATES GRIP MT20 244/190 Weight: 145 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9.11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1145/0-8.0, 7=1145/0.8-0 Max Horz2=140(LC 10) Max Uplift2=-478(LC 10). 7=-478(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2124/787, 3-4=-1545/572, 4-20=-1370/581, 5-20=-1370/581, 5-6= 1546/572, 6-7=-2124/789 BOT CHORD 2-13=-750/1903, 12-13=-750/1903, 11-12=-403/1368, 10-11- 403/1368, 9-10= 612/1902, 7-9=61211902 WEBS 3-13=0/255, 3-12=-605/385, 4-12=-117/353, 5.10=-115/354, 6-10- 604/387, 6-9-0/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber OOL=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 Wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 lb uplift at joint 2 and 478 lb uplift at joint 7. 7)'Semi-ngid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify dedgn paramotera and READ NOTES ON THIS AND INCLUDED MftFK REFERANCE PAGE MO-7472 rev. 14116 20I6 BEFORE USE Design valid tot use only Win Mliek®conneotors. INsdeagn Is tined orgy upon parameters shown. and Is for an Individual building component• not a truss system. Before use. the lrHt&ng desi0nor must verity the applicability of design pxnaneters and pxopxedy Incorporate Ihb design Into the overall tAMd g design. Bracing indicalod Is to prevent buckilnD of Individual tniss web and/or chord members only. Addllloral temporary and p nxmnl Irac-Iry M iTek• B always recµrired lot stability and to prevent collapse with possible personal Inlay and property damage. For ganoral guidance ioeading Ine fatricalion, slotago, delivery, erection and bracing of trusses and miss systems, seeANS1/MI Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information ovallable from Irtrs Plate InsflMe. 218 N. Lee Stteol. Suite 312, AloxanWa. VA 22314. Tarlpa. FL 33610 Job Truss Truss Type oty ply T1 t3&6t 2 1111690 A10 Hip' 1 1 Job Reference (optional) c.,a1e 2n,7 a..,.., Builder's First Source. Grovetanel. FL. 34736 .......a.y.. -. .. __....._..------- IO:LO?myoQxQY3i47LZ?Zog9gzrRwX-Jv23dUEMcOuLCI?6wxb92doSRka5OaoLZM75ybz6LHn 14.0 5.9.14 11-0-0 18-0.0 23.2.2 29-0-0 304-0 5.9.14 5.2.2 7.0-0 5.2.2 5-9.14 3x4 2x4 11 Sx8 = 20 4x6 = 3x4 = 30 = 3x8 = 20 11 3x4 Scale = 1:63.4 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (Ioc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.13 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 056 Vert(fL) -0.31 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(rL) 0.10 7 TUB rt/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 141 lb Fr = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-13 0o bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1145/0.8-0.7=1145/0-8.0 Max Horz 2=121(LC 10) Max Uplift2=-480(LC 10). 7=-480(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2155/819, 3-4=-1728/654, 4-20= 1557/652, 5.20=-1557/652. 5.6=-1729/654, 6-7=-2155/822 BOT CHORD 2-13- 771/1936, 12-13=-771/1936, 11-12=-499/1556, 10-11=-499/1556, 9.10=-652/1936. 7.9=-652/1936 WEBS 3-12= 437M01, 4-12=-66/385, 5-10=-57/385, 6.10=-437/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511t; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 2 and 480 lb uplift at joint 7. 7) 'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING - Verily design penmeten and READ NOTES ON THIS AND INCLUDED 6UFEK REPERANCE PAGE A07473 rev. IAdO MIS BEFORE USE Desltyl vakl for use only vAm Mllek®conneclors M design is Iwsed only upon parameters shown, and Is far on kxllvkkKd building component, notaJamsystem. Before use. the lxlldng designer must ve4fy the opxloalARY of design poraneters and poporly llcogtorale mfs design Into the overallAdditionaltemporaryandpermanentbracing MiTek' btdldhg design. Biaci ng tndlcated Is to prevent txrckli g of Individual tars web and/or chord members only. is diways required nor sablllty and to Ixavent collapxA vAlh posslAe poisonal"and Ixolorty damage. For general guidance regarding the 6904 Parke East Blvd. fobticatlorl storage. dellvery. otectkxn and txachlg of lases dnd Inns systems. seeANS1/tF4 t Quality Criteria. OSS-69 and SCSI Building Component Safety Intormallon available from lrus Plate Insillue. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply T113H613 1111690 Alt HIP' , 1 1 Job Reference (optional) eusder•sFirst Source. arovelond.FL. 34736 fO: LO'ImyoCxgY3i47LZ9Zog9gzrRwX-o6bRggF_NKOCpvalUf6OtxLkC7s190jVo0tlU1z6LHm 1. 4.0 4.9.14 9-0-0 146-0 20-0.0 24.2.2 29-0-0 30.4-0 1. 4-0 4.9.14 4-2.2 5.6-0 5.6.0 4.2-2 4.9.14 4x6 = Scale = 1:53.4 3X8 = 4x6 = ly 0 3x6 = LOADING ( psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 WEBS 20 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 REACTIONS. ( IWsize) 2=1145/0.8-0, 8=1145/0-8-0 Max Horz 2= 101 (LC 14) Max Uplift2=-483(LC 10), 8=-483(LC 11) 1J „ - 3x8 = 3x4 = 2x4 If 3x8 = CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.33 Ven(LL) 0.16 11 >999 240 MT20 244/190 BC 0.77 Ven(rL) -0.3513-16 >986 180 WB 0.37 Horz(TL) 0.11 8 We rVa Matrix- M) Weight: 141 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10.10 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-4.5 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2148/914, 34=18821759. 4-5=-1713/736, 5-6- 1713/736, 6-7=-1882f760, 7- 8= 2148/916 BOT CHORD 2-13=-850/1938, 12.13=-755/2007, 11-12=-755/2007, 10.11=-755/2007, 8-10=-750/1938 WEBS 3-13=-271/283, 4.13=-122/456, 5-13=-457/254, 5-10=-457/253, 6-10=-121/456. 7- 10=-271/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) V83d=108mph; TCDL=4.2psf: BCDL=5.Opsh h=15ft; Cat. II, Exp C; Encl., GCpi=0.18, MW FRS (envelope) automatic zone and C-C Interior(1) zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 2 and 483 lb uplift at Joint 8. 7) ' Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Vedly ded9n pammorant and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE Ma-7472 rw. 1e41 MIS BEFORE USE. Design vaikl refuse orlly vrim Milek® Connectors. thiscleslgl Is based only upon paamelers shown, and Is for an Individual building component, not o truss system. Before use. the buB(9ng designer mull verity the applicability or design parameters and lxopedy incorporate this design Into the ovelail only. Additional lemrwnary and permanent bracing M!Tek' building design, Bracing Indicated Is to prevenl budding of individual lam web and/or chord members Is always required for stability and to lxevent col"m wilh posg)le personal May and prgxany damage For general guidance regarding IM3 rabdcollo n. storage, delivery. erection curl bracing of rnmos and trim systems, seeANSVIPI I Crralty Criteria. OSB-89 and SCSI 8ulldtng Component 6904 Parks East Blvd. Tarlpa. FL 33610 Safety Information available from truss Plate Institute. 218 N. lee Street. Suile 312. Aloxanddo. VA 22314. Job Truss Truss Type oty ply T11364614 1111690 Al2 Hip Gudat t 1 Job Reference(optional) 1 W dJ 141516302017 Peet Budders First Source. Gioveland. FL. 34736 7.640 6 Apr 19 2016 MTek Industries, nt:. a vn 9 ID:LO?myoOxgY3t47L2')Zog9gzrRwX-GI9p1AGc8d83R38V2Mdd72utyXJYuKBeOgcCOUz6LHl 1.4-0 3.9.14 7-0-0 12-0.9 16.11.7 22-0-0 25..2 2 29-0-0 30.4-0 1.4-0 3-&14 3-2.2 5-0.9 4.10-13 5.0-9 3.2.2 3-&74 8x12 = 5.00 FI2 2x4 II 3x8 = 6x8 = 22 23 5 24 25 26 6 27 28 7 Scale a 1:63.6 9 1 a — 10 0 17 16 29 30 15 14 31 32 t3 33 34 12 11 t.Sx8 STP= 2x4 II 3x4 = 6x12 MT20HS= 2x4 11 3x8 = 2x4 II 1.Sx8 STP= 3x8 MT20HS 5x8 = 3x8 MT20HS 46 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.46 BC 0.37 WB 0.93 Matrix-M) DEFL. in (loc) Wait Ud Ven(LL) 0.33 13-15 >999 240 Ven(TL) -0.58 13-15 >602 180 Horz(TL) 0.13 9 n/a rVa PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 180 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purtins. 4-7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6.3.9 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2007/0-8-0, 9=200610.8-0 Max Horz2=80(LC 8) Max Uplift2=-958(LC 8), 9=-958(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4586/2146, 3.4_ 4471/2109, 4-22=-5514/2642, 22-23=-5516/2643, 5.23=-5519/2643, 5-24= 5515/2640, 24-25=-5515/2640, 25-26=-5515/2640, 6-26— 5515/2640, 6.27=4182/2002, 27-28=-4178/2001, 7-28=4177/2000, 7-8=-4469/2105, 8-9=-4585/2146 BOT CHORD 2-17=-1978/4212, 16-17_ 1978/4212, 16-29=-1885/4140, 29-30=-1885/4140, 15-30=-1885/4140. 14-15=-2530/5516. 14-31=-253015516, 31-32=-2530/5516, 13-32= 253015516. 13.33— 2530/5516, 33.34= 2530/5516, 12-34=-2530/5516, 11-12=-1897/4211, 9-11— 1697/4211 WEBS 3.16_ 220/251, 4-16=-164/618, 4-15=-777/1630, 5-15=-596/495, 6.13=0/360, 6-12= 1588/770, 7-12=-500/1346, 8-12=-217/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpt=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 958 lb uplift at joint 2 and 958 lb uplift at joint 9. 8) 'Semi -rigid pltchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 213 lb up at 7-0-0, 87 lb down and 122 lb up at 9-0.12, 87 lb down and 122 lb up at 11-0-12, 87 lb down and 122 lb up at 13-0-12, 87 lb down and 110 lb up at 14-6.0, 87 lb down and 122 lb up at 15-11-4, 87 lb down and 122 lb up at 17.11-4, and 87 lb down and 122 lb up at 19-11.4, and 175 lb down and 213 lb up at 22.0-0 on top chord, and 289 lb down and 135 lb up at 7-0.0, 65 lb down at 9-0-12, 65 lb down at 11-0.12. 65 lb down at 13-0-12. 65 lb down at 14-6-0, 651b down at 15-11-4, 65 lb down at 17-11-4, and 65 lb down at 19.11.4, and 289 Ib down and 1351b up at 21-11.4 on bottom chord The design/selection of such connection device(s) Is the responsibility of others. d&ddRd40 6Qf,"02SE(S) section, loads applied to the face of the truss are noted as irons (F) or back tat. Q WARNWG • Vanity dedgn paramofers and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE A07473 rev. 10AUMIS BEFORE USE. Dessert valkl tot use only with MllelrD conneclors. fnls design Is based only ul= paranelers sown. and Is lot an frWIVldual buldlrng Component, not a buss system. Before use. the building designer must verify the applicability of design parameters and proporly Incorporate this design Into the overall building design Biactrtg Indicated Is to prevent IrAtcMing of Indlvldtal buss web and/or cord mombrrs only. Additional temporary and permanent blacingIsatwaysrequiredlotstabilityandtopreventcollapsewithpossiblepersonalIrytayandpropertydamageForgeneralguidanceragatdngtheM iTek' 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of tames and tars systems soeANSVIPI I Quality Criteria, OSB-89 and SCSI Building Component Safety Information avallatxe from trim Rate Institute. 218 N. Lee Street. Suite 312. Alezdmdrlo. VA 22314. Tamps. FL 33610 Job russ Truss Type ty ply T11364614 1111690 Al2 Hip Godet Job Reference(optional) ausaers ran source, ursvemw. rr., sumo ID:LQ?myoOxgY3i47LZ?Zog9gz(RwX•GI9p1AGc8d83R38V2Mdd72utyXJYuKBeOgcCOUz6LHl LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10--54, 2-9=-20 Concentrated Loads (lb) Vert: 4_ 128(F) 7=-128(F) 14— 40(F) 16=-289(F) 12=-289(F) 22-87(F) 23-87(F) 24=-87(F) 25=-87(F) 26=-87(F) 27=-87(F) 28-87(F) 29=-40(F) 30=-40(F) 31=-40(F) 32=-40(F) 33=-40(F) 34=-40(F) Q WARNING • Vediy design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE M1F7473 rev. 10031e15 BEFORE USE. Design valid lot use only with Ml lek® connectors. Inls desligl is based only upon parameters shown. and Is for on IrndMckul Wkgng component not a Inns system. Before uso, the Ixgd ino designer mull verify the applicability of design parameters arnd pxoporly Mogorate this design Into the overall bu0airlg design Bracing Irldkaled Is to prevent budding of Individual Inrss web and/or chard members only. Adailloral temporary and permanent Lxacing MiTek• is always teclulted for s"Ally and to prevent cottgbse Win possible personal "and pxoperty, damage. For genetal guidance regarding the to brkatlon. storage, delivery, erection and bracing of tnrssos and Inns systems. seeANSI/IPt I Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Inns Rate InsliMe. 218 N. Lee Slreel. SJte 312. Alexandit VA 22314. Tampa, FL 33610 Job I rusS Truss Type oty ply T11364615 1111690 CJ1 Jatk-Open 10 1 Job Reference (optional) 1. Pnn. I tsuacers Iasi zource. urmemnP. ram. s+r.w - - - -- -- -- --' ' --' --- -- -- ID.LO')myoQxgY3r47LZ?Zog9gzrRwX-4SX410KNjTvC9_ceOdkl NJ8zOyRKIGEXPc3W E7z6LHf 1.4-0 i I-0'0 1.40 1-0-0 Scale = 1:6.8 2x4 = Plate Offsets (Y Y) j2.0.1-2 Edael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ven(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 rVa n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oC pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=3/Mechanical, 2=147/0-8-0, 4_ 5/Mechanical Max Harz 2=48(LC 10) Max Uplift3=-3(LC 10), 2— 107(LC 6), 4— 5(LC 1) Max Grav3=7(LC 3), 2=147(LC 1), 4=16(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and fight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will it between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3, 107 lb uplift at joint 2 and 5 lb uplift at joint 4. 6) -Semkigid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. AL WARNING. Ved/y dedgn pwamtwe end READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE MIF7472 rov. 1640=016 BEFORE USE. Design valid for use only with Mifek® canneclofS. It* design Is based oNy upon parameters shown. and Is for an individual buildingng component. not a In1ss system. Mote use. the tx/lmng designer must velfy the aWicablilty of design pmameters and Ixopetly incorporate this design Into the overall wt buildingdesign, 0achg Irdlcated Is to lxevenl bttcMing of IndWtrd truss web and/or Chord rnembem ofly Adc911onrb lemporaryaW permanent lxcidng M!Tek' Is always tecpArod for stablilty and to Ixevent collgpse with possible personal "and IxopeM damage. For general guidance regarding the fabrication. storage. dellvery, ereClkpn and bracing of Inures and miss systems. seeANSI/TPI I Quality Cdterla, OSS-69 and SCSI Building Component 6904 Parks East Blvd. Safety Information avWable from truss Plate Institute. 218 N. Lee Street. Sullu 312. Alexandra. VA 22314 Tampa, FL 33610 Job Truss Truss Type Oty T' T11364616 1111690. CJ3 Jack -Open 10 1 Job Reference(optional) tsuaaererasrsource. urweiano......._ SV'Z-... n.---- --- -- -- -- ID:LO myoOxgY3r47LZ?Zog9gzrRwX•Ze4SV2L?Un13n88ryKFyKFGvXgBAMn511UgdGp4maz6LHe 1'g p 3-0-0 1.4-0 3-0-0 Scale = 1:11.1 2X4 = 3-0-0 Plate Offsets (XY) 2.0.0-2 0.0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Ven(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=57/Mechanical, 2=205/0-8-0, 4=27/Mechanical Max Horz2=92(LC 10) Max Uplift3=-54(LC 10). 2— 105(LC 10) Max Grav3=57(LC 1), 2=205(LC 1), 4=44(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf: h=15ft; Cat. It: Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3 and 105 lb uplift at joint 2. 6) 'Seml-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. O WARNING. verity dedgn pwamota s and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M67473 rev. IOAXMIS BEFORE USE. Design valkt lot use orgy with Mllek®conneclors. Ms design Is based orgy upon parameters sfwwn. and B for on Individual bolding component, not a huss system Before use. the building designer must verity the cylpllcalgllly of design parameters and ptopedy Irwotporolo this design Into Ine overallAckilllonaltemporaryandpermanentbracing M iTek' txrldhV design. Bracing IndlCaled IS to Irevent b ucaing or individual truss web and/of chord members orgy. S always reWred for slablliry end to prevent collapse wllh possible personal "and property damage. For general guidance togrnding he lablcallon, storage. delivery. efocllon and bracing of trusses and muss systems. seeANSI/TPl1 Quality Criteria, OS6.69 and SCSI 6u0ding Component Safety Information available from truss Plate Instllule. 218 N. Lee Slreel. Suite 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 rus8 Truss Type oty ply T11364617 II11690 CJS JaLk-Open 10 1 Job Reference(optional) Iww — I— f /S•/a•'17 on,7 Pwn. i aullears r1rel boufco. ulwewfle. rl J7/io "-'--'T"----- _-- --- - 10:LO?myoQxgY3147LZ?Zog9gzrRwX-Ze4SVZL?Un13n8BryKFGvXg77MIH1fUgdGp4maz6LHe 1 4.0 5.00 1.4-0 5-0.0 Scale. 1:15.3 2x4 = 5.0-0 5-0-0 Plate Offsets (XY) 12:0-1 14 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ven(rL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 rVe rVa BCDL 10.0 Code FBC2014/rP12007 Matnx-M) Weight: 18 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=293/0.8-0, 4=45/Mechanical Max Harz 2=138(LC 10) Max Uplilt3— 97(LC 10), 2= 139(LC 10) Max Grav3=100(LC 1), 2=293(LC 1). 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psh h=15ft: Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between'the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 139 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWO . Verily deelpn paronoters and READ NOTES ON THIS AND INCLUDED hMK REFERANCE PAGE M I-7473 mv. 10MMI6 BEFORE USE Design valkl for use only with Mllelc® connectors tnls deslgn Is based only upon potamelers sWwn, and is for an IndMclual building component, not a Inrss iyslum. Betoro use. the txdlalrlg designot must verity the applicability of design parameters and Ixoperly Incorporate 0%design Into the overcill building design. Bracing Incilcated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent Ixacing WOW is always fecpAted for stability and to ptevenl collapse with possible personal injury and property damage. For general guklalce regadklg the fabrication, storage, delivery. erection and tracing or trtmes and trim systems. soeANSI/TPl I Quality Criteria. DSB-89 and SCSI Wilding Compon*nl 6904 Pork* East Blvd. Sat*ty Information available 9om trim Plate InsBMe. 218 N. Lee Street. Suite 312. Alexandri4 VA 22314. Tampa. FL 33610 Job Truss ruse Type T11364618 1111690 EJ6 Jack -Open 4 t ty Job Reference clonal Builders WWI boufca. wowelana. rt..s tic •.Z?ZoqgzrR_.-._..._.....___...__...._. _ ____._.. _ ID:L0 myoQxgY3147LZ92ugggzrRwX•2e4SVZL?Un13nB8ryKFGvxg6kMkKlfUgdGp4maz6LHe 1. 4.0 5.9-0 1. 4-0 5-9-0Scale = 1:16.8 3x4 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Ven(TL) 0.07 4-7 963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FB02014frPI2007 Matrix-M) Weight: 20lb FT = 0°e LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=115/Mechanical, 2=327/0.8-0, 4=51/Mechanical Max Horz2=155(LC 10) Max Uplift3=-113(LC 10), 2=-153(LC 10) Max Grav3=115(LC 1), 2=327(LC 1). 4=86(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=S.Opsf; h=1 Sit; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intenor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113lb uplift at joint 3 and 153 lb uplift at joint 2. 6) ' Seml-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. A WARNING - Vedry dedgn peramerma and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI167473 rev. WAMMI S BEFORE USE. Design valki for use orgy wIm Mllek® connectors. this design Is l>cised only uporl paramolers shown. and Is for on Individual building component, not a truss system. Before use. the Ixdklng designer mint verify the a1x111cotAlty of design Parometers and Ixoperiy Incorporate Itkt design Into the overall building design. Wocing Indicated Is to Ixevent bucklhg of Individual (russ wet) and/or chord members only. Additional temporary and pmmanenl IxaGrlg MiTek• Is always required lot slablllly and to prevent collaim with possible personal Injury end Ixopeny damage. for general guidance regarding Brie latxk: atkln, storage, delivery, erection and blacing of Irnses and Inuss systems. SeeANSI/IPI I Cuall fy Criterio. OSS-89 and SCSI Building Component 6904 Paike East Blvd. Safety Information available Iran truss Role InsilMe. 218 N. Lee Street. Sulle 312, Alexandria, VA 22314. Taupe, FL 33610 Job puss Truss Type City T1t3W619JR.t.,.nce 1111690 EJ7 Jock -Open 20 1 tional wew 1— .1 . — a 1e Onf'l Pan. 1 Vullaers hlrel JWrce. wave.... rl ' •-'- -' T"- --' -'-- - - - - --- - 10:LO?myoQxgY3147LZiZogggzrRwX-1 rerlvMdFSOwOHm 1 W 2MVSkDE_m i cm9kgswYdlOz6LHd 1.4-0 7.0.0 1-4-0 7.0-0 Scale = I :19.3 30 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1_25 TC 0.46 Ven(LL) 0.06 4-7 999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(rL) 0.15 4-7 539 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) 0.01 2 rVa We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=141/Mechanical, 2=384/0-8-0, 4=60/Mechanfcal Max Horz 2=176(LC 10) Max Uplift3=-123(LC 10), 2= 177(LC 10) Max Grav3=14i(I-C 1), 2=384(LC 1), 4=105(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5.11.3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opst; h=15ft; Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 177 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNWG - Vodty dosryn peramoters and READ NOTES ON THIS ANDWCLUDED MlrEK REFERANCE PAGE MX7473 rev. fON3/P016 BEFORE USE Design valid la use only With Mllek®conneclors. this deskin It based only upon parameterssnovm. and Is for an trldly dual butldlrlg component, not a truss system. Before uso. the building doslgner must very the appilcabllry of design parameters and ptopxMy Incorr<*ate Ihls design Into the overall bu/ dklg design. Bracing Tndkaled Is to prevent bucIding of Individual in= web and/or chard membets only. Addlllonal Temporary and permanent timing MiTek• Is always requited for stability and to prevent collapse vAth possible personal "and property damage. for general guidance tegarclN 01e 1<" Icutlon. storogo. delivery. erection and txacing of anuses arld tntss systoins, soeANSI/TPI I Quality Criteria, OSa-a9 and aCs1 Building Component 6904 Parke East Blvd. Safety information avdlable ffom truss Rote Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tanpa. FL 33610 Truss Truss Type _ 10tly y T11364620 t111690 H5 Hro Girder 2 Job Reference (optional) 9wlders First source, urovewna. rL.-sarso ........,.. .. __._..... _....._--...__. ..._. ------- --- I D:LO?myoOxgY3i47LZ?Zog9gzrRwx-V 1 COwFNF00HnORK031Hk- ymKu9iIV Rn2SaIBISZ6LHc 1.4-0 3.2.6 5.9-0 10-0.0 143-0 i6.8.10 21Y04 1-4.0 3.2.6 2.6-10 4-3-0 4-3-0 2.6.10 3.2$ 5x6 = 2x4 II 6x12 MT20HS = 1.64 STP= 4x10 MT20HS = 4x12 11 Bx10 = 4x12 11 5x8 = Scale = 1:37.3 P N Ig 1.5x8 STP = 012 = LOADING (pst) TCLL 20.0 TCDL 7.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.83 BC 0.68 W B 0.72 Matrix-M) DEFL. in Vert(LL) 0.31 Vert(rL) -0.55 HOrz(TL) 0.11 loc) Well Ud 8.9 >775 240 8.9 >437 180 6 n/a rVa PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 205 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc pudins. 3-5: 2xa SP No.1, 5-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9.6-9 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=6141/0.8-0, 2=4335/0-8.0 Max Horz2=82(LC 27) Max Upiift6=-2650(LC 9). 2=-1973(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11015/4947, 3-15=-13185/5903, 15-16— 13185/5903, 4.16=-13185/5903, 4-17=-13185/5903, 17-18-13185/5903, 5-18=-13185/5903, 5-6=-12450/5408 BOT CHORD 2-10= 4533/10112, 9-10=-4533/10112, 9-19=-4475/9979, 19-20=-4475/9979, 8-20=-4475/9979, 8-21=-4839/11276, 21-22— 4839/11276, 7-22=-4839/11276, 7-23=-4918/11481, 23.24=-4918/11481, 6.24=-4918/11481 WEBS 3-9=-928/2154, 3-8=-1629/ 3766, 4-8=-328/351, 5.8=-1160/2291. 5.7-1293/3326 NOTES- 1) 2-ply truss to be connected together with 10d (0.131-x3-) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: VUII=140mph (3- second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2650 lb uplift at joint 6 and 1973 lb uplift at joint 2. 10) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Continued on Daae 2 O WARNING - yarlry dedgn paramatanr and READ NOTES ON THIS AND WCLUDED WMK REFERANCE PAGE MB-7473 mv. I(IM MI5 BEFORE USE Design valid la use only vAm MIlek® conneclors. this design Is txaed only tqM rxaameters shown. and Is for on Individual building component. not miss system. Before use. the txAding designer must verily the aWlcatAlty of design paamelers and properly incorporate this design Into the overall a bulding design Bracing Indicated Is to preventIxtckllng or Individual truss web and/or chard members only Addlllond temlxxary cars permanent t)(acing is always required lot statAlly and to IxeventcollapsevAthpossUepersonalInjuryandIxopedydamage. ra 90emal gurJance regarding the M!Tek' 6904 Parke Gast Blvd. lahxicatlon, storage. delivery, oteetlon cuxf bracing of JamesandtarssystemsseeANSI/1P11 Quality Criteria, OSS-69 and SCSI Building Component Safety IMormatlon avaltable nom truss Plate institute. 218 N. Lee Street. Sulle 312. Nexandda. VA 22314 Tamps. FL 33610 o ruse Truss Type h y T11364620 1111690. HS Hob Gttder t 2 Reference ttonalJobo wow t..,.. .Gft 9P 9af7 Pnnn9 tsuaaers rust source. rsrovemna. rL. roo IO:LO'/myoQxgY3i47LZ?Zog9gzrRwX-V 1 COwFNFOOHnORK031Hk?ymKu911VRnz5aiBrSz6LHc NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 112 lb up at 6-10-15, 61 lb down and 112 lb up at 8-10.15. and 61 lb down and 111 lb up at 10-10-15, and 61 lb down and 112 lb up at 12-10-15 on top chord, and 205 lb down and 110 lb up at 5-9-0, 46 lb down at 6-10.15, 1919 lb down and 935 lb up at 7-1.8, 46 lb down at 8-10-15, 1036 lb down and 475 lb up at 9-0-12, 46 lb down at 10-10-15. 1037 lb down and 441 lb up at 11-0-12. 46 lb down at 12-10-15, 10361b down and 427 lb up at 13.0.12.205 lb down and 110 lbup at 14-3-0. 1034 lb down and 440 lb up at 15-0-12, and 1033 Ib down and 437 Ib up at 17-0.12. and 1053 Ib down and 443 Ib up at 19-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 2-6=-20 Concentrated Loads (lb) Vert: 9=-205(B) 7— 205(B) 12— 1053(F) 15— 61(B) 16=-61(B) 17— 61(B) 18— 61(B) 19— 1950(F— 1919, 8= 31) 20=-1067(F=-1036, B_ 31) 21 _ 1067(F— 1037, 8= 31) 22=- 1066(F=-1036, B= 31) 23=-1034(F) 24=-1033(F) Q WARNING - Vedry design pammotem and READ NOTES ON THIS AND INCLUDED AI EK REFERANCE PAGE NIP-7Q9 rev. Id0 MIS BEFORE USE De*p valid for use only wpm Mllek®connectors. lnlsdesign 6 based only upon Parameters shown, and is for an Individual building component. not aInnssystem. Before use. Iho 1x1k9rQ designer mull verify the applkOtAlly of design patartelors and Ixopedy IncorWralo this design Into Ifs ovetall (L build g design. Bracing Incl caled is to prevent txrcklbV of Indh4dual truss web aid/of chard members only. Additional temporary and permanent tracing WOW is always teWred lot alablllly and to pxovenl collapse with possUo personal trday and propxMy damage For genetd guldatce regarding Ifs tobtic< lbn. storage. delivery, erection and txacing of tatsm and truss sysletns. soeANSVTP11 Quality Criheria. OS8-89 and SCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610 Safefy Inform~ available from bras Rate Institule. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Job Truss Truss Type ty TI1364621 1111690 KA OiAyonal Hip Girder 2 T-b Reference (optional) M.c urr. r.,n,....,.e r,..• wrr .r„n fa 15 16•ln 2017 Peae 1 Builder's Fos1 Source. Grwefernd. FL 34736 ...,•.,....r.. -------- - . I0:L09myoOxgY3r47LZ;Zog9gzrRwX-zOmbBaNtnlPeebvOdTozX81dEZIHE 197JE 1 kNvz6LHb 1.10.10 4-3-15 8.0.13 1.10.10 4-3-15 3.8.14 Scale = 1:18.9 3x4 = 4.3.15 3.8.2 0.0=13 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) 0.02 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.05 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 HOrz(fL) 0.01 5 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 34 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP NO.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=138/Mechanical, 2=334/0-10-15, 5=233/Mechanical Max Horz 2=168(LC 4) Max Uplift4=-136(LC 13), 2=-266(LC 4), 5=-81(LC 8) Max Grav4=138(LC 1). 2=407(LC 19), 5=240(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11= 530/215, 3-11=-522/222 BOT CHORD 2-13= 300/485, 7-13= 300/485. 7.14_ 300/485. 6.14= 300/485 WEBS 3.6=-523/324 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) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsl; h=151t; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 4, 266 lb uplift at joint 2 and 81 lb uplift at joint 5. 6) 'Seml-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 57 lb up at 1-4-15, 87 lb down and 57 lb up at 1-4.15, 26lb down and 53lb up at 4-2-15, 26 lb down and 53 lb up at 4-2-15, and 44 lb down and 104 lb up at 7-0.14, and 44 lb down and 104 lb up at 7-0-14 on top chord, and 18 lb down and 9lb up at 1-4-15, 18 lb down and 9 lb up at 1-4-15, 9 lb down and 0 lb up at 4-2.15, 9 lb down and 0 lb up at 4.2-15, and 28lb down at 7-0-14, and 28 lb down at 7.0.14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8= 20 Concentrated Loads (Ib) Vert: 7=-9(F=-5, B=-5) 11=113(F=57, 8=57) 12= 72(F=-36, B=-36) 14— 42(F=-21, B=-21) Q WARN/NO. Verity dedpn pamnetera end READ NOTES ON THIS AND INCLUDED Mn'EX REFERANCE PAGE M6.74" rev. IN01@016 BEFORE USE. Doslgt will for use orgy with MllekS connectors. Ms design is based orgy upon paramelers shown, and Is fa on RxllAckid bul ding component, not Before Itno IxNding le this design Into the overdl a truss system. use. txndng design Bracing indicated is to rxevent bucidRng of IrWNkkrd tnrs web and/or chord members only. Add9lbnd lempotory and permanent bracing M!Tek' is always recitdred for statAlly and to prevent collapse wllh p oz"e personal properly damage. For general guidance regarding the Iddxlc<Illon. storage. clellvery. erection and Ixacing of tnrses and truss systems. seoANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. 6904 ParkeEast Safety Information avdlabte Rom Truss Plale Institute. 218 N. Lee Street. Site 312. Alexandria. VA 22314. Job Truss Truss Type ry Ply r113s4sn 1111690 Hd7 Whoonal Hp Gider 3 t Job Reference (optional) o.. Buildai's First Soufca. uraveiana, FL. J4144 ..v+v a ry.. . 10:LO?myoQxgY3i47LZ?Zog9gzrRwX-RPKzLwOVYOXVF1Uc8AKC4Nrnuz2DzSKGYunHvLz6LHa 1-10-10 S-2.9 9.10.1 1-10.10 S-2.9 4-7.8 Scale = 1:22.7 N 3x4 y2.9 4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.27 HOrz(TL) 0.01 5 rVa rda BCOL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=118/Mechanical, 2=405/0-10.15, 5=277/Mechanical Max Horz2=190(LC 4) Max Uplift4=-94(LC 4), 2=-300(LC 4), 5— 114(LC 8) Max Grav4=118(LC 1), 2=476(LC 19), 5=277(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-5-1 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-696/293, 11-12=-715/296, 3-12=-663/302 BOT CHORD 2.15=-391/663, 15-16=-391/663, 7-16=-391/663, 7-17_ 391/663, 6.17— 391/663 WEBS 3-7=0/252, 3-6— 706/417 NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opst; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 300 lb uplift at joint 2 and 114 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 57 lb up at 1.4.15, 87 lb down and 57 lb up at 1-4-15, 26 lb down and 53lb up at 4-2-15, 26 lb down and 53 lb up at 4-2.15, and 44 lb down and 102 lb up at 7.0.14, and 44 lb down and 102 lb up at 7-0-14 on top chord, and 18 lb down and 9 lb up at 1-4-15, 18 lb down and 9 lb up at 1.4.15, 9 lb down and 0 lb up at 4.2.15, 9 lb down and 0 lb up at 4-2-15. and 24 lb down at 7-0-14. and 24 lb down at 7.0.14 on bottom chord. The desigrVselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated.Loads (lb) Vert: 11=113(F=57, B=57) 13=-46(F=-23, B=-23) 16=-9(F— 5, B=-5) 17=-33(F=-16, 8=-16) WARNING - Verily dedgn paramotma and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rev. 9402,2016 BEFORE USE. Design valkf for use only win Milek® connectors. ft design Is based only upon parameters shown, and Is foe an IndlAclual building component. not a Inn system. Before use. the bulking designer must verify the applicability of dlosign parameters and proporly hcotporale this design Into the overallAdditionaltemporaryandperrnanenibracing MiTek' building design. tracing Indicated Is to pxovent buecieing of IndlMdual truss web and/or chord members only. Is always required for stability and to prevent collapse vAlh possible personal Inhay and property damage. For general guidance regaalng the fabrication, storage. delNery. erection and broeing of trusses and truss systems. weANSIOP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information ovallabbbe from truss Plate frutiMe. 218 N. Lee Street. Sulle 312. Nexartdria. VA 22314. 6904 Parke East Blvd. Tampa. i. 33610 Job I russ Truss Type ary Pry T113&623FiabReference1111690MIM&-Opdch 4 1 optional) Builders First source. Urovemra. r•r..;wrac o..,..._ __.........__.... --•-- .-_--- - _-- _ ID:LO?myoOxgY3i47LZ')Zog9gzrRwX-RPKzLwOVYOXVFIUcBAKC4Nrg5z72zWTGYunHvLz6LHa 1.4.0 44.11 1.4-0 4.4.11 LOADING (psi) SPACING- 2.0.0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 TCDL 7.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=127/Mechanical, 2=259/0-3.8 Max Horz2=71(LC 9) Max Uplift4=-64(LC 10). 2=-177(LC 6) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. 4.4.11 4.4.11 DEFL. In (loc) Well Ud Verl(LL) -0.01 4-7 >999 240 Ven(TL) -0.02 4-7 >999 180 Horz(rL) 0.00 2 n/a n/a Scale = 1.11.1 20 II 20 II PLATES GRIP MT20 244/190 Weight: 17lb FT =0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-11 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; EXp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 177lb uplift at joint 2. 6) 'Seml-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWG - Vedly dosrpn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MDT479 rev. IOMWOIS BEFORE USE DeslDn valkl for use only with Mllek® conneclors INs design is lased only upon parameters shown, and Is for an IndIvId al building component. rot a krrss systern. Before use. the txtlldkg designer must venty the applkabllty, of deslgrl Ixsametors and lxopotly Worpotale this design Into the overall Addllkrlal temporary and bracing WOWlxAdugdesign. Braclig Irdkated is to Ixevenl Ixaklfrg of Indilvklud truss web aril/or chord memWs only. permanent is always required for statllllly and to Irevent collorAe vAlh poslxe personal frlhtry and Ixoperly damage. For general guldalce rogadkg the krbdeatlon. storage. dellveM erection and lxaofrlg of trusses and Truss systems, seeANSIfIPI I Guallry Cdfodo, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610 Safely Information avallarArr from truss Plate Institute. 218 N. Lee Skeet. Sulto 312. Alexandria. VA 22314 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-144? from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the.plote 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where beorings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths Drawings not to scale) I 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: - ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved mm W1 MiTek° MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or olternotive Tor I bracing should be considered. 3. Never exceed the design boding shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear rightly against each other. 6. Place plates on each face,of truss of each joint and embed fully Knots.ond wone of joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fobricotbn. 9. Unless expressly noted. thts design is not applicable for use with fire retardant, preservotive treated, or green lumber. 10. Comber Is a non-structural Consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size. orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than mat specified. 13. Top chords must be sheothed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or olter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review on portions of this design (front. back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. t 4/2812017 Florida Building Code Online BCIS Home I Log In i=knid,i • r Product Approval Icy j USER: Public user ra _. Menu > ProAua nr Aooilaulon Search > Anolicatinn Us > Application Oetall F8C Staff I BCIS Site Map I Links i Search FL a I FL1S8-118 Application Type Revision Code Version I 2014 Application Status Approved I Approved by OBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cpa rrl no@ca stcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miami -Dade BCCO - CER Miaml-Dade BCCO - VAL Standard Year ACI318 2011 ACI530 2011 Product Approval Method Method 1 Option A Oate Submitted 04/29/2016 httpsJAvww.(loridabuilding.orgtprlpr app oll.aspx?param=wGEVXOwtDquegl%2bT71%21F192gnRzHNuicgiSpgLXkU6g%3d 4n8/2017 Date Validated Date Pending FBC Approval Date Approved Summary'of Products • Florida Building Code Online 05/06/2016 05/06/2016 FL # Model, Number or Name Description 158.1 High Strength Concrete Untels 4, 6, 8, and 12 Inch wide lintels Limits of Use Approved for use In HVHZ: Yes Certification Agency Certificate Approved for use outside HVHZ: Yes FLL58 R8 C CAC NOA 14-0903n1 odf FL158 R8 C CAC ImpactResistant: N/A Design Pressure: N/A NOA 16-017603 df Quality Assurance Contract Expiration Date Other: Superimposed loads shall not exceed allowable safe 05/21/ 2017 installation Instructions load FL158R8 It NOA 14-0903 03 odf FLI58 R8 tI NOA I6-0126 03pdf Verified By: Miami - Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: ffig W Contact :: 2601 Blair Stone Road. Tallahasse f L2W phone: a50-4-1824 a7 The Stateof Florida Is an AA/EEO employer. Coovrlaht 2007-2011 State of Florida :: Privacy Statement • • Accessibility Statement • • Refund - - _Ltemmt Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a publlc-records request, do not send electronic mail to thisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 050.487.1395. *Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Oeparanam with an email address If they have one. The emallsprovidedmaybeusedforofficialcommunicationwiththelicensee. However email addresses are public record. If you do fiat wish to supply a personal address, pleaseprovidetheOepartmentwithanemailaddresswhichcanbemadeavailabletothepublicTodetermineIfyouarealicenseeunderChapter455, F.S., please dick here . Product Approval Accepts: Credit Card Sate hUp lAuww. floridabuilding. org/pr/pr app 011.aspx?param=wGEVXOwtDquegI%2bT71%21F192gnRzHNulcgj5pgMU6cl°/aid 212 M IAM I-DADE MIAn•1I-DADE COUNTY e PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOi1•IIC RESOURCES (RER) l 1805 SW 26 Street, Room 208 BOARD AND CODE ADAIIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 3 15-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.minmldnde.gov/ccouomy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable nlles 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 (Ili Miami Dade County) and/or the AHJ (in areas other than Mianni Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perfonn in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", street I 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 l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each Lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed. by the expiration date may be displayed in advertising literature.. If•any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages F34, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Malcar, P.E., M.S. NOA No. 14-0903.03 MIAMI•DADE COUNTY ''- /) /' Expiration Date: 09/11/2018 Approval Date: 1.0/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated Alarch 24, 2003 and Dr cowing Alo. L74612, titled Cass -Crete 4 ", 6" & 12 " Lintel Snfe Load Tables sheets I through 3 of 3, prepared bl, Craig Par•rhlo. P.E., dated rtlarch 24. 2003. last revision #1 dated April 28, 2003 both drawings signed told sealed b, Craig Parrino, P. F.. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete little! spechnenc, per ASTA4E-529-94. prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and scaled bl, Cln-istopher A. Hanlon, P. E. C. CALCULATIONS 1. Calculations,for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, AE., signed and sealed bl; Craig ParrhJo, AE. 2. COIClrlatiolls for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Alalrua/ for Cast -Crete Alachhle Alade Precast Lintels revised on Algl,1, 2002. 2. Cast -Crete Qlralh),,Systern Alanual,for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated Alarch 24. 2003 and Drmwing No. L74612, titled Cast -Crete 4", 6" & 12" Lintel Tafe Load Tables". sheets I through 3 of 3, prepared by Craig Parrino, AE., dated A4i rch 24, 2003, last revision dated A4a1-ch 11, 2008. B. TESTS 1. Nolte. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Bp Miand-Dade Couulp Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. None. feFiIy A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details". sheet 1 v/' 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Satfe Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated Afortrch l 1, 2003, all signed and sealed by Craig Parrino, P. E., on kfar•ch 22, 2012, B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By iViami-Dade County Department of Permrittnrg, Euvlronmew, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. Nome. F. OTHER 1. Letter fr-om Cast -Crete Corporation, clated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TEST'S 1. None. C. CALCULATIONS 1. r\lone. D. QUALITY ASSURANCE 1. By Miand-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Nome. r U3c np A. Maicar, 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. Draining t\to. FD4612, tilled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, AE., dated Afarch 24, 2003 and Draining Ato. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sqfe Load Tables'; sheets 1 th"01,91, 3 of 3, prepared by Craig Parrino, AE., dated klarch 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pa171170, P. E , onAugust19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calct lations, for CUSI-Crete Lintels, dated 0811912014, pages 14.201 through 14.236, prepared b1' Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By dliand-Dade Cown), Departmetu of Regulatom, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter j-ont Cast -Crete USA, Inc., dated August 19, 2414, signed and sealed byCraigParrino, P.E., certifying compliance with the Florida Building Code, 2014Editiot. Li' " Hei inicar, P.E., M.S. Product Control U1,11 Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 E-3 Approval Date: 10/09/2014 Asiti RETEa HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS i vtlt u vt.l I SOLID LINTEL nATA TARIF MUMM pCyfa.c,n n. m r rav[L,,rrcl i A" FRrrecT 11-LINTEL DATA TABLE m riu[vocl v r.^.Ir cnvr t m aJs vmcmivno luenU06RTMr,. rrvavntA r$vrummam rmvns>rmr avao rzrA r—"v sr -a care nrsrna rszsv rag 0 rc e mnss.- rasar cQvraso r'av r a r : rxary rt 11,E rt rs raA VEI7lTUrAL.•Irf$7rF7L1i rSSa7Ct.9t7 rsarr a urta>arriTi= mavcaaro rx: ran t m l l rrg9 rzu.t RZ9r2S o i;7XokFii G111:11i JilF r:\1L rD nrz:vm vno r" r L.l ocl vFS7 P 7!7¢S I vn o ttnraz:ra®rl.:f-axnEvs:a crrarer:; r]i1S:.[ neonvmo L2Ao ma WaMrra_:[oOUNIMM Ugi ao rma rTvtr u r tuL.l e r t1L.^ ocn r. o rr• av sn r Fa.y:l mil r lr v e rs[s a rta:lllmrr 1>e o rFzv orrs rfrif alms r me 1+ m ro a r271L"J am rIm s2 m o I r. rtf n . maw.. i. , ifs oa10 rumdeUNrt arra- II r ie oi TYPE 1V TYPE-A'_S31R1 tlao noresl.er u ouul I, a no ao roe norm .fnm a itr,m,tm[o n eon on ufa A" t..l n of RU2"Mb a WITIMA[o Ilillon 7IIf Irlae \n61 COulml gw-atlf VY. OM. 1. n1.o.O,D SIUU 7/N W L .n^ ro. r4 Ya N IO.e Ulwrm n1oam / Ma If m "t'l . nos A sun M "1.. 11 e.'emonf malram r.. w n FOR W o on Am It 114 orb M "la most V IOnVe 114 m YI awn n.elM Fa f.fY 0o W a UW*M* C,o4 10 n411n - W. Cl rae n loan^ r...eao m rn - — L ma farm . 4 I.Y. an .I...Imr ..rr ?WMtnM 1.[I nor a M„w mm ttt /1 all H3 on r. to K M61 aA nln r faarot rtll wn ma. a o d..f .nl unns .nn m rne nom rroY f f. II f l!CL•l l:liilr/ Y'T4]'111.. Y Y l.:st II.\^'f 1' .]:I11;1 1:11.71 11CI•L:1, iY'a rtc' oay m [mom utrl r tstiJ a a ve 5 ran o L1C]r ]C.c.r tN rjiJ.ly LGJmV[1L"J F]Q1m VL\t!• m racy [c5r e::a rtai:.0 oe veta.r ua rya to a ev+c.av-v mn i rr.:u.__I..a>acr.t mad r+n m frlru b>r rnta r+n n- 11 n.l r.+r+nrn o Lfv c mm r-/% /P/: 4: CRAIGPARRINO R 10. G[.` 6924CR 579 Fd., o SEFFNER. a 33584 rcunucruaviSla nv. dmnPlrtnr.,; .: p l,mm Ir..IaILr ZeJ,f IJ J w PRECAST AND PRESTRESSED LINTEL DETAILS I— af.w, &—W f frar u:a al flake n: un roan ri aunlc [aln run. + a , GENERAL NOTE 1) YebtNe 1'e 4' d W . S00o pdfart12kWpn1Wdn..t00o o Ifeywl . ]OM pi+) pn /! .r• aese.dini3ne oecu.pH nb. e4e Ip pd C90 NF- net le pe ASN Al K u/nr per AS1/ Q19 0'pe r / S 2) N ede bK •Ebe OOW M t•iknnt 4 irA tumid IMll10, L— We M reeled RM• ITA eM 12At9 Nee 9 1/2 ieJr 9 e•/k4 k•SN b tm Wd. bS mem kd eed And }it 4) RA wm0. b lweeorctb Ndrde W e,ced IIdu9M to 4M= 40 kN adGed Hite, f} normsI®!6 i, 1 14n 101) 1n pl 4201 5) A Dmeb eed . onsd l/]SO de0eefd emb of 5eset/190 do:G^ rWa Uss Is rnd.d b _;,_ au dInemd Ik lbdda &AS•p11d. :.elan 1904d1 m epplea6ls. 9) see. gird Gdeb in twit: n e MW 9dw b k -toON ./ 4' immbn kdeoatd and 9' dteanbn eelkd nea.cesaMW atel we* " the .re2wbid m ic>le e, Amy YamA el elk/ 41 #-" kmmeN 10) 14R - rld Rote 11) bib" fdf Kid soar to it reeled it 0n Mel" d w gem 4OPo• lvac o eldiAner4 r - tam m wad / e - uauu F oA---: 12F16-2B/2T ameWINE J QMRJ/ ep IM W om 0 emiao ti r IteW g- e :;•. .. yr te.0 eeJ_ A;r', era b •!: i4Y ^:' YOt D1 ems q1 e1' IeR1 11) . Iteltl b r uade Ides itwaoe 12' IDrnMI MOTH 12) r r 12' WM .k9.-4 Me ede to m e.: be,iq d9 13) 19. r I ', ndece d fidre bddkd n ateM e.nvm deaf ..de en• hm e ao6q of duca ep9d b ecelW.te eon A9n e-m. 4. c .M..,.•'r„p 14) ab Wed v el tdp ADO kNr0. qr WdeqdeApp9td •girded bd NKe• lorrerAd bed + S Sor e.rlk/ Yed Sal. 1•Arodd bN IL 15) f. -Mp d. "I Note eat do. % m eem bad 1r...eel bee, Ati,M .Im.. Is) Fee 9dd i/90• an deem, m " bad ftoo1 ad b^9d N.0 0. 17) Sate bade ee rgaWVwd ak.aW reds. 18) Sai bode Oaad to t99"d OdP aMWO 9/ AO $30 d AO 519. 19) Ald9•m1 ble,al roe ap.dy ten k .bt.ln.d y a r/d/ed m.meb mne.a. deb (I•IIN 4bwe Ii.,, Sd bddme°" 1/2' CLR D 4S8 a SEE SAFE 1ATERAL LOAD TABLES FOR LOAD RATM FOR M R04T WD CmuJRCMU) FUL 15REBARFOR 6' LNIELS 5 REBAR FOR If LwELS or CM SAFE LOADS FOR 4" SOLID LINTELS 4--t4=m GRAVITY LENGTH TYPE 4S8 Y- 6- ( 421 PRECAST 1180 4'-0' (48' PRECAST 959 4'-C (54') PRECAST 789 5'-10'(70') PRECAST 460 6'-6- (781 PRECAST 360 7'-6- (901 PRECAST 260 9'-4' (1121 PRECAST 156 10'-6-(1261 PRECAST 116 6U8 6F8 6F12 6F16 SF32 6F28 6F24 6F20 Via' at.I - 7 12UB 4___lc... UPLIFT LATERAL LENGTH TYPE 4S8 4S8 Y- 6- (421 PRECAST 687 371 4'-0' (481 PRECAST 597 320 4'-6' (541 PRECAST 529 258 5'-10'(70-) PRECAST 407 148 8'-6- (781 PRECAST 366 118 7'-6' (901 PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-6'(126-) PRECAST 152 43 12FB 12F12 121` 16 l ;h;:e i`t.; :cad M24 OR 679 8EFTNEA a UW 12F24 12F20 PROUIJt. TRRVISKD Du11Ot1)+" t.idf N: FiwGb deft e'uyAMptenc:m / e p j o f Bglnliw Grio. CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 1SS 0m. 0699Y14 o2AYN on im" AL "I shlC dli IY1C !/i1! mm or cm Kmtk re. - He .e .nu _ ftftwm}rn tuns C - SAFE GRAVITY LOADS FOR 6" PRECAST U•LINTELS 4Z-`C4M116 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 SM-106F12-tB6F16-186120-1861`24-111WA-1 602-I0 Y-6' (421 PRECAST 2332 2676 3892 505D 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1867 3633 5050 6148 7227 8297 9357 V-10'(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 i-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4' (1121 PRECAST 584 660 1056 1523 2054 2795 3731 5017 10'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2893 3747 11'-4-(1361 PRECAST 457 513 05 1133 1507 1952 2492 3163 12'-0-(1441 PRECAST 425 477 744 1 1042 1 1377 1769 2238 2808 13'-4-(1601 PRECAST 373 417 646 1 895 1 1170 1485 1852 2295 14'-O'(168' PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST NR 299 455 1 620 1 794 985 1 11911 1 1437 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SAFE LATERALLOADS MDR- oaarACT I1.1 Mot C ta„.4, m SAFE LOAD PLF LENGTH TMPE 6U8 6F8 RCMU 3'-S' (421 PRECAST 587 TOSS 596 4'-0' (481 PRECAST 487 787 445 4'-6- (541 PRECAST 416 609 344 V-10'(701 PRECAST 300 350 198 V-6' (78') PRECAST 263 496 157 Y-6' (901 PRECAST 222 367 116 9'-4' (1121 PRECAST 173 352 74 IV-6-(1261 PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 1T-D'(1441 PRECAST 131 277 44 13'-4'(1601 PRECAST 117 223 35 14'-0'(16n PRECAST 111 202 32 17'-4-(2081 PRESTRESSED N.R. 130 21 SEE GENERAL. NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS C- m-o-on SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 6FS-11 SF12-11 61`16-I1 SF20-11 6F24-It 6F28-I1 6F32-IT Y-6' (421 PRECAST 1412 2074 2715 3356 3997 408 5279 4'-0- (481 PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1063 1592 2054 2577 3069 3562 4055 5'-10'(701 PRECAST 831 1222 1600 1979 2357 2736 3114 6'-8' (78') PRECAST 723 1097 1437 1777 2117 2457 2797 Y-6- (901 PRECAST 648 W300 124904 1544 m 1840 W 2135 2431 9'-4- (1121 PRECAST 75 57100 980 1252J 1492J 1732 1972 10'-6'(1261 PRECAST 514 462,.61 787 1121 1336Z 1551 1766 01 II'-4-(1361 PRECAST 474 404 to us ok 985 1213 I!S 1645 1T-O'(144' PRECAST 454 36700 619 888 W 1093 1299 1506 13'-4-(160' PRECAST 402 308(. 516 736 906 1076 1247 14'-0'(ISS-) PRECAST 36B 2851 475 677 832 1 289 11145 17'-4'(2D87 PRECAST 25S 20B 338 476 585 693 803 J) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NQ 4 ENS 0-1 44 a*rtonucrtmvtaro 00wrF„„ie,k nW1a, T QFf y,•j e'a7uuw""'O O( R/OP ` CRAIGPARRNO gy S • • • • • • • • (9 , 632E CR s79 ASG04'G`"cy r•_ SEE GENERAL NOTES - SHEET 1 OF 3 '•.;iVA .SEFFNER FL 3358E . n c FL. P.E. UC. NO.44756 M9171 m 3,r• ' • t -+ Y w, ? C` CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES c v e 1 Net IL1K oEuel-14 Dun M Am aum SCAM KI_% Mfi S/tt/Ol I CKCX0 9V CUM PAM P.L - M. A 44M I OLYLIC:9k Wt11 SHR t OF 3 9 SAFE GRAVITY LAADS FAR 49-- oocreer u_1 lure. e 4^11174M„ SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12u8 121E-21 OV12-10 12h6-26 t7F20-26 12R4-26 13126.21 gr32-2 Y-6- (421 PRECAST 3428 5000 583E 7619 9352 11060 12755 14438 4'-0- (481 PRECAST 2923 4232 583E 7619 W52 II060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 O52 11060 12755 1443E 5'-10' (701 PRECAST 1612 2320 321E 5234 8487 11060 12755 144 %1 C-6' (781 PRECAST I-W 19W 2679 4196 8421 10032 12755 144 7'-6- (901 PRECAST 113E 1628 2131 3218 4676 6756 9763 1 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-r0261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 IY-4'(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 3331 4206 IX-4'(1601 PRECAST 359 767 926 1294 1709 218E 2743 3409 14'-O'(1681 PRECAST 321 7200 865 1204 1584 2017 2451 3106 17'-4'(2081 PRECAST N.R. 4510 631i 881 j 1141 1428 1750 2102 19'-4-(2321 PRECAST NR 343 477 700j 925 X 1152 1380 1609 CRADE 40 fII10 ADOm REfl1R. SQ CFNEA1l ;TE ; 4 SAFE GRAVITY LOADS FOR 44^ oRFCA1CT...14• Deereee nnnn • . •..«. 21-tmn SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 12RIM IM-2112MV izwww 12ml INn-2118D76- 12E3D 4'-4- (52) PRECAST 2538 2942 5468 75M 9640 11669 13679 15M 4'-6- (541 PRECAST 2319 2740 546E 7584 9640 11669 13679 15679 Y-8' (651 PRECAST 1347 1941 3555 6395 9640 11669 13679 1567 PRECAST 1259 1758 3361 5954 935E 11669 13M 1587 6'-8' (801 PRECAST 924 1430 2633 4415 6864 1035q 12574 7•-6' (90") PRECAST 703 1203 2157 3494 52% 7922 9623 A638D, 9'-8' (1161 PRECAST 389 843 1451 2157 3203 44270 5417 hVFENon 4` eRmE toEnoAooED1EnlzscECFNE4mt mE SAFE LATERAL LOADS CAD 4Y DOCI`M lu "ree. e C SAFE LOAD PLF LENGTH TYPE 12U8 12FS RCMU S-6' ( 42) PRECAST 1295 4841 393 4'-0' ( W) PRECAST 1295 4841 299 4'-8' ( 541 PRECAST 1049 3922 2412 6-10'( 701 PRECAST 681 2547 155 6'-6' ( 781 PRECAST 579 2167 123 7'-6' ( 901 PRECAST 474 1771 914 9'-4- ( 1121 PRECAST 355 1326 5 10'-6'( 1261 PRECAST 306 1143 4540D 11'-4-( 136) PRECAST 278 1041 38 12'-O'( 1441 PRECAST 260 971 34 13'-4-( 1601 PRECAST 229 857 278 14'-e( 1681 PRECAST 216 809 251 17'-4'( 208 PRESTRESSED N.R. 16 19'-4'( 232 PRESTRESSED N.R. 534 130 SAFE LATERAL LOADS FOR 4'-4- ( 521 PRECAST 4'-C. ( 541 PRECAST 5'-8' ( 6n PRECAST 5'-10-( 701 PRECAST 6'-e ( 80l PRECAST Y-6' ( 9D7 PRECAST 9'-8' ( IIS-)PRECAST PLF SAFE UPLIFT LOADS FAR 49• DRcese r u_I lurm e 4w`Ou" SAFE LOAD- POUNDS PER LINEAR FOOT LENGTH TYPE IZM- 21 12FI2-2T 12F16-21 12120-2112124-1T 212E-21 I2F32-2T 3'-6' (421 PRECAST 2752 4287 5613 6938 0264 9589 10915 4'-0' (481 PRECAST 23M 3721 4872 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(701 PRECAST 1623 2527 m MID 4092 4875 5658 6441 C-6' (78') PRECAST 1444 226 2972J 3675 4378 5081 5784 7'-6- (90) PRECAST 1267 1767 2 3194 3806 4417 502E 9'-4' (112-) PRECAST 102E 1171 0 2006 2591 3087 3583 4079 10'-6-(1261 PRECAST 920 947 1612 2281 2764 3209 3651 IX 11'-4-()361 PRECAST 858 D 829 1404 1962 2441 2902 3364 12'-0-(1441 PRECAST 5149 753 12690 178&j 2201 2616 3032 IS 4-(160-) PRECAST 678 j 633MI 1057 148a5j 1826 2169 2513 I4'-O'(168) PRECAST 622 586 974 j 1365 1679 1993 2309 17-4'(2081 PRECAST 434 427ml 695 P 964 1182pq 1402 1623 4'(2321 PRECAST 366 370 593 817 1002 1187 13720 q DS MAKO 11 AWNXZ AM HMD I MWC106 FDR CPJX 40 F D AMM KIAR SEE CEMW WX N11 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/2" RECESS DOOR U-LINTELS SAFE LOAD -POUNDS PER LINEAR FOOT BENS 447 A: T E F 4'-4' (521 PRECAST 1626 2685 3746 4'-6- (541 PRECAST 1558 2582 3602 5'-8' (681 PRECAST 1210 2042 2850 V-10.00) PRECAST 1173 1954 2169 6'4' (80) PRECAST tD2o 153E 2426 7'-6' (901 PRECAST 904 1226 216 9;78' (118') PRECAST 7030 771 14124 kWOEI6 a PAADAIMS6 AK PEl M BETAJCTM FDR 40 MDD AM FKM su CEARAAA Mm K% 4 PR.ODucraviscD Duo1 dIAnD Cob'• UI IM1u ff"rlih Aweyta.¢ No C- t o , p? CRAIGPARRIND r '•'S70TVALE.•` SEFFNER: R 53584 SEE GENERAL NOTES -SHEET 1 OF 3REVISION I DATE AAAtoit4.V FL. P.F_'WC110.449% 1 '"""OC° °P A t ; —CAST— CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES nE wt, oASD1- u Km n: mw1 Ammo I SCAM u: M IAM I -DADS MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT ON REGULATORY AND ECONOMIC RESOURCES (RER) i t805 SW 26 Street, Room 209 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) . www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHI). 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 A141(in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino,-P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Pan'ino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturees name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively aErecting 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 att endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause*for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, EA, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H Imy A. Maker, P.E., M.S. NOA No. I6-0126.03 MIAMIOAOECOUNTY L-1 W. Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P. E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Case -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ramon, P. E. C.• CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/I1196, 45 pages, prepared by Craig Parrino, P. E, signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory, 2. Mill Certified Inspection Report #20-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Cerllfred Inspection Report #84400749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-MI9805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. ny A. Makar, P.L., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Dale: 04/28/2016 E - I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report 084-M20749 dated 04105196 for #S rebar by Birmingham Steel Coip. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1001-0209.03 A. DRAWINGS 1. . • None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003. and Drawing No. LTB, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed•by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 304048, dated 04123103, signed and seated by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. w Ifffluy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fr-om Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. S. 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. 01Y,-z-n W, // 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 i#12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. E., on .'March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. - By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL t#14-0903.02 A. DRAWINGS 1. Drawing No. FD8, tilled "Cast -Crete 8" Lintel Fabrication Details'; sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2014 Edition. Hi A. Makar, P.E., M.S. Product Conte'ol Section Supervisor NOA No. t6-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNUTTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. 'CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by CraigParrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. ffid5if& 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 4CAST CRETd' HIGH STRENGTH PRECAST AND l PRESTRESSED CONCRETE LINTELS Ni% C ' AN a tOlml7lro „itA ON: FlAli/t YYPE •A'• STIRRUPS 732.0 BAR nRRUPS 6 114- B U TELS IC. b wI'L 7/32 IRR" i BAR STUPS A TYPE •B' STIRRUPS Y n 6• 1 STIRR TA LS 40. SRC CiOt 1 1 ACJID 1CIOf71 I A -e 0. 3r bat 1- JI/nm a- l 0 3'-0• e 1! -a 0.140 ae7 eAe f 4I! 2 O ! - ' 9 1) -4 0.17e 36 7 12 -3 1 0.1 714 21'-1• D.tla 7e7 7 ]20 2l'-Y ! O 3-e 3/a•10 eH 7 3 Al1 321'-fo• to 3/e 10 2Y-O• 0.200 18- ea 32 eia 1- 23•-10" 6 0 4'-3 1/e• 102A'-0•0.210 to -o S" PRECAST W/ypLL2" DOOR U—LINTEL DATA TABLE U 1[L i LRECESSCYOliI auYO L 7 t'-e• N 4• 3'-0• 0.037 tat 3 tteM 7 S2 6" Y-0 A 4 0 a - 3 -A 037 e u 1 N A 0.OA7 3 eIOa -0MOOD0.0a7 0- a• A a-4 OWN e -o• e IMOa'1'sNNNNNI W pi1k uw INI'A' ".AWL 63 Cj• N/q gl, WIOa OOiG R t0:In WNFORCING G_O[ MINQ ON 460R .' M Mum •'•" 017 m w .10Yfa m1 n t1r J m6" 11NS MOMETARf NIOLVAI NI D R07mt0 FOR fXWM MMO7AL 11 0 MOIWIte 0f corim!T unl Aim CANNOT It tfl1001 m OR Oplltmilt ITIIRM I)M MION OA111IN CONSc111 OF CAST-COM O3A. INL I. R[WOetNO sim. 7/A am AI N 01% 1% /a. S. NOIC1 IN[ t01AL MOEN OF 111111Rt AND IS 0c0AA OAAOt 10 ASIN Ae1% 7/16 NCM K"00 11 CONNIO SIARm10 felin L"14 NANUCI IMS L011d[LAlAIM" fatS/umm m Of M[ KWOMM Wa Me 0A101t NO. OI 1NND 3 . A. 11901 INtSNIANOASINAAK I. c"c"Ic 11mmif. • aloe P33 IOe e' mmIIIIOT cum o. 11DR[L enD,Il 1 tnAAvs FA01O4Fealebztt LN10S1 f. • 4000 F9 roe ALL l is NDIOs a fOLPUMAmt MU f[A MUM a 0N41 1tn0S. W 01.iLL Of mi DC% 1M QUO 10LRV N. W0a fxWAM fond . coo a 1". Of fRtStt[15tb uw fL t[INI0t010 CAME 4. SIR~ IN1 fellitts" 10 t,%a, unm Alm t IL01O F0011 l ENS PRODUCT ttMSI!D n[ oagdroO ,eiA ma tLAOa IIWMlnbtwa v(/" AaxefaaceMo_- 09 0i,D2 A. MIGPAR EOA. C / ISa UAu "loot leewd" amCA79uR1Q: G\C .`, SEfFNER.FL 3ZU ynl f:N../`, FL.P.E.LIC.NO.44756 min CAST—CRETE 8" LINTEL FABRICATION DETAILS Q &F!F I'RAXnTY LOADS FOR S- PRECAST w/ 2- RECESS DOOR U-LINTELS 4 w>n adre SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE RUB Amoco 61r10ae 0e 6m76-oe WX-10 esrb-fa MIO-12dine-IA wn-le W71-1e AA;39-le 1'-4" 52 PRECAST7 1635 1749 33H 4349 S421 4493 1597 1991 3699 N14^ 11Berle 4639 BD60 9479 IM93 4'-6" 54 PRECAST7 1494 1596 3063 3960 4946 5l24 6904 1730 3699 6039 6060 9479 10693 5'-8' {6$' PRECAST 865 220 1770 2277 2839 3402 39W 1107 24e1 0309 0 7017 931E 5'-10'(70") PRECAST 10 659 1653 1600 2124 2949 3174 3700 1113 2342 4241 663! 7402 0706 6 -$` (8D7 PRECAST 797 901 ten 3110 sae 7797 644e 7360 9a rM 3120 Sae 7915 9470 1 7'-C (90' PRECAST 669 753 1490 2459 3776 5743 7239 U23 755 1420 24S9 J779 5743 6996 1 9'-0` (116' PRECAST 411 465 999 1566 2253 3121 4091 3149 526 99 1560 2753 11x9 4150 509E U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR SEE GENERAL NOTE NO. 4 CENERALNOTES rc 6' paw bw - 4000 oa r. rtWm4 riel -woo W h 9Ae.1 - 3ow w n ,erm•u, 3/d lab e",y.1. aIL p. AWN C10 aM m.Mwe n1a.. mewatlbe 19W P1 r.4 W, AM A61S . W rraha-M rba0 rr.[r AS01 A416 &.r 270 b. r hft mMMA37b Q1p Ilr. N iS 2) Ab .e% 1.d I.N. Wd M IA1irAro 4 imb tl-Tba MAW lti.99la r59r.ak.4 ir701t a b..69 kqm bMg am b.m 6 1/x s're 3) fail. Id mY%f but M tea. ) h 4) TG.r OW6rIn .694 , HIw4a 14 wta A rdwlio la jffypp¢ 6mm.../ r5S ..oxi a ion IAb) SWillb" i pp4 od uFAC311ry P.1b..r 4d. 430 6w n-r w ba¢r mab 6) Slw. Mi Mdj o oW.& ult4 9 7) On 11 ,e w M b. amt6k4.6 1a b. Is neat e) bN4>bllr/atatam m a GM nil mob eA w t ,bkd.la cd/. r dnrd.4 d.a•" 1) lV b'gna nq A.A. .A. a.abir.l.a Iwr tan w a. wo Uri by trI6AoW4 Oe mad.n ,abCa6 nr-ed and lea a •-.m ben W Is. a .oral. 10) 9A - 9d Add It) 9.0.m SN adkl tAa to . I.tdt4 a the bAm a W bdd If*. SAFE LATERAL LOADS FOR w eomCA4lT ul!" RECFSR nnnR 01 MELIA am y SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 R0 4'- 4' (521 PRECAST 758 757 1164 4'- 6' (541 PRECAST 694 693 1073 5- 8- (681 PRECAST 408 407 655 5'- 10`(70') PRECAST 382 381 616 6'- 8` (8D7 PRECAST 595 788 464 7'- 6- (901 PRECAST 509 674 363 9'- 8' (1161 PRECAST 370 490 214 o SEE GENERAL NOTE 1$ 17) . Udkk d vwvaw ,•4ma a W ar b .®ma.r 13) 14 •dWa mama a brdl :Ubkd It akdr a tb iD .1mw sc. 6q a •ad .p b46ie w dwm .14 ASIM C-426 .MSMlad 4wodwa+.6. IQ U.bb 1.dd ltnJl•nt..17 ab •w 1:2 a Md) .d I.hr! M O bda .Iw44 ba eteebd la Oa a I.e6 d'L IE. M1aM9 gslba Apow • a6.1 bd 4 ApOmf MdAWA bd S IA Sid. r.ad bd Sdo h.1m b bd Is) ra wmpab bra blob ed aum. w Id. tree bam ea, bur WpN a.m 16) W Ltd Wger .a 9-06 -ta ata be• b m ,r•1 b" 1110 emL 17) Sa. b.•r im nq d*" dawlb Ma 10) Sets koh bad to n6.•a d.4. enlj. I.r AD S30 •.• AO 39 19) Ada.10 bled I.d <.pdy con a .qW.! Ue~ r.iy,a y I,.idr,e •edtr doed .eeaw mta+1' tai, DC17i a iMd. Sea 6oW Idw: SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS s srCivaro SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH E ft Bete- n Ei tt ee62o- a e1r14- 1 m514- 2I mute - I 6erle- em2x- 11 ar7x-: ewn6- 1 e1011- 21 eFrle- 11 W30- 21 52' PRECAST so us 2392 30Sd ant 4445 140 60S 1665 1362 3056 3751 4445 5140 4'- 6` (56' PRECAST Bey 1404 2272 29b 3607 4275 043 eel ISM W2 2339 3607 4275 4943 Y-$` ( 6B7 PRECAST 67S 12 7797 2326.1 25S4 11 e75 128 t797 1320 2054 11 5'- 10`(70y PRECAST 655 1207 t716ty 2251 277! 0 6% V1233174% 2259 2773 729G- B" 80`) PRECAST 670 1960 r 2422 329570 192024293297'- 6` V QO") PRECAST 306 1765 2, 166506 17FA21U966(116 PRECAST 1222 1340 180395 13M170153EU) THE NUMBERS M PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESM SEE GENERAL NOIE NO. 4 flUfl EF9 8F12 SElfi TYPE OFSIGNATION F - Itaw wm am / u OI - ius rsom a MIX wnr F49w6atorisawA7aa11w ltom- J L ouwln or 13 N000b1 Mao EMU A7 IN IsKmA7w SEE SATP MER L LOAD U CS FOR LOAD RATING Bf32 Fes$ roRrAaAoolnoNAl1v.:•• RTDSORCED CYU (Rcw FULL COURSE PRODUC'rRENEWED 1/ 2-' 2) J5 REBAR ewe W th • e 17m1r GR40 a OR60 FaA.apra N. o 971yr• A tlae Iat ( 1) IR04 t- 1/e CW t 6Tow I$ Uld Al MW 141. A s e ACPA 69t1011 HIMMM PWAKD N wen E 14 • I' Rfmcr WIVISIO) 0. 44 ilb do pjw,da Cbda OF/ t' Atwptw A..epae-K. 1n111oolAalo 16 qCHAIOPARRMOG v. 6324 CR 579 a e` 1 SEFFNER. R 33584 L. lq:Mana:la:La=:tr,rauli.u.r:.r.ta,.,a. i."....... nr[ aaa:9:iirr nr r n;Iy r8" LINTEL I: IlFfflf=lil.: me[ .,71E =: l.1= L•L `,.i''. FABRICATIONDETAILS I•\ GTdCrfi'fil'7-ItTi lii(l Yrzr[,>>, I\ Gi717YX(,W.P.r.1:Tei -- n. MIAMI•IJADE NIIAbII-DADE COUNTY1mY DRPARTAIENT OF REGULATORY AND ECONOrIi1C RESOURCES ER PRODUCT CONTROL SECTION BOARD AND CODE ADMINISTRATION DIVISION rn ) t 1805 SW 26 Street, Room208 Miami, Florida 33175-2474474 NOTICE OF ACCEPTANCE (NOA) T(786)315.2590 - miam F (78 y 3 olionl9ivnvminmlJndoGov/ecoiwnry Cast Clete 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 date stated below. The Miami -Dade County Product ControlSection (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 theacceptedmanner, 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 detennined by Miami -Dade County Product Control Section that this product or materialfailstomeettherequirementsoftheapplicablebuildingcode. This product is approved as described herein, and has been designed to comply with the High Velocity HurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: ( Cast Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I. of 1, prepared by Craig Pan•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 411, 6" & 121, Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parritto, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing theMiatni-Dade County Product Control Revision stamp with the Notice of Acceptance number and the expirationdatebytheMiami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a perutanent label with the manufacturer's name or logo and the Miami -DadeCountylogo. 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 afi'ectiug 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 anyproduct, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply withanysectionofthisNOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -bytheexpirationdatemaybedisplayedinadvertisingliterature.. If any portion of the NOA is displayed, theft it shallbedoneinitsentirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 1113-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 aswellasapprovaldocumentmentionedabove. The submitted documentation was reviewed by Helmy A. Makar, Y.E., M.S. MIAMI-DAADDE CO rI`'` r1 ; ' ` NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1103-0605.04 A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, AE., elated Alarch 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4 ", 6" & 12" Lintel Sgje Load Tables'; sheets 1 through 3 of 3, prepared bt, Craig Parrino, P. E., dated Alarch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and settled by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Ur filled Alodels, total of (13) concrete lintel specimens, per A S TM E- 5 2 9- 94, prepared by Applied Research Laboratories, Report rVo. 30404A, dated 04110103, signed and sealed by Christopher A. Kamon, AE. C. CALCULATIONS 1. Calculalions for• Cast -Crete Lintels, dated 05129103, 207 pages, prepared kv Craig Parrino. P. E., signed and sealed by Craig Parrino, AE. 2. Calcntlations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualio, System Alanual for Cast -Crete Alachine Alade Precast Lintels revised on Altnv 1, 2002. 2. Cast -Crete Qtralll.), Sljstent Alanualfor Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrhio, P.E., dated Alarch 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables', sheets I through 3 of 3, prepared by Craig Parrino, P. E, dated Alarch 24, 2003, last revision dated jllarch 1 /, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. q), Alian ii-Dade Count, Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. I p Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/20 H E-1 Cast -Crete USA, tut. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMQTTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawhig No. FD4612. titled "Precast and Prestressed Lintel Details'; sheer l of 1, prepared by Craig Parrino, P.E., dated klarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables'; sheets l through 3 ol'3, prepared by Craig Parrino, P.E., dated 1foreh 24, 2003. /as/ revision dated Alarch 11, 2008, all signed and sealed by Craig Parrino, AF. on A,lar•ch 22. 2012. B. TESTS 1. None. C. CALCULATIONS 1. Atone. D. QUALITY ASSURANCE 1. By kflami-Dade Cotnuy Department of Permitting, Enitlronment, and Regtdatory,4ffai s. E. MATERIAL CERTIFICATIONS 1. Norte. F. OTHER 1. Letter fi-orn Cast -Crete Corporation, dated February 03, 2012, signed and settled by Craig Parrino, P. E., certifying compliance with the Florida Bullding Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Aliamt-Dade County Department of Regulatory and Economic Resources (IER). E. MATERIAL CERTIFICATIONS 1. Norte. r 1 ny A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. I4-0903.03 Expiration Date: 09/11/20i8 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P. R, dated March 24, 2003 and Drawing r\ro. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables", sheets I throngh 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, loss revision dated June 12, 2014, all signed and sealer! by Craig Parrino, P. E.. oil August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, AE.. signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Manri-Dade Cormgp Department o/'Regulator j, mrd Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fiotn Casi-Crete USA, Inc., dated flugust 19, 2014. signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Helq%pw. Malmr, C.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 AST- RETE& HIGH STRENGTH PRECAST AND14CPRESTRESSEDCONCRETEUNTELS TYPE 'r TYPE 'A' SIIRF EWE 1 ROME vur u vu r i s s f i Lq Win'. n om a~ SOLID LINTEL DATA TAM E b'I tGlM;rl itiir® IGIWIM%® p gXON1f v— i11CON11 riC7•Lrflf ,,, 7Q-a r's S1I 1U® aCli [tlZ 1:L'Sai7 i 6" PRECAST U-LINTEL DATA TABLE Ir 6" PRECAST U-LINTEL DATA TABLE Ir iy r;I KAI%*iE—"RM r> Ftli rliSL.l oast.17eiLl)alst n Faa F Fl:ira.0 1 Dana vmR,.,a,•. oa Fart r oF[In,• 1rsaFrlrnr7e>ar n F7sa7a rrn Flts>. rni! s rary nrmn raa va o rry r rss ru.L armv m+riLaiar o Ftmr rrr>tr,ru_ aE rt>t:t•_r vrr rravr7a77r77llVISS 1FUTOr MTGE711Lff7TW aver rilafir=W-77112,41,Frrcwffilwumrli!S: 7R$7iaTo..rt-avr;rvArrzm rr s[ F F l "f „ iRE7 r*m„rf2-ira7 0 may rxm m>• r>.us_I Ficsa r 1, ,, , , mass oc1 Faces trtv 7F7Lf[l}7Cliril L:FFdinendf1 17' PRECAST U—LINTEL DATA TABLE 4SFf W i F1•f17-L'i,llt S L"r r.Ino K"XMZ®IiI 7Effidlkh;llFtsaaasterrta_^ eta vi a:. try ma Fs FUCJarus zj2mrUF?'I.I L&LA V"-j LJGLw C/ns o Ft7ai5f®ll a[1TI ull3rJ'J[ IAt1R'I^l.y t/d L 1394101 rat0 tiara om>, u r uu ua,i r ea ti:,sYr-a F3Cio rranrmt©rf»Frmmlr> T,'1,rtt 7LL.t7rllZ'9Lgi7 rr r22L 1l 1 E[7iGi_'3iioOoameSir7FTFlfFf1,"1yFIIa¢yiUWIsHI l1i,^_,,_'QmfniCa0'l a FBat LaNIF maaoeuo 67a51 L11i1rt:>rfJ.1i'!_IRCIar r mOaCL'iO maa[::fri.a]_J[1 Sa rr .:, imOaF)c3t.>• na notncun wawmyf a nuww ra naul. urto.u. M110tD I" CVIOin urc AM CAMS of tt loollm all OOI=* me, 1. [Otm01 Inc4 t/)c 64 AM US% rL A .Y rI tlttl Mtn" sto"Ilo I .1 12 [ 1CnN . IIOI w IMII A YM YU S. 1Y0 = Pot1 Ib/N M MRM" Mean Yl ipOnc SLUMS L tCr1O[It IfI01CII0, f.. 006 M M u . "o uD It Iw SAW [Yn 00 Y On KISTOM t "M IN CAOM - ML of tu"Ll MCA; r.. NOS IO 1N . MM, Nnpt f1wRPt . 4 MO Itt ION Im "M I.gtAfft WML a" L IIIIIY Mtn Hero It M 04 m uct / RUM IM LM I IL10M now MW toL 0 100 It O 00103 YIN M&PIC IOY rm. G •• GEN • Q 0.4 PF7ltDlILY NIiV15CU nIOOd7I^C nW FlriS malav'rbl.4--..0.. & 03 AEggimiwlmlo='•/++f O ' O p '%/'p•' CRW PARRWO OR1Q.G7.` 024CR$79 n a', ONAtvtV .'S F. LiC. L3394RE447m o PRECAST AND PRESTRESSED LINTEL DETAILS Fu Kum OMM-14 w= Ir. RAW aw scut Lt sror am t/Rr/nt Imam A: oss MIL N1012 FWtl1 slme 1 q GENERAL NOTES 1) AISIrMIe: re 4't>uedrM"-MOD rd ra l ed u most.o"d - sox raer4.b .r.4.prf uNe.Mfge l) ft ASifl CSD .Ui-mii m ne! r4 ear Am Aes 15aa0r 1D i morbr W AM C270 " N a S 2) AT We boll rua buM d mikWIt 4 Lich wiia bah¢ f—o-, and h. irAe rmw4 ZOZ YpMat^I kaO b rs. Itce a t/2 rota. J) Pie dft all Mello bd ew bad %ML 4) % rNnba In p tbc;s bdWCc m. Plant 996"m br Weft 40 O4U .ailed ab.e. L—gdt, 1/ nM 42 i.1 - 1429 (21) Age ill 11 S) At War mat er weal JW 041beebn • 12t weeb w imotea y1W dkc9m a foal Seli•, MAI a or"IL Heroo Siaq lt) 9ar. ors rural a ,*.& 7) 4' Said Order b b. barbed ./ 4• lmrmb. Mdmdd .ro e' memet .erect e) bMleOen/al.a unt of Wa —0 C." .im U. odAKh-rd a 41r1n04d d.4LrNaa R) Re my two go ff a. --a" firLW.m 'b 10AMd a- Lvy fimllk$ byb. lea el lopped 12) .riaeif ie&bL~ is r rd•wl&4 Vfrn0 rkha a uM .Nt b q Ths al"Ia vximce a WIN, WAN it UUAW COMAS MWJ) mob " Mn 0= . 1 .eNe• MW r amaa...2e AS111 C M •• MY "Puns ftdk9 14) the:. bold bob " tab M 4h.dtN la .:rsasemliIrw e..•L M ale W bOr.;.P ppfee erSat Wd + "M ealtadN b" S 10 Sd. - Ud bw Sr heck." bolt 15) for LmPae. Kiel bAttb •a dam we ar bed hem mud roe hold ab.m 16) Fer Not bl*a net alto W. .. b.d loon red bnp.A I00 "a.n. 17) 9da bob .L eolLrgaU abet 4 raft Sdo rob blow .. maml dccWn Says p. Act 11d will nlAOs )119) ablawdrardarad so.aa. r.aarq trio ( ao.e Ilu by " am dfAiNW Grt Su dl" bdbd- 1::+' . SEE SAFE WEP LOAD TABLES FOR LOAO RA11NG FOR EACH ADDITIONAL R13NFORMD CY.0 000 CDURSE S REB•R FOR 6' LDTIELS 1 2' CLR lYP 2) 15 IBM FOR 12' LOITELS CR40 a GR60 SAFE LOADS FOR 4" SOLID LINTELS 4--- 444r• GRAVITY T LENGTH YPE 4S8 S- 6- (421 PRECAST 1180 4'- 0- (481 PRECAST 959 4'- 8' (541 PRECAST 789 5'- 10-(701 PRECAST 460 6'- 6- (710 PRECAST 360 7'- 6' (901 PRECAST 260 9'- 4' (1121 PRECAST 156 10'- 6'(1261 PRECAST 116 12UB CCRrn UPLIFT LATERAL TYPE LENGTH 4S8 4S8 Y- 6' (421 PRECAST 687 371 4'- 0- (481 PRECAST 597 320 4'- 6- (541 PRECAST 529 258 5'- 10-(701 PRECAST 407 148 6'- 6- (781 PRECAST 366 118 7'- 6- (901 PRECAST 280 87 9'- 4- (1121 PRECAST 187 55 10'- 6'(1261 PRECAST 152 43 12FB 12F12 12F16 10) N.R. - Not Rail •" - .y••;i•• ;^!•' 1i 10 btbm rteb wild r4ea b be yard a th Wtar d w fad ar*. ::i ;.) •; til: y'i::.•'`` a i:;+.::t':;. 6U8 6F8 6F12 61`16 TYPF OFSC•NA710N •._ . ., r . tw..71r ara0 / o . o.nae h •' • • c::: .: ' t, . 0A41a o N SOM 4 •• • • ''Yyy .a 1 'n' i i•:' rroloralYelNlr •Y ' 'Y•;.';e.. '.•`(.°ti:w•'' :'4-.•::' 4otrpA . nr-•I J Laoorar a ' • •!er ;'i: ,.., .: .. .;:: .:,'! few r4m KMN ,'•. '.'Y i!';.'_Y•i"'' ..t rre 0! me tr Loot • •`r .... =;. r :.'. .. .•,, . •. p' r e= la 4'L.R. '. . 'ti r:` .y.-•:. :Ji,`•.i.'r i•r'/'':1• 2. .• t/ raet • `!•.) ;_ •:a:- L''. {••ii i•ilr'ej , i::-+ ' i,i_•;}: :•: Yz ;,,•' w, L tom' G . '. 4S8 ; ti. It • 12F28 12F24 12F20 0 8 and eltoo0cl lusvlsln o .<''': r:• if Iowa IDr ::r o I AS rpor:'I arRO. ' .S; ': ;* 4o—N7i-e uilh lh4 Fwd, 4o1et ewaoo •t.. f Udldinp LLde mom ' Q- Atoybnee rAe ! e e 2 11 s ' ACItNl NL. n • • • • • • •, • : (l , p j: CWPAARNO O IbtwlAee . rP 12' No1DNAL PeD7N ''.tPr: •• R... 41,G ,:SEFFNERRFI 3M M. •- 6F32 6F28 6F24 6F20 'v/prVALe%'... M. b4 °"Cana°'" odds . FL.P.EUC.NOL44756 04" clot cW (/(/, . MWCAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 4WAINAMI CHANCES 12 14 l..-/ LLL--°'0'•' IR[ RAIL• OISVd!-14 OtA1011T. MAN AAfOf1x YJU: NJ3. 7 DAM. S/2r/41 OWED R: cbm ftMM s. - tm la 441116 pDIdML'NA U1e12 Slefl 10f ! r,- SAFE GRAVITY LOADS FOR 12" PRECAST U•LINTELS iMHI SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US IM-20 tn12-2912:16-26IV20.20 12124-20 12 W20 12 12-26 S-6- (421 PRECAST 3428 SOW 5838 7619 19352 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14435 5'-ICr(70j PRECAST 1612 2320 3218 5234 8487 11060 12755 14431. 6'-6' (781 PRECAST 1383 1986 2679 4196 6421 10032 12M 14416 7'-8' (90i PRECAST 1136 1628 2131 3218 4676 6756 9763 1352$ 9'-4- (1121 PRECAST 795 1216 1535 223D 3083 4167 5593 7552 10'-6-(1261 PRECAST 614 1043 1295 1853 12516 3323 43M 5632 11'-4'(1361 PRECAST 518 945 1162 1649 12216 2893 3719 4746. 12'-0*(1441 PRECAST 456 878 1073 1513 1 202D 2617 3333 I 4206 13'-4-(1601 PRECAST 1% 767 926 1294 1709 2188 2743 3409 14'-6'(1681 PRECAST 321 720 865 1204 1584 2017 2451 3106 17'-4'(2081 PRECAST N.R. 451p 6310 881, 1141 1428 1750 2102 C (2321 PRECAST N A 41 47790 700 925 1152 1380 1609 1) Tic mmm fA PAmxMsX Ala mmm swuuni 15 MN CRME 40 MLO ADDED F AR. SEE WVA NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl 2" RECESS DOOR U•LINTELS 4MM-4 M SAFE LOAD - POUNDS PER UN EAR FOOT LENGTH TYPE Uw6 12RT6-2B 12ffwa twwa mns- tMn- 12n26- t2Afl0- 4'-4' (521 PRECAST 2538 2942 5468 7584 9640 11669 13679 115679 4'-6' (54') PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-B' (6e) PRECAST 1347 1841 3555 6395 9640 11669 13679 156 5'-10'(701 PRECAST 1259 1758 3361 1 5954 9358 11669 13679 156 6'-8' (801 PRECAST 924 1430 2633 1 4415 6884 10354,1257 901 PRECAST 703 1203 2157 3494 5259 7922p 9623 A14M"qY-6- 9'-8' (1161 PRECAST J89 843 1451 2157 3203 4427D 5417 SAFELATERALLOADS CAD H. 00Rf`AaT 11.1 MIMI a C SAFE LOAD PLF LENGTH TYPE 12U8 12F8 RCMU Y-6- (421 PRECAST 129g 4841 393 4'-0' (481 PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10'(701 PRECAST 681 2547 155 6'-6- (78') PRECAST 579 2167 123404 7'-6- (901 PRECAST 474 1771 914 V-4- (1121 PRECAST 355 11326 5 10'-6'(126') PRECAST 306 11143 454, 11'-4-(1361 PRECAST 278 1041 38 12'-0'(1441 PRECAST 260 971 34 IY-4'(1601 PRECAST 229 857 278 14'-0'(1651 PRECAST 216 809 251 t 7 -4' (2087 PRESTRESSED N.R. 6336 162pa 19'-4'(2321 PRESTRESSED N.R. 534 130 SAFE 4'-4- (521 PRETAST 4'-C. (541 PRECAST 5'-e (691 PRECAST 5'-10-(701 PRECAST 6'-8- (BDI PRECAST 7'-6' (901 PRECAST 9•-8' (1161 PRECAST PLF SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 4MM-0-M SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 1216-2T I]f12-2T 12f16-2112f20-21 IM4-2T 12FA-211V32-21 S-6' (421 PRECAST 2752 4287 5613 6938 8264 9589 110915 4'-0' (48') PRECAST 2369 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(701 PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (781 PRECAST 1444 2269 2972 3675 4375 5081 5784 7'-6- (90') PRECAST 1267,j 1767 2584.13194.3806 m 4417 5028 9'-4• (1121 PRECAST 1028 1171 200 2590 3087 3583 4079 10'-6-(1261 PRECAST 9201 947 1612 2281 2764 3209 3653 11'-4-(1361 PRECAST 858 829 1404 1982 2441 29 3364 12'-0'(144' PRECAST 814 753e. 1261. 1788 2201 2616 3032 13'-4-(160') PRECAST 678 633 1057 1485 1826 2169 2513 14'-0-()6N') PRECAST 622 586 974 1365 1679 1993p 2309 lY-4'(206") PRECASI 434 427 695 964 1182 1402 1623 19'-4'(2327 PRECAST 366 370 593 817 p 1002 1187 1372p U) ME NI IM IN PNWMRSS AIM Ig1M11 MMUMM 11D1 CR" 41) 1`111), ADDED NE AA SEE CCHIPA NDIE ND. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2' RECESS DOOR U-LINTELS 4 r{wl n SAFE LOAD . POUNDS PER LINEAR FOOT 4'-4- (521 PRECAST 1626 12685 3746 4'-6' (547 PRECAST 3602 5'-8- (68) PRECAST 2850 5'-10-(701 PRECAST Z703771 2769 6'-8- (SDI PRECAST 2426 7'-C (907 PRECAST 2163 p9 -- (1161 PRECAST 14724 1) 9E NIAt M N hKATAM An mxcoO A@R n" E011 acc "u. m v,.- e f ; . • • • . , N101KRS IN PMEMAIM ME rGC41E1 REWCM E011 fl a 40 rEED AM KM SU ONIM NINE IA 4 . G •ENS • 40 READ ADDED NAMS[E CENEAAI Non 110. 4 44i 14To0vE rltrvlseR b My00" with the Itwij. 7¢ : * - Blildiryl Caee CRAIG 18 02469CR579 WmolRme utf / lam` SEfFNEAI.A 33M SEE GENERAL NOTES —SHEET 1 OF 3 A'AAONq Ft. P.E.ILTC.w0.4USS AIEMSM or . -CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 4 y— • ; - -.mur 4c .n.. 1ey' • J U:IV r01 MNC ORUA!-14 WA1M Alt J04A AAINOD SCUT: KiS OU-G CAT"'• •' . L" j;j,., DLL' 4/W G[O!0 IA qAC AIYLyq Pl. - 1114 M. M31 MATNU:N0. 17Nf1 SI[[1 3 Of ! J M'® FADE 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) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AItJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parritio, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturees name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur•after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other put -poses shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause .for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall bo provided to'the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA tt 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 7t- N I!1V2X*YJJ11 tiny A. Makar, P.E., M.S. i 2/fti NOA No. 16-0126.03 MIAMFOADE COUNTYo c' 7 Expiration Date: OS/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P. E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet I.of 1, both drawings signed and sealed by Craig Pari-ino, P.E. R. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, P.E. C. • CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, -45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratoty. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Amerlsteel. S. Mill Certified Inspection Report 484-M19614 dated 02/29/96 for 45 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01/28/96 for 94 rebar by Birmingham Steel Coip. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96for #4 rebar by Birmingham: Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2011 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report 084-M20749 dated 04/05196for #S rebar byBirminghamSteelCorp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03A. DRAWINGS L . • None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheetsI & 2 of 2, prepared by Craig Parrino. P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of12) concrete lintel specimens, per ASTMF-S29-94, 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 L I through 1. 493 and 2.1 through 2.336, prepared byCraigParrino, 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 onMay01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. k. . ex A. Mal<ar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 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 I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H49Fwo A. Ma ka r, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. 'OTHER 1. Letter from Cast -Crete Co poration, dated 0210312012, signed and sealed by CraigParrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, filled "Cast -Crete 8" Lintel Fabrication Details" sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, AE., on August 19, 2014 B. TESTS L None. C. CALCULATIONS 1. Calculations for Iligh Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Mlami-Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter fi-om 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 Conttol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. L'-t l / wzz'e—_ Hqj5if 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 M AST_4RETE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS L IRRUPu STIRRUP DETAIL llaf M.Il 7/ 32'I M STIRRUPS TYPE 118" STIRRUPS `r n STIRRUP U- LINTEL DATA 'TABLE is Y CVyt 1IM I LDMTH I 1VPr SPAL'w Mo m a - s 0, 134 M2 3 3 3! OM 14-6- 3•- s Ia- a140 DOt MR II-S 2VA s- 10 - s 17- a also A» Tit 11M 14 st BAa o -A• a 1 - 4 7t 1 1 -S to -2 6 4 -! a 1'-' D.IS TBt 7 too S 1 - 30 I, 3 7/ 32 SAIL ll'-!' 0 O 3'-6 3/4' 10 2!'- 0' O.tDD sN 7/31 BM 21'-10' s O 3•-10 sp 10 tA'- 0 O.2H bs 11nB Is 7/32 BM 23'-10' s O 4'-3 1/r 1 10 A" MorPACT W / 00 ornrc nnnn JAl? T 1ID MOM" i3CSimE1 i1:•T/L•t:S1!.T.G 7!D Orono M" 13 EM110- MELUartLlt:Alltv..,,t/ 5r. MIMM om++ ii.atll u:Inr I f,, 17LI" EtaYm lima Laf2l i la[LaL1 IIS!!.r OQivLi of @Af7[ Jlltils[Sfi11 lRdGf!'f lL"©L1t rtl. vr rrr.:a-aE• IrlayrrSaami>t aa o. Rn' A' la —Ps ". — WM me • r as.Nn r• AIIAI wino K • A• Mw 0/ 7' r Ilf A%saw Mr ..+ lM1TL OtlNroonxn [At[ fAON411ON "00ft i'r0UVo11s ro •.• r1Mws mi •r sO.MA. nos.. u tw ty, r kAr1 o r ssttTKssfn " MIlk MIMt1190Mo CACc GOM ATION YOOft U- LINTEL DATA TABLE E${ i nR onz tii r.Y.Y uT:FiliiANlL:y ti l':L91J i® f• TZ 17 Y1"'1- it10 T' CStY.9 mrXnMaiar1jff 41j4" Dm EgrM M110 ryu m i R7ff.1tVtt3. jEa,.'1M1.7LM MIT n i ri1 t 1 11 1 FYa'] VlflyiF7Ql l // 7 t7• f i J f t l i 17 D®[Yf tt 7a 0 alma imMrZ v TEwatcu o m rr ran®rcTLT Trt r rNramom m r3CrJ K!<7 f I IF fs lyyi f// 4.mf i F3G i 0 rf auff—1 1 ri=113i iCF[[FSdiiEY'.' Tows rDONKUK w0ftwom a t110TIDm foo paccow AMADYAL n a PIED 1EO IT CO TMT LAWS AND CAMMI K AtJRWJUo Oa 0131=010, r111Mo" 11M MOM VAIIlu CONSIM A CUT -Can[ MA. OIL TOM 1. KO aKU 5111t T/St IM UN UI01 ts. H. a wolf. 1K told M1NKt of Spsaa7t AND As uoM OWE to ASIN U111 t/lo Mt11 Kamm is c"InED twIMO rROY tYfil OUMM atoll) WV-1tlAw1M1 PEMI M uo or ou stwoKm CAM Pot cxuvu SaIAMD UtM'IL 11: OF SPOM . A. 1MM TK s. CONCRETE SIKMOIIO: I.a"o rs1 MR A. DIWMNO fact )moll uMd t 111ANrs MutKSt1S tO11Os1 r. . OM rN TOR All tASIM MR UM, McAsi a MOM ultBs. A td Pop= Or rourawnut now to MmMO rK7lR153, rORCI . oJo a IM. CUM, K COMM MAY K USED M M alw+ uM 71 I gIN, MillymuD or Palms= Lank SfI1RORCOM clef m Islas uri m ANA 1WMRUN6 togas. ENy' ' PRODUCT It VISIM u lmt,l)i 61r11O"Fk kh 1111IA CRAIG PARAINO ftCO ; AcaplNrcnko¢ o oY o2. OM CR 579 Gc Mrtm Dd O SEFFNMR 3ZM jn eAMC 1" NG,. rr,ONAL slr. fI.P.E.UC.140.41156 CAST- CRETE 8" LINTEL FABRICATION DETAILS wlll41 I MM M = Mille. t. - lta m /atu I Y.1r, UI m solo AAFF GRAVITY LOADS FOR 8• PRECAST S PRESTRESSED U-LINTELS TIRE NUMBERS IN PARENTHESIS ARE PERCENI RCDUCIIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. I SEE GENERAL NOTES - SHEET 3 OF 3 or SAFE LATERAL LOADS FOR a" a noc-comn I1.1IHiel R an SAFE LOAD PLF LENGTH TYPE SUB BF8 RC'AU 3'-6' (421 PRECAST 1025 1024 1598 4'-0' (481 PRECAST 765 763 1309 4'-6' ,(541 PRECAST 592 591 1073 5'-4' (64') PRECAST 411 411 745 5'-ID'(701 PRECAST 34D 339 616 6'-6' (781 PRECAST 507 721 490 T-6' (an PRECAST 424 534 363 9'-4- (1121 PRECAST 326. 512 230 10'-6"(1261 PRECAST 284 401 180 11'-4' (1361 PRECAST 260 452 154 12'-O'(144')PRECAST 244 402 137 13'-4-(1SDI PRECAST 217 324 1 110 14'-0'(16n PRECAST 205 293 100 14'-8' (176) PRESIRESSID N.R. 284 91 15'-4'(1a4') PRESTRESSED N.R. 259 83 17'-4-(2081 PRES1RES5ED N.R. 194 64 19'-4-(232-)PRESTRESSED N.R. 148 52 21'-4'(2561 PRESTRESSED N.R. 125 42 22'-0'(2641 PRESTRESSED N.R. 116 40 24'-0'(280') PRESTRESSED N.R 91 1 33 SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LTNTELS i4sr is4:t4iI SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH Y-6' (421 PRECAST 4'-0' (481 PRECAST 4'-6- (541 PRECAST 5'-4- (647 PRErASI 5'-10'(701 PRECAST G-8' (781 PREGSI T-6' (901 PRECAST 9'-4' (1121 PRECAST 10-6'(1261 PRECAST 11'-4-(136-) PRECAST 12'-O'(1441 PRECAST fY-4'(1Sol PRECAST 14'-O'(1681 PRCCASI 14'-8'(176') PRESTRESSED IS'-4'(1847 PRESTRESSED 17'-4' (2091 PRESTRESSED 19'-4-(2321 PRESTRESSED 21'-4'(2561 PRESTRESSED 22'-O'(2641 PRESTRESSED 24'-O'(2a8) PRESTRESSED SEE GENERA. NOTE RD. 18 ON SHEET 3 Of 3. (1) TKSWORSIM, Ron Fftootp BW&S mocw. C MCI adatl Qon / 7 9 `d3 n 111C i Be ARE PERCENT REDUCIM-FOR OWE 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 1 PRODI1L7 R1iVISDp I1 6R lhlba Flellda l TE QF a CRAMPAFO11N0 CoR SEFFNER. FL 33504 bl Cnnuoi` sl/na ni C • FLP.LLIC.NO.447U AST—CRETE 8" LINTEL FABRICATION DETAILS w-uI mm o: Ouw row. r.L - ae A Aaf4 vmwa rm to wac SAFE GRAVITY LOADS FOR 8" PRECASTwl2" REcrsS nnnR r1.1 lmTc1 e 4AWN.O.Amm SAFE LOAD - POUNDS PER LINEAR FOOT TYPELENGTH A6(t Oo elr6-le dsl WIO-le Wn4-ae mm4-1 3nb Wl! a6 Alrl!-le 434t V122 uu2:-te 5421 ew2MII wn-1! mw W3o-a6 llulale 76674'-4' (52') PRECAST 105 249 1 sD6s loft 69! MS tw! e060 94" 10893 4'-G' (541 PRECAST 1494 1586 311{3 2992 396e 4946 502* ON 1759 3699 52" 6w9 8060 479 10e93 5'-8' (681 PRECAST 866 920 I r70 1716 2277 2639 3407 395e 1167 24e1 4567 GAP 2 7917m 9311 S'-10'(70 PRECAST 810 1553 1NO 2124 2949 31A 37M IW 2342 1 4242 0630 aso. 7402 a70e 6'-8- (801 PRECAST 797 9m le2s 3120 SN6 t747 l44e 7360 901 IIOS 3120 SDIe 7l1S l479 1 7'-6' (901 PRECAST mg Ass 1490 24S 3)76 5743 723a Sf23 7SS N!0 2459 776 nu 695 lw9 9'-0' (1161 PRECAST 411 4a6 999 136e 7w 3.29 4w1 3140 S26 m IS60 2253 12f 4150 Sall 1) THE NUMBERS W PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR. SEE CEMERAL NOTE NO. 4 GENERAL NOTES p WImb14: re a' pmd km . 40M p1 fs oei. GD dd+ sm 0• trA a4my4b an..L 4...eq da v C90 d. rb:nbr NI mN OOOprSW A W. a b0rtlmpitASOIIRIS 4/t416deq pASWme Om 1p AIIS 4tao v0 inmb WmWQ70TMN•S 2) N $do kd I.M. b..d m ati.; to 4 lad. G,r1•d UW%12. EDCOI90. Sbob I- Willy t al! etl OIN6 avd to MRLN,= 0 4aAy bepa 6 Imas Ur 3) heft w bmur m d ea Ita )tA. 4) TM —% a to harbor I.dgtt N dm4mA ..daub. to q.h 40 Oro .am r.W. 1t41 ce1 r-6' a ld V 32-10 p1t Nay t a . U12 4a ASS rt6elrje3a 4N77yy)". a301 pl 5) AO 4Wt =A ar m lf3WU. T Lt47[tZP'Llumw newh k/Jla6 Mlt4 4- .a1 bayv aple Use i4 0b9ed b caurObn W lwko hkav i.d Sabo I6O111 a 4e 6) Art ISM OdN a scrArea 7) On ) 7 rtbm mot be s*e dtl 9. In is re m4 9) laAyttVe. did LLGad aW arnAr niD Ua eamOtmN 1) iM Mibnar a w twbtl. aaaw4rd.a bad. Arm• Ya aA* bo mw a b3 a4kd 4 0• mahn ra bum' A1bIW am'tau A May Y0m 0. Abe. M . qwL 10) 1JE . RA Ruud 11) %U m SW addW I-bO la to leaW A Ua b0am A O. 4W te.97. SAFE IATERAL LOADS FOR n• seenAer... r..w eer.re..................... Ce.r/ wm SAFE LOAD PLY LENGTHTYPE 8RU6 8RF6 R# 4'-4- ( 521 PRECAST 758 757 6IA 4'-6' ( 541 PRECAST 694 6931073 5'-8' ( 8n PRECAST 408 407 655 5'-10'( 707 PRECAST 382 381 616 6'-li ( 80') PRLCAST 595 788 464 Y-6' ( 90 PRECAST 509 674 363 9'-8' ( 1167 PRECAST J70 490 1 214 a SEE GENERAL NOTE 18 It) uwb a. Gooit Good vA 5-l/Y Wq r.tdm d 0a od to eramoo" aAad cd NM•ukf we voot* 13) lbs mew sorb" A 6kb b,bua b tt1Mr ab Mir/ ! tl.m I,.a 6%.4A— ge6e/ i bU4ree .l5 A41 elo9111 a Mr i/N(MegN•ONCTN) U.bb ." .i.-.odw br alb wWN 1 J .OL IA. Mlod eprtUeN b.dA." 1a d.tld w bib h.6e9 Aw" w kw 1. d 40,00 Atdlimltl btl sd4 _" to 4 Sib boolmml bad f IA 13) Far aee0tlb SW a'qm. Nt .b.% m "fa bed bun mad Yu. b.ib10 IWA 16) rot teW wgga AA 'fats, als em bed lam em brgm ey5 smo, 17) s. b b.d. m .emd.P.." d—tb Md• 14) SW bsa. MW o -Skid dtlp. ••10 p, AO SAD am AO 34 N) re bbim. 0 •uawvy Ni r r1.•.tl b b d.ba.r y lad6..9 a/A'aa0 010tt4 ebm. ar hW. So NW baav SAFE UPLIFT LOADS FnR nw DARnA42T—I M• am GCB nnnn .. . 4-4- 41" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE etr9- 11 e9r6-21 1m e9rto- 1 61r10-216an4- 21 lit! W14- 1 2162 aRfle- 1 Mule- 309 xan- 11 Nn2-21 3751 ON76- I LMS-21 444S W30- 11 WD-21 5140 4'- 4- (52') PRECAST w IN3 230 30% 3751 4445 5140 4'-6- ( 54') PRECAST 897 IW4 U72 2w! 3607 4275 4943 e7 1W4 2272 We 3007 4275 4943 5•_8• ( 68") PRE(a$j 875 1 1797 2176 4 3362 3111 67S 1269 1797 2326 2aS4 3312 3911 V-10-( 70-) PRECAST 1207 174f 2259 277! wa6 99, 6% 1233 1746 2259 1773 3M 2199 6'—B' ( tlD') PRECAST sJo 979 IS10 19m, 2429 Zen 3329 570 Imo 15M 19e0 2422 2810 332f 90') PRECAST Sof 742 1364 17ts 2166 2567 296e SGi ele 1364 Ilts 2156 2567 21se PRECAST Sri 460 ee4 1J22 IS40 IM 21eD 395 530 10n 13t6 1701 tell tl]I IO) Inc Numt m N PAHUIIHESLS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR SEE GENERAL NOTE MD. 4 TYPE DESIGNATION 1$ BEB BE12 @Fl¢ r • 11um rml 6wle / u • weed8 ouwl0r ro / s aau u n /"1 , - - r Ii019]. 0( lgl0. C.WII U ay. 8 16- 1B/IT L w mmr a Is Imm "wigJIleaAIlop1c : Is REnul A7 1 SEE SAFE LAIEK LOAD TARS FOR lOAO ROW AM RFBi0RCE0 ew ( EGAD IVLI COURSE V IwnnlJcrRswRwEn ,• i, a4'01•P171.t with aye 97mib t/2' CLR IYP ;':• (2) 15 REBM Oa'Idtuccisc Z : CR40 of OW A••t9b•ae No o •3: 7r J IOL (1) ! m'b I-Ite am r: J. CA rt. S• CMA IS AEW Al un0u es OF MIX Wert 4te.t• O 7 AL7Wl WITOD N wORN. O ,- 7RR004JC71tBYpIR1 as rcrrP• 1.g71a40. the M"i W U...7d..t C h CRAIGPARR•40 Att•Vfmrte Na Om9.ltv,atw4s 6 amCR5T9 SEFFNER. FL 3M r n 1]eaa r,..waubwa u ana iwa.euq:P,r/t9Y4T: _- lc:Tl(. i:If=liiT77)i[1LS1—iiYlll/L•T IA(dc[ di`1i;7];1aL L9 U1; 'rl:1 T1 •-. .r ,- CAST—CRETE 8" LINTEL FABRICATION DETAILS I.\•T:[ :fi;7.I1<7i'ICiGI: iYiZYG}l .: ."' J \ I)'f.C: i rrttN ceaaa: 7_t:4 a7us CYIY4FI[t S> .1.r...,,.,, 4/28/2017 Florida Building Code Online BaS Htune I Log In 1 user Raglstratlon I Not Topics I submit surcharge I state a Facts I Publications I FeC stair I 60S site Mao I UnW S.."h I Product ApprovalPr12IruSelt: Public user Product Aeoroval Menu > 9mltu t or Aoollcatlon Seerch > Aonllcotlon list > Application Detail R- 4 FL3792-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Small 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarterolomanco.eom 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 Certification Mark or listing Certification Agency Mlaml-Dade BCCO - CER Validated By Miaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Miami-Oade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A https:lMww.floridabullding.orgfpr/pr epp d.aspoc?param=wGEVXQwIDgsFgPhXa¢x9PGbeAdlkEk7oGQ6zyYrmkA3d 1/3 t it 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building code Online 09/30/2015 10106/201S 10/09/2015 08/16/2016 FL#1 Model, Nuf„ber at.Nante. 3792.1 135 Roof Louver Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. L. Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than 33 feet. Description: • . •• • Aluminum Roof Louver Certification Agency Certificate FL 3792 R8 C CAC Lomanco 135 - 2000 PV - NOA it- 0602.02.odf Quality Assurance Contract Expiration Date 08/ 17/2016 Installation Instructions FL3792 R8 It Lomanco 135 - 2000 PV - NOA 11-0602 02 odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports R3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730•Roof Lower Aluminum Roof Louvef Limits of use Certification Agency Certificate Approved for use In.HVHZ: Yes Approved for. use.outside HVHZ:•Yes F+• - 792 RA C• CAC L'crnanco 700 Se'rle - IVOA 11- 0602.04.Ddf Impact ResistanttN/A Design Pressure: N/A Other: 1.'Refer to;applicable building codes for required' Quality Assurance.ContractExpiration- Date ' 08/ 16/2016 Installation Instructions: ' ventilation. 2. LombdWs Model 730,7S0,770 Roof Lowirs• shall comply with applicable buttding code. 3. Lomanco's Model 730,750,770 Roof Lduvl:rs shall not -be installed on•roof mean heights greater than 33 feet. : FL3792 R8 II• Lomanco 700 Series - NOA 11-0602 04 ndf Verified: By: Mlaml-Dade BCCO - CER Crdated' by Independent Third Party% Evaluation Reports FL' 3792• R8 AE.Lomanco 700 Series = NOk11-0602 04'bdf Created: by Independent'thfrd Party: Yes 3792. 3 750 Roof Louver Aluminum Roof Louver Limits of Use Approved for use In HVHZ: Yes Certification Agency Certificate FL3792 R8 C CAC Lomanco 700 Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Design Pressure: N/A Quality Assurance Contract Expiration Date 08/ 16/2016 Other. 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's M3792 R8 lI Lomanco 700 Series - NOA 11-0602 04 ndf Verified By: Mlaml-Dade BCCO - CER Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11.0602 04 ndf Created by Independent Third Party: Yes 3792. 4 _ J 770 Raof Louver _ Aluminum' Roof Louver Limits otUse Approved for.use In•HVHZ: Yes' • Approved for use outside HVHZ::Yes Certification Agency Certificate pi 792 RB C •GAG NOA 11- . 0602: 04:Ddf Impact Resistant: N%A' Dealgp Pressure: N/A - Qualitj A•ss6fance Contract Expiration Date 08/ 16/2016: Other. 1..Refer• bD appllcable building codes. for,required Installation Instructions ventilation. 2.. Lomanco's Model 730,750;77Q'Roof Louvers shal( coinply with -applicable bulding code: 3.,LoMaipCo's :.: FL3792 R8 it Lomanco 700 Series— NOA 11-0602_e40,,,tf Verified By:.Mlaml-Dade BCCO'- CER Model• 730,750,770 ftoof'Louvers shall not be -installed on roof mean heights greater. than 33 feet. Created by Independent Third0Party::: fvaltiotlon Repoita 47Q.. ttR ATtan o 7nn cede - NOA .,_nen, Created by Independent Thitd Party, Yes 3792. 5 770D Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes F! 3792 R8 C CAC NOA 1S-0709.09.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 R8 II NOA 15-0709.09.Ddf Verified By: Miaml-Dade. BCCO - CER Created by Independent Third Party: Evaluation Reports i hops' JAvww.BoridabUlding.orgfpr/pr app dtiaspx?param=wGEVXOwtDgsFgPhXomgPGboVAdlkEk7oGQ6zyYnmk%3d 213 4n8/2017 Florida Building Cade Online I I FL3792 R8 AE NOA 15-0709.09.adf created by Independent Third Party: Yes Contact Us :: 2601. Blair stone Road. Tallahassee FL 32399 Plane: OSo-467-1824 The State of Florida Is an AA1f3O employer. Coovriaht2007-2013 state of Florida.:: Privacy Statement :: AcCaMbfllty Statement :: Refund statement Linder Florida law, email addresses are public records. If you do not want your e-mail address released In responm to a publicrecords request, do not send electronic mail to this ernlry. Instead, owed the off ce by prone or by tradidanal mail. (f you have any questions, please contact 850.487.139S. 'Punsvant to Section 4SS.275(t), Florida salutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide Use 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 apply a personal address, please provide the Department with an email address which paean h. can be admade to the "Ic. To determine If you are a licensee under Chapter Product Approval Acceptal Credit Card Safe https9Jwww.BaridabLAlding.org/pr/pr_app dtl.aspx9param=wGEVXQwtOgsfgPh omgPGbaMclkEk7oGQ6zyYnmk%3d 313 M® M[AM7-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) N iawi, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DMSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) . www.miamidade.sov/economv Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA. is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: '"Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after.a renewal application has been filed and there has been no change in the applicable building code.negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.rmay be displayed in advertising literature. If any portion of the NOA is displayed, then it shall' be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for. inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831:07 and consists of pages l through 9. The submitted documentation was reviewed by Gaspar I Rodriguez MIAMPDADEcouNrnr NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 r 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 l00(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 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 S" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thick ness'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 PRI Coutruction Materials LOM-013-02-01 TAS l00(A) 05/21/07 . Technologies RRWA-001-02-01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 MIAM1•OAnEC0gtM Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between tafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent -is centered over vent hole. Fasten the base to roof decking with 1 %." aluminum 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 1'/4" from -roof louver end and a minimum of 8" o.c. at sides of louver vent. perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all -seams and nail heads' with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published'literature. Minimum Slope: 2:12 MIAMFOAOECOUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 i Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut veni 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 %i' 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 730,750,750-5, 750-E, 770 Roof Louvers shal1not be installed on'roof mean heights greater than 33 feet. 4. Lo uanco's. Model 730,750,'750-5, 756-E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. 'All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . Expiration Date: 08/16/21 Approval Date:.06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A i i I 700 SERIES LOWERED ROOF VENT roaManane courirr NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 DETAIL B 750 SERIES,LOWERED ROOF VENT NOA No:: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 u DETAIL B (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OF 750 MIAMEDADE COUNTY FASTENER NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/36/16 Page 7 of 9 DETAIL C MIAmmADE Goym NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 DETAIL D 750-E SERIES LOWERED ROOF VENT END OY THIS ACCEPTANCE MIAMMADE COUNTY aM NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9. Florida Building Code Online Mrahaae. - p. rn i , •; ° , of BCIS Home I tog In User Registration Hot Topics Submit Surcharge Stats & Facts Publications F8C staff BCIs site Map Unks Search • Florida • rofProduct Approval USER: Public User G :N ni a • PreduR Anoreval Menu > I'Mducr Or A0Q1Icat1nn Search > A oll alien tict > Application Detail FL # FL15216-112 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551)574-2939 mtupas@lnterwrap.com Authorized Signature Eduardo Lozano elozano@lnteiwMp.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/Small Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nleminen, Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W: 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 http://wmv.Goridabuildin&orglprlpr_app dtLaspx?param-AGEVXQ%4tDgv3yV•VKJZlQRAdbyl2ugkQGQyljaHhVeiOpVSvxwSdC6QWd%3d[9124120171:S7:59-P-Mj_... . Florida Budding 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 A I S216 R2 If 2015 04 FINAL ER INTERWRAP RHINOROOF FL1S216- R2.I1dPApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nleminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FLIS216 R2 AE 201S 04 FINAL ER WTERWRAP RHINOROOF FL15216- R2.Adf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32199 Phone: 1150-487-1824 The State of Florida 1s an AA/EEO employer. Copyright 2007-21313 crate of Florida.:: Privacy statement :: Accessibility SLtement :: Refund Statem nc Under Florida law, email addresses are public records. It you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS.27S(Ij, Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an emaill address If they have one. The emalls provided may be used for oMcial 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 ISS, F.S., please dick here • . Product Approval Accepts: ' a Credit Card Safe Cap:/Avww.floridabudding.oralpr/pr_app_dtLaspx?param vGEVXQvADgv3yVVKJLIQRAdIry12u8kQGQylj&MVeiOpVSvxwSdCoQYid%3d[82412017.1:57:59.PK . . Of QOTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization g9503 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 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 St" 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. AovERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimlle zeal appearing wat authwhad by Robert Nlaminon. P.E. an 04/27/20, This does not "m as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Adminittrator 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. 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. Is to J TRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underayment Compliance Statement: RhlnoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year iS07.23,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1S07.83,1507.9.3,1507.9.5 on Heating 1S07.2.3, 1507.S.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: fniiw Examination Reference Date ITS(TST1S09) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1SO9) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1S09) Physical Properties 100539395COtk006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multllayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or 04869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. S.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 AHl for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nall -On Tile Foam -On Tile Metal Wood Shakes State or Shingles Shingles Simulated Slate Rh1noRoofU20 Yes No Na Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section S herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type 1 or It or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140S10.02.12-R2 Certljlcote of Authorfzedon N9503 FLiS216-R2 Revision 2: 04/27/201S Page 2 of 3 QF1TmNrryIERD 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-S/8" diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 Single Laver; Roof Slooe > 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 Slooe < 4:12: End (vertical) laps shall be minimum 12-Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting In a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Certificate of Authorization #9503 Evaluation Report 140S10.02.12-R2 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 TTFuNITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 3S3 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FLiS216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the S"1 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 "TrinitVI 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 OC4 ANE1983 The 1aWmRe seal appearing was authortied by Robert Nleminen, P.E. on 04/27/2015. This does not serve as an electronkally signed docurneAL signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named dient CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nleminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert 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 lERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. i i TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.S.3, T1S07.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1S07.8.3, 1507.9.3, 1507.9.S on Heating 1S07.2.3, 1507.S.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1S07.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: gafi!y Examination Reference Date ITS (TST1509) Physical Properties 10OS39395COQ-006 10/27/2011 ITS (TSTLS09) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1S09) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment Is available in 42-inch wide rolls, and can be produced In various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitVJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2. 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: RooF COVER OPTIONS ' Underlayment Asphalt Nall -On rile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be Installed. Exterior Research and Design, I.I.C. Certificate of Authorization N9S03 Evaluation Report 140S10.02.12-R2 FL1S216-R2 Revision 2: 04/27/2015 Page 2 of 3 JTRINITYIERD 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 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certiftcote oJAuthorization p9S03 FL35216-112 Revision 2: 04/27/201S Page 3 of 3 r 13 4/28/2017 Florida Building Code Online SCIS Home Log In I User Registration I Hot Topics I Submit Surcharge I stats A Facts Publications FSC StaN It SCIS Site Map Units search Florida 03"111ProductApproval iUSER: Public User tea! Product Ammval Menu > Product or Aoollration Search > Aoollcatlon List > Application Detail FL # Application Type Code Version Application Status Comments Archived droduct Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444- R10 Revision 2014 Approved CertainTeed Corporation -Roofing 18 Moores Road Malvern, PA 19355 610) 651-S847 mark. d.harner@saint-gobaln.com Mark Harrier mark. d.harner@saint-gobain.com Mark O. Harrier 18 Moores Road Malvern, PA 193SS 610) 6S1-S847 Mark. D.Harner@saint-gobain.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer J Evaluation Report - Hardcopy Received Robert Nleminen PE- 59166 UL LLC 03/ 09/2020 John W. Knezevich, PE r Validation Checklist - Hardcopy Received FL5444 R10 COI 2016 01 COI Nleminen.odf Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 httpsJ/ www.8oridabuilding.orglpr/car app 00.aspx?param=wGEVXQwlDgtahlgO7CSsoycOrl28CcpCJinUeXw7itdCvlUzOW4hL8w o3d%3d WA n 4l2812017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Summary of Pioducts .... __. _ - - : -:. -• - -. - FL # Model, Number or Name Description 5444.1 CertainTeed Asphalt Roofing Shingles 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural asphalt roof shingles Umits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Refer to ER Section 5 for Umlts of Use Installation Instructions FL5444 R10 II 2016 12 FINAL ER CERTAINT ED Asphalt Shingle FLS444-R1O.odf Verified By: Robert Nieminen, PE PE-59166 Created by Independent Third Party: Yes Evaluation Reports FL5444 RIO AE 2016 12 FINAL ER CERTAINT En Asphalt Shingle FLS444-RLO.Odf Created by Independent Third Party: Yes Contact (is :: 2601 Blair Stone Road. Tallahassee FL 32399 phone: 850-487-IS24 The State of Florida Is an AA/EEO employer. Cooyrlaht 2007.2013 State of Florida.:: Privacy Statement :: Accesslblll-v Statement :: Refund Statement Under Florida law, email addresses are public records. if you do not want your a -malt address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. if you have any questions, Please contact 850.487.Ins. 'Pursuant to Section 4SS.27S(t), Florida Statutes, effective October 1, 2012, licensees licensed under chapter 4SS, 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 pudic. To determine If you are a licensee under Chapter 4SS, F.S., please click her.• . Product ApprovaIAccepts: fgaa Credit Card Safe https:IANww.floridabuilding.orglpr/pr app o.aspx?param=wGEVXQwtOgtahlgO7CSsoycOr128CcpCJinUeXwTiWvIUzOW4hL8w%3d%3d 2/2 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 ERD 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3S32.09.OS-Rll FLS444-R10 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the S"n Edition (2014) Florida Building Code sections noted herein. DEscRIPnow CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 CONTINUEO COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. AovERTtsEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in Its entirety. INsPErnoN: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The toWmlle see, appearing was authateed br Robert Nieminen. P.E. m UM/2016. This does not serve as sn eletttoNally slgnod document. Signed, sealed hardeoples have been trantmltted to the Product Approval AdmInktratcr and to the named client CERTIFICATION OF INOEPENOENCE: 1. TrinityJERO does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD Is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert 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. fir TRINITY I ERD i ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5t" Edition (2014) Florida Building Code and St" Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R90S.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM 03161 03CA12702 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 03161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL(TST 1740) ASTM 03161 OSNK07049 04/15/2005 UL (TST 1740) ASTM 03161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 0S/1Z/200S UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM 03462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM 03161 & 03462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, 03462 & 071S8 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, 03462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM 03161 & 03462 4796570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, 03462 & D7158 4787380356 10/26/2016 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC (TST 9628) ASTM 07158 4787380357 11/08/2016 UL LLC (TST 9628) ASTM 03161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-1111 Certi lcate Of Authorltation #9503 FBC NON-HVHZ EVALUATION FLS444-RlO Revision 11:12/08/2016 Page 2 of 12 i TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XT'" 30 and XT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shangle•, Landmark'", Landmark' IR, Landmark'" Pro, Landmark' Premium, Landmark'" TL, Landmark' Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SIBS modified bitumen roof shingle. 4.4 Presidential Shake•", Presidential Shake' IR, Presidential Shake TL'" and Presidential Solaris"" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras"', Highland Slate'" and Highland Slate' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge', Cedar Crest', Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified In accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM 03161, Class F and/or ASTM D71S8, Class H, indicating the shingles are acceptable for us in all wind zones up to V„d = 150 mph (V„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 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V„d =ISO mph (V„It =194 mph). 5.4.3 Classification by ASTM D71S8 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 D7159 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidentiol Solaris') exceeds the calculated uplift force (FT) at a maximum design wind speed Of V„d = ISO mph (V„It = 194 mph) for residential buildings located in Exposure O 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 Oesign, I.I.C. Evaluation Report 3532.09.0S-Ril Certglcote Of Authorltadon Moll FSC NON-HVHz EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 3 of 12 TRINITY ! ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1SO7.2 / R90S.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R90S.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 1S07.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1SO7.2.6 or R90S.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 CT201"1, XTT" 25, XT' .30, XTT" 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 17' Use (out nails and six spots of asphalt tooling cement* for every full305own) (305 nm)—H(305 mm) Shingle (figura 11-4). Asphalt roofing cement mdeting ASTM 04586 1"(25mm) Sealant (25 on.) Type If is suggested. 1- --- 5 5/0" (145 cam) phid:— METRIC t — 131h" +— 131/e" — Roofing Cement I"(25 cam) — Sealant V (25 mm) 1 Apply 1"(25 can) spots of asphalt rooting cement 1 under each lab cor at. figure 114 t4ejour nalk mul sir spot; ofasp&W aettent on sleep slopes. CAUTIOM Excess[" use of roofing cement can cause shingles to blister. figure 11.3: Use%urnaifrforavyJWsbbrgda 6.4.1 Hip & Ridge for C'T20TM , XTw 25, XTr"' 30, XTr" 30 IR: Cut Shingles 25M1 2 (50mm) Remote 71 11 1 r ` jl — 12-(305rnn) r ed 1+— — — —f — — — j1 (i25mm) 12" Shingle Shingle Shingle m) 5sIV;, Figure 11.24..Oil tabir, than hitn back to make alp shingles A45, of !1°pO 0 Sglisb dine sfons sboum). l` figure 1l-25:1tu140110n ojcapr along the hips and rirter. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic° NPl'""" adhesive or Henkel "PL19 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, EEC. Evaluation Report 3532.09.OS-Rll Certificate of Authorltotlon 09S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 4 of 12 6.S 6.5.1 ERDTRINITYI ARCADIArm" ' . • I LOW AND STANDARD SLOPE STEEP SLOPE Use SIX arils for every fall shingle Inelued as shne•o heloa: t W aml I'tZ not —' WALIM I+ I Hal NA Lbu Figure a: UJY• sir nails for er•arr fidf sbluglo. Uae G\ nailsand Folilt spots of aupllalt mofing cemeot for cscry fill shingle a shoavl ronfiug ceinciu 1'(25 nmt) from edge of shingle. Asphalt moriog cement otec:ting V711.1 1) •iiRG Tipe U is sukgestecl. Hip & Ridee for Arcadia': Cedar Crest', Cedar Crest' IR t• jlSrtnl r'IEaml— sir units auAfi nr s/ads r fuspfudl my; Iq ecuteul ua sleep slopes. Use two (2), minimum 13.-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from Its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "SonolasticO NP110" adhesive or Henkel " PL• Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand - sealing adhesive 4- 1/ 4" ILI 3/ 4" 1° Dab of Asphalt cement between 1° shinglelayersExterior Research and Design,LLC. Evaluation Report3532.09.0S-R11 Certilleate of Authorlradon M03 FBC NON-NVH2 EVALUATION FLS"4-R10 Revision 11:12/08/2016 Page S of 12 6.6 1 BELMONT-: t 53•(loam4 Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle• located as shown below o m6mll rails e::V•em: TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM 0458^0 Type II is suggested. H-1'(25Ra f S+d' (IB Rml 1' f25 run•..._.--.—. Rooluq Cetmb 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 Ootion 2: Shangle' Ridge 18' Remove taper - Exposure p T I from the right side and fasten SECOND theFasten ,l Relnovo leftslde Dy/e RIGHT This Tap \ FIRST LEFT h1`J Flgnre I7- la: Inslallarlen ojsbanglo® Ridge sbinves Flgum I7-I& Sbangle• Ridge. on blps and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastico NP3'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0.1111 CmVcate o/Authorltadon #9503 FBC NON-HVH2 EVALUATION FLS444-RIO Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 I CARRIAGE HOUSE SHANGLEm AND GRAND MANOR SHANGUO' LOW AND STANDARD'SLOPE list five nails for tary fun tiltaovJe. f= 1--(25mm) I (Psmm) Sl0" 8 Ai' 16 mm) (?Ztmm) 1. 7gum l7- t IGw Jfir. nalk far n, rep fidl7;rnnAAlouar lhnngfi. 6itrrragv, 11oum Sbaotglo. or Centennial Shile. TRINITY I ERD STEEP SLOPE lice seven nails wtd three .yxns of asphali rnufing Lemem ror every fill Criad N:utur Amosoe. Use lice nails and diree'spou of asphall raiftng cemmm for even fill Carriage Iluuse Shaul le and Q-1110ulalSlate. Apply asphalt nonftng a:ment V (13 mal) from tdhe. of shingle Flgunt 17.5). Asphalt nwOng cement meming AM( 0,15841}pe II Is suggested. t75mm) t 17Mtoe 17-5: 1Pben onshdling Cnond dhumrSbaaRtrr not strap doper. rue. sateen nails and Ib Vd s/04r ofaspball AVjitrg M11P)Jt. Hip & Ridge for Carriage House Shangle° and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANDMARK"", LANDMARK"" IR.LANDMARK"" PRO, l.ANOMARK"a'•PREMIUM, LANDMARI(*'' TL, LANDMARK''" SOLARIs, LANDMARK"" SOLARIS IRS NORTHGATE: t LOW AND STANDARD SLOPE METRIC DIMENSIONS I7' 143/4" 12" I--( 305 mm)-J --(375 mm)-- --(305 mm)-{ zr.: waaa.r "vsvrruv...o:: rsuavaau.:a*c L I-1" (25 mn1) Release Tape 1" (25 mm) Nailabl0 Aron LANDMARK TL NorthGate: ITIV 13" 131le 343 mnl)- --(330 mm)-- •-(343 mm)-j I.. ( 15 mm) 1" (25 mm) --) figure 1.1.4: i m fourunits far n tyfull sblugte. VMS NAArt( l 12' 14 V4' i2' A9& I* (305 mm) + t375 mm) (306 mm) -r-I Nalleg " is nsllno OpMr ( 25 mml osx nail Ice r ( a Natnil seas for law and alaodatd slopaa (fom 2:12 to 21:121 Nsl aatr.'ean upper A hta:Ina cs s`"rnvt abnrx. Exterior Research and Design,LLC. Evaluation Report3S32.09.OS-Rll Cengtcate of Authorltallon 09SO3 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Lhe xis mills and four stints of asp1tak roofing cement for ecety (till L•tndnuted sdringle. See helou,. Asph:dt roofing cement sdtould meet ASTM 045861y)u: It..yxply 1' spas of acphak roofing cement trade etch corner and at about 12' to 13" lu from etch edge. METRIC DIMENSIONS 12"— 305 ram) M_.1.9.•bi r--.ye 1-(25 mm) Ndil aea -1r I. Steep f '— I I"h— 25mm) 143/•t"-- 1r•—. 375 mm) 305 mm) v.- rr•• a•.wci lease Twe 1" (25 ram)- TRINITY I ERD LANDMARK Tl 131/2' 13" 131/2"— 343 mm) ( 330 mm) (343 ram) t+-1"( 25 mni) 1 "(25 mm)-,-' 1 I 25 ram) ( 25 ram) Rooffnn Cornell I NorthGate: STEEP 12• 14-34/ SLOPE 1-.- 005 m*— — (375 In NAILING AREA { bege' d% i'( 25ram) na Figure / 9- 5: Use stir nails anAfour spots of asp/kilt roofing cmuenton steep slopes. 12' 1'( 25 mm)— Nailing areas for steep slopes (greater than 21:12) and "Sto1TI- Nalling" Nail between lower 2 nail Ones as shm -in above. 6.8. 1 Hip & Ridge for Landmark'. Landmark' IR, Landmark' Pro landmark'" Premium Landmark'" TL Landmark'" Solaris, LandmarkTM Solaris IR, NorthGate: 6.8. 1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12, 97M 305mm) (250 m) 0' 150mm) I ( 150mm) (125mm) (125mm) Notch for Centering 12 —{ 305tnm) Notches j for A111nieat to the Top Edge of the Previous 7' Cap for T(125min)Expmure 080" English Dimension Shadow Ridge'" t Notch for centering 131/ 4' 071nn) Notches forAOgnmenl to I the Top Edge of the Pr"us 195N t!tt Metric Dimension Shadow Ridge - Exterior Research and Oesign, U.C. Evaluation Report 3532.09.OS-R31 Certl/tcere o/Authortiodw 09503 feC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 f , TRINITY JERD 9 2713Y 16(1 wj— !{ t+IG'(125a y Ii 13 IN' I-o—.—(333 min)--rI Certmll, ll:tth H 6 5/8'-1-4-6 %W-1 II (168 mm)II 168 mm II 13 I/•1' 1 337 rom) CenteringAligntA.se Notch aetchts m to 13 1/4' edge at (194 mn) plrrious Cotase T Si6 ( 337 mm) `\ Al.gn thoso7518, notches to to (194 mm) edged L evious course. NorthGate Ridge NorthGate Accessory 305mm) "' I Laying Notch I I S. ( 125-n) I I I l fi f ExPpS° I ,!.ff. l - I I ftgare 13-20: Use fay(ng nok:Gat to center"r&riglos on Gips and. d tta4 and to bave the cont:rt a}posum 6. 8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic• NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. Exterior Research and Oeslgn, LLC. Evaluation Report 3532.09.OS-Rll CertiflcateafAuthorltatlon 99503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 I TRINITY 1 ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL' SHAKE"A IR, PRESIDENTIAL SHAKE TL'"', PRESIDENTIAL SOURI3`"': LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shlogle and shingle as shown below. apply I - diameter spots of asphalt roofing cement under each sl&gte tab. After applying 5 nails In between tine flailing guide titles, apply 4 nails I' Nailing 1.---- MY —( above lab cutouts making certain tabs of overlying shingle cotter naffs. Guido tines (1016 mm) 5 I — 1:13 mm) t57 141/4( 962 mm) NOTE: Apply nails on painted guideline. - L figure IS-4- FasteningPMSla'endal and Presilimilal Ft SWIM sb/ngles on lam and Stmndard slopes L i 1' diameter asphalt roofing cement flgute IS-7.! fastening Presidential and•AvvAenllal M Sbake sblt(gles on steep slopes. 6.9.1 Hip & Mize for Presidential Shake-, Presidential Shaker' IR Presidential Shake TL"" Presidential Solaris'": 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can'be used for covering hips and ridges. Apply shingles up to the ridge (expose no more ('Mall 7• from the bottom edge of the ''tooth." Fasten each accessory with two fas- tener's. The fasteners must be 13/4' long or longer, so they penetrate - either 3/4" Into the deck or completely through the deck. Presidential accessory comes In two different sizes: Accessory produced in Birmingham,.AL•Is 12' x 12% Portland, OR produces 97/8- x 131/4' accessory. 6.9.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic' NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest'", Cedar Crests' IR hip and ridge shingles. 6.10 HATTERAS-: ! LOW, STANDARD AND STEEP SLOPE: Rpm 15•1:1•arleaing 11.111eaesShhngletan Mo. fludVamhml Mopes For low and aamfenl slopes, use Gse nails for each fag Iingcaa d1 Ingle. as flutes abase. Exterior Research and Design, U.C. CertlJkate o/Authoritatlon N9S03 FOC NON•HVHI EVALUATION I" 1" 2Smm) _ Imal_7 a y8" 940mml 001fito CIO 118M.-L - J. Firm• If. t; Iartrulgr, emmmsaN pM na.OrrP,Vep,f ku• ruv;p Japes, ute fA+e gills and elglu spas of aspl A rmnag crtical(ur each Intl Ifillem shhigle "s shoun idlme. Apply I- I, 54M) dlmdeler spas gf nfoQag took -tic (.UTAI n 45" Tjpc 11 sugesle) waif scvh soh miacr. Prest shinoc law pltcr, the ea C%pasC MatcuL Qu'riox: Ton much nnling ccvmg can ciaoc shingles to Witter. Evaluation Report 3S32.09.0S•Ril FLS444•RIO Revision 11: 12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 Hip & Ridee for Hatteras'- 6.10.1.1 Option 1: Accessory for Hatteras I 1!1 figure 15-14. M three piece talus separate to make 54 Hatteras Atxessory'shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9.,-- 230 mm) I I I M101811(460 2 fnm)1"` f _ `..\ gosh degl 460 mm) Cap Shingle Cap Shingle Cap Shingle Cap Shingle 3{$ 2AOm Figure 15-20. Cut Hatteras shingles to tuake ofty cap. F4 we.15-21. Installation of caps along hips and ridgm 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic' NPi'"" adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE" A, HIGHLAND SLATE'".' IR: LOW AND STANDARD SLOPE: STEEP SLOPE: Flgtlro 11.3: Ow FIVE naffs for eMy hYgbland Stela sbblgla iise MIR naib and RICIIT spots of asphalt cooftng cement* for each full Highland Mate shingle. for hflaml-Dade, SIX rialls are required. Apply V diameter spoLi of asphalt roofing cement under each tab corner. Asphalt roollngcenent meeting ASTM D45861ype 11 b suggested. asr Osmq 7S SIX tY.iri 1•Qfimal t• .' '• !• U oraanranl RaolY a CemN Flgaro /f js: Use RVE halls and elgbt spur ofasphell roofing wiuvst anderemb tab corner. CAUTION: Ucesslte use of tooling cement can cousc shluglcs to blister. 6.11.1 Hip & Ridee for Highland Slate'". Hiehland Slate' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3S32.09.OS-RI1 CerUllcote o/Authorltatlon 99S03 FBC NON•HVH2 EVALUATION FLS444•RIO Revision 11: 12/08/2016 Page 11 of 12 6.12 ( PATRIOT'N: LOW AND STANDARD SLOPE Use. FOUR nail:,; for every (till shingle locUccl :u shown bclmv. lam 6•Ijs'--I'(2,ern,l 1:4an) I Ir 1 I TRINITY ERD Use FU11R nails :uul four slrits of asphah mortng (rueni fur turfy fill ShinfJc as Shoev helm: Asphalt nMfiug renleut mcelinA AJTNI 1)45W. T)7x II it SUggoiled. Apply I'(ti nun) sleds of asphalt nwifing Calloa :is shulcu. CAurlbK: c.\mssiee use of r iomig amen( can Cause sllingks to hNsfer. I:Iraq t Raanna Nneal I— r1-;5, -1 Wa' lr ,b7Y -I1'aVl'4 nil--,q nUraJ 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest" IR, Shadow Ridge'", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / 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-R31 Certificate alAutborltation C9S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision It:12/0812016 Page 12 of 12 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Cerdficate o/Authorization p9S03 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3S32.09.0S-R11 FLS444-R10 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report Is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The Iacslmile seal appearing was authorked by Robert Nkminen, P.E on 12M/2016. This does not serve as an electronloW stgned doo meot. Signed, tested hardooples have been transmitted to the Produa Approval Administrator and to the named Gent CERTIFICATION OF INDEPENDENCE: 1. TrinitylERO does not have, nor does it intend to acquire or will it acquire, a financial Interest In any company manufacturing or distributing products It evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved In the approval process of the product. S. This is a building code evaluation. Neither 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. i JTRINIiY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertalnTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the S'" Edition (2014) Florida Building Code and 51" 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 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1S07.2.7.1, R905.2.6.1 Wind Resistance ASTM D71S8, Class H 2O08 3. REFERENCES: Kaqbt 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 03161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 OS/12/2005 UL(TST 1740) ASTM D3161 OSCA16778 OS/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/200S UL (TST 1740) ASTM D3161 OSNK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM 07158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL(TST 1740) ASTM 03462 10CA41303 10/07/2010 UL(TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 17401 ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULEEC ( TST 9628) ASTM D3161 & D3462 4786S70826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, 03462 & 07158 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 Report3S32.09.0S•R11 Certificate ofauthortration 09503 F8C NON• HVH2 EVALUATION FLS444-RlO Revision 11: 12/08/2016 Page 2 of 12 1\, KJ TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT"' 25, XT'" 30 and XT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shangle', Landmark'", Landmark"' IR, Landmark'" Pro, Landmark'" Premium, Landmark' TL, landmark"" Solarls and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL"' and Presidential Solarls'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar Crest"' IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: SA This is a building code evaluation. Neither Trinity(ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones up to V„d = 1S0 mph (V„It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified In manufacturer's application Instructions, for use in wind zones up to V,td =150 mph (V,dt = 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 (RA for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Salads'") exceeds the calculated uplift force (Fr) at a maximum design wind speed of V,td = 1S0 mph (V,dt = 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.OS-Ril CenfJlcate of Authorhadon 89503 FBC NON-HVH2 EVAWATION FLS444-R10 Revision 11: 12/08/2016 Page 3 of 12 t i Jt\ J TRINITY! ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R90S.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R90S.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 6.4.1 CT26`", XT" 2S, XT`" 30, XT`." 30 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 305 "min) (305 nnQ-+(305 um) r-1"(25mm) _ 11ant 1"(25mn) «I 5 s/a" (145 mm) 1 1 5 rp2"Pbt need T METRIC 131/ir' 13!/e" f 1311e" 1" (25 mm) — Sealantlant 1" (25 mm) ( 6 r/e" T Figum 11.3: Use four nallsfor a ery ftdl sbingk STEEP SLOPE Use four nails and sic spots of asphalt tooling cement• for every full shingle (Figure 11-4). Asphalt reeling ceatenl meeting AM M586 Type II is suggested. I - Roofing Cement Apply 1"(25 mn) spots of asphalt roofing centeni under each kb corner. Figure 114, Usefour nelk aid six spots ofaspbdl curimnI on'ste rp slopes CAUTION: Excessive use of roonng cement can cause shingles to blister. Hip & Ridge for CT201. XT`" 2S. XT`" 30, XT' 30 IR: Cut Shingles 25 mmj — _J 2" (50 mn) Ftanwe. - t tit1 nVCapCap 305 mm) Shingle Shingle Figure 11.24: Cal tabs, then lnfntback to nraka otp shM,94as gr{glisb dinrmulens sboinn). ell _12" (305 mm) SUA 125mm) f — ;\ 5 ate\ 1 t\R Figum 11.25. InsfaUatlon Qf caps along Ito hips and rid m 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastice NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certlpkate alAuthorkadon 09503 FBC NON-HVH2 EVALUATION Evaluation Report 3S32.09.0S-R11 FLS444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.S 6.5.1 J TRINITY JERD I ARCAOIA'". - LOW AND STANDARD SLOPE STEEP SLOPE 11se sm nails for even' [till shingle located as 4di mn hclon• use sIR nails :tad toot spats oraspimi, ioofiug cewent for (wry full shingle as ,boom below..(pply asphalt roofing cc-nwt V(25 utm) frail edge of shingle. Aspledt rnoflng cement atmWig AMM 0 4586 Type 11 is sugGcstcA. tUtl eta WAciu Figure 2. 6e ,ti r nails for even• fill sbinglo. Fiknt,t 3: Lim six nails and ftntr s1nits of aspbnll nxi l{q ectucnl on sleep slopes. Hip & Ridge for Arcadia': Cedar Crest'", Cedar Crest' IR Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic• NP111" adhesive or Henkel "PLC Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and oeslgn, LLC. CerWcote of Authorlradon 09S03 FBC NON-HVHZ EVAWATION Hand -sealing adhesive 4" 114" _01— 3f4" — I•— 1" Dab of asphalt cement between shingle layers 1. Evaluation Report 3532.09.05-R11 FL5444-R10 Revision It:12/08/2016 Page S of 12 6.6 BELMONT"": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. i Ill'osQ„ a a I'12SMM) o dd dome ads d n"ue? f 115nIrd-- _ yp. Is s S• Irl (3d RajI mn I Shc' ;18 rtenl IQs m1. fiod'uip CeTCLL TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement I" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting AST" D4588 T P II suggested. I' IS am;r•I — T A52' Z20 idyl 6. 6.1 Hip St Ridge for BelmontTM: 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 from the right side I • i g• and fasten 1 SECOND Fasten they ,l Remove left side 85 e, RIGHT This Tape FIRST LEFT Figure 17-19. Installation ofSbangle® 6'Idge sbingles Figure 17-18: Shangle« Ridge. on blps and ridges 6. 6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Cerdlicate olAuthorrrattan p9503 FOC NON•HVH2 EVALUATION Evaluation Report M32.09.05-R11 FLS444- R10 Revision 11:12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGEMOUSE SHANGLEm ANO'GRAND MANOR SHANGLEO: , LOW AND STEEP SLOPE STANDARD SLOPE Use five nails for t'w ry NO Strangle. I—i2S omn) mj 25 orni) F- 5alr• 16 nun) I Rg#re 17-•t. ILte Jbu naffs jar every fill ldrmd:llauor ShngA-. rrrrrbrge /Mrtw SbauYla or (:cnlmndul S&Ue. F, t\ TRINITY I ERD llsc seven nails and dim spots of sphalt roofing cenient,fnr every ho0 Grind llanor shanotw U.-A.- rove nails and Three spats of asphah romlog cemou for even full Carriage (louse Shangle and Gtinennnal Slate. Appll• aephah roaring rentent 1' (25 mno) front edge of Allogle P(nre 17.5). Asphalt ronfing cenwim meeting MUM 045861?pe It Is suggested. flpnm 17-f. Robe# hulaUing Gmad.tbi#crSbargles on sierp do1w. am sere# aalh and Ihme spts afaspb4i mnjimq reareai. Hip & Ridge for Carriage House Shangle" and Grand Manor Shanitle: Refer to instructions herein for Shangle" Ridge hip and ridge shingles LANDMARK'm,. LANDMARK',"-' IR, LANDMARK`.'" PRO, LANDMARK`"' PREMIUM, LAN6M/ RK'"'TL, LANDMARK"m SOLARIs, LANDMARK"" SOLARIS IR; NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS IT' 143/4" 12" 1--(305 mm) --(315 mm}-- —(305 min)- x:aana•r.t_w. sK•[•v^V A.ax L I—I"(25mnn) RdeaseTapg 1"(mn1)YI Nailable}— . Area LANDMARK TL NorthGate: 13'/Y' 13" 1311f 343 mm) --(330 mm) --(343 mm)--1 25 mm) 1" (25 tnm) Figure 13-4. Awfatir-1G fornreq•jo#sb/ngle. ME V Ir 14 Y4' F— 1305 mm) —+ (375 mm) 305 mm) —I Nailing Llmis fternall A awe` na4ln f (2s auai Na Iing area for low and afaidard 4lopas (from 2:12 to 21:121 Hal butbean uppar 1k (mom Ines as s'Maa abate. Exterior Research and Design, U.C. Certificate of Autherlration #9503 FOC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-1111 FLS444-R10 Revision It:12/08/2016 Page 7 of 12 STEEP SLOPE Use sex nails and (stir spots of asphah roofing cement for every full Luuivated shingle. See helm. Asphah roofing cement should mcel ASI,H 04586 111)e if. Apply I' spots of asphalt roofing cemenf uude each comer and :n ahem 12' to 13' In from enclr e(I, . METRIC DIMENSIONS 12"— -.-143/4"— 305 mm) 1 (375 mm) 1"(25 mn) Nail Area _t 1 _ Far Sleep}* 25mm) ---- 305 mm) FJ+k•JA!.ura: 1"(25mm) r*,' PTRINITYIERD LANDMARK TL 1131/ 2" 13" -- 131/a 343 mm) (330 mm) (343 mm) 1"( 25 mm) 1 "(25 mm)- 1 I 25mm) FJgure t3- 5. USI sSfZ rn(tr.andjourspotsoj i" asphdt Meng cement on Steep dopm neti NorthGate: STEEP 12" 14-3/4' 12' SLOPE 1+( 305 mm)-— (375 mmj---1+(305 mm}- i NAILING AREAI Nailing emits 1-1'( 25 mm) bK ent M 1 1"(25 mm)—• + Nailing areas for steep slopes (greater than 21:12) and "Stom} Nalling" Nail between lower 2 nail Ones as shown above. 6.8. 1 Hip & Ridge for landmark"'. Landmark"' IR, Landmark"" Pro Landmark'" Premium Landmark"' TL landmark"' Solaris. Landmark' Solaris IR NorthGate: 6.8. 1.1 Option 1: Shadow Ridge' or NothGate Accessory 12' 9? Ar 305mm) (250 mt G 8' 415/1r. 4151IT 050mm) (15omm) ( 125mm) o25mm) Notch for Notch for Centering Centering t7 { l31/ 4' m1 (33 Names forAlignmenttoI1 ) Notches for Alignment m the Top Edge of the Previous 7 the Top Edge of the Probes (196mm) CapbrS(125nm)Exposure (1 m) t!ttre English Dimension Mottle Dimension Shadow Ridge"' Shadow Ridge," Exterior Research and Oesign, I.I.C. Evaluation Report 3532.09.05-Rll CertglcateOfAuthodcation 09503 feC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 8 of 12 9271327 250 nmt) czl cer,rttio fierce 13 1A' 1337nm) \ Nion thus notches tJ- NorthGate 7 516' eshjc(104tnm) p:1r i0ttc Ridge 5-(125nxn) Ewosu fe fRINITY'ERD t mm 13118" 333 mm)-- 6 SIO'-I-B 5/8'- 1 I I66 mm II 168 NorthGate Accessory 05n'm) 3 1, Laying Notch I 1 Figure 13.20, Use laying nolcbiae to center xNngles.au Gips and rl4m, and to Axale lbe eomml asposara 6.8.1.2 For ASTM 03161, Uass F performance use BASF "Sonolastice NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, U C. Evaluation Report 3S32.09.GS-Ril Certtpcate of Authorttation 119S03 F8C NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 ERDTRINITYI 6.9 PRESIDENTIAL SHAKE"', PRESIDENTIAL SHAKE'" IR, PRESIDENTIAL SHAKE TL" '", PREs10ENTIAI SOLARIS"": LOW AND STANDARD SLOPE: STEEP SLOPE For low and standard slopes, use five nails for each full Presidential For steel) slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply i' diameter spots of asphalt roofing cement under each shingle lab. After applying 5 nails in between the naWng guide lhtes, apply 4 nails I' GuideUrlest r 40' ----.I above tab cutouts malting certain tabs of ovaerlitug shingle cover nails1016mm) 5 11 ( I33mm)kT 141/4' 362mm) • • NOTE: Apply nails on painted guideline. Figure 164• Faslening P sskknNal and Presldmilal TL Shake I' diameter asphalt tooling cement sbinees on low and standard slopes Figure 16- 7: ftlening hwide"Ud and Prwi&nual T/t shake sblag/es on steop slopes 6.9. 1 Hip & Ridee for Presidential Shakerm Presidential Shake'" IR Presidential Shake TV" Presidential SolarlsTM• 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 coilipletely through the deck. Presidential accessory comes in two different sizes: Accessory produced In Birmingham,. 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° NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9. 1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.10 HAITERAs-; 104 STANDARD AND STEEP SLOPE: Fivim 15• Sr 6,11 abig 11n1rerarRbi4im o0 rorarafmajulard 4olvt For Itnr aad sund(nl slopes, use bee awls for rode fun IPAIWAs sielugie us 4luov abanr. Exterior Research and Design, U.C. Certljfcate Of Authodrodon /9S03 FBC NON-HVH2 EVALUATION 11jorm lr. r: ra,Jraia); 14larnr.iAiagAy aa,y,Tlr Vanfr Me 4hyt clop"., 4e tire noels and Ngla ,yxu of aspht4 tuorrag Cemeta for a xb fag Ilieuras sldngk• as ahuau'.tbose Apply I- 1imm1 iUmtdlV Flwi of tanang remm (AATV U •hair Apr 11 wlgrAc 11 under rnh rtb eotaer. Pnw sblu* lane ldaa; the eat erpnse Ccmeta. QUIRK Ran utttch catftn; Cntuat tvo cause sbittghY to blister. Evaluation Report 3S32.09.05-Rll FLS444-R10 Revision 11: 12/08/2ol6 Page 10 of 12 w TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 4 Figum 15-14.• 18 three piece tlnIts separi te•to make 54 Hatteras Act essory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles erg.. 230 men) I I I 77 l--- 203MM)I 460 MM) Cap Shingle Cap ShingleJL- Cap Shingle Cap ShingletI8• 24omml Ftgnra 15-20, Cut Hatteras shlr(gles to make comer cap. Figure 15-21: Installation of caps along hips and ridRm 6.10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLAft ", HIGHLANQ SLATE,-* IR: LOW AND STANDARD SLOPE STEEP SLOPE: Flgaro I /-,I: Gm RM nadtforeaery INghland gala sbingla Use Pn7l nails and 111WIT spots of asphalt roofing cement* (a each full Highland Slate shingle. For Mba-Dade, SIX calls are required. Apply V diameter Vou of asphalt roofing cement under each tab comer. Asphalt roofing cement mccang AS'!M Witl6 Type It Is suggestet ten-" um•.t os+•-1 vn ti r r T nzw"fweab a `I Yulmd M, IN -1 olaAadaal -- Rooltta t:."nieM Flgtuo II -j& Me HFB malls and elgb1 rpots ofarpball Mgftfip conall ankr eab tab corner. CAUTION: nccessive use of roofing cement ran cause Shingles to busier. 6.11.1 Hip & Ridge for Highland Slate'". Hiahland Slate'' IR: Refer to instructions herein for Cedar Crest"", Cedar Crest'" IR or Shangle Ridge" hip and ridge shingles. Exterior Research and Oesign, I.I.C. Evaluation Report 3532.09.05-RIL Certgkate OfAuthorization 89503 FBC NON-HVH2 EVALUATION FLS444-R 10 Revision 11: 12/08/2016 Page 11 of 12 r J TRINITY I ERD 1 6.12 PATRIOT`: LOW AND STANDARD SLOPE SLEEP SLOPE Use POUR naik for orery full shingle loaded z sl1mvn bclmr. 1>nl 6 4M- pssRry II yA l Mint i111rt. Cm fUUR Ralf., and (our spot., of asphalt awling cenleltl for cKrn• full shiupJe as shown belua::Lcplt:dt rarfiug ctnlull uutlidg .\ST U 04586 Type. It i, sug,Ge'Med. Apply 1'(15 nun) dads of asph:dt nailing cunull :is showlt. CAU11ON: Excessive use of roofing cellilent call cluse shingles to blister. r177, -----r rGfay l nSiamj I• RaaBap Cameal 1![laM tl9an PA" 6.12.1 Hip & Ridge for Patriot"': Refer to instructions herein for Cedar Crest"", Cedar Crest," IR, Shadow Ridge,", NorthGate or Shangle Ridge' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CW entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITy ASSURANCE ENTITY: UL LLC—QUA962S; (414) 248-6409; karen.buchmann@us.ul.com ENO OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-1111. Cerdpcote Of Authorkadon a9so3 FSC NON-HVH2 EVALUATION FLSW-1110 Revision 11: 12/08/2016 Page 12 of 12 5 4/28/2017 Florida Building Code Online ru=R>c-s3nL xfd-lr( .. .:, ', - , - f•'Y1G".` ' '_^.'il II[' . , yam M.••••,y_o.. SCIS Nome I Log In User Registration Not Topics 'Submit Surcnarge Stats & Facts Publications F8C Staff I SCIS Site Map Links I Search Product Approval I."usea: Public User r r:3''.:fr f.• 1 •' a.rrt c• I r.eq.e n:iii •. .,q. ProductApproval Menu > Product or Aoolienion Search > Anollcatlon List > Application Oatall FL If 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@aluminumcolisinc. com Authorized Signature Gareth Rahman grahman@aluminumcollslnc. com Technical Representative Paul Frost Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcollsinc. com Quality Assurance Representative Address/ Phone/Small 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 Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 httpsJA~. Uoridabuilding.orglpr/pr app dU.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMisXSGEO%2NCXzYpyxAe/a3d%3d 1/2 4/28/2017 Florida Bullding Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/2015 Date Validated 08/28/201S Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/OS/2017 Summa of Products.: - • • .,_., , ,. , ., FL # Tmodel,' Number or Name Description 12194.1 unum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 f1 ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC15001 Evaluation Report 2014 FBC 04 T4 Sofflts.odf Created by Independent Third Party, Yes s Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: SSO-487.1814 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 050.407.139S. *Pursuant to Section 455.27S(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S., please dick here_. Product Approval Accepts: Credit Card Sale httpsJ/www.Floridatxulding.orglpr/pr app dtl.aspx?param=wGEVXOwtOquk24AUC%2(EHMrNrkL4bysALEZSXMjsXSGEO%2f1CXzYpyxAglo3d%3d 212 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES E tity Report No. Standard Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 LIMITATIONS Year 1986 1986 1986 1986 1. This report is not for use In the.HVH2. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant Installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by,the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida. product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This -evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INCSoffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 In2Ain.ft and for the 'center vent' configuration. See Appendix D for dimension drawings, 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001. FL12194-113 Page 2 of 3 This evaluation report Is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5"' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PaY R. P 2015.08.270 -' C E N R FSi •, V. No 74021 07:05:00 04'00' STATE OF O • <v o4 O R 1 O p:'• \,. Zachary R. Priest, P.E. SS •'' • • • •' • C10 Florida Registration No. 74021 1 14NA1 E1 % Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E'. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved In the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C —Design Wind Loads(4,pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LiMrrATiorrs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall'conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Locationion Location b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Loio nooL tion Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location L o tion ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.c. Fastener Lnrafinn lr Fastener Fastener L tion i ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 124nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max' One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/44nch long x 12F-1 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch 0.072-inch dia. x min. 3/16- 340.0 24-inch o.c. o C, inch head dia. trim nail spaced 36-Inch o.c. Max Three (3) min. 3/44nch x 1/4-inch One (1) min 3/4-inch x 1/44nch One (1) min.1 3/44nch long x 12F-2 16 inch Wood crown staples in diamond pattem Wood crown staple spaced 84nch o.c. 0.0724nch dia. x min. lWinch 48 spaced 244nch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1)14 ga. 5/B inch long T nail W One (1) min 314-inch x 1/44noh One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/44nch 48 16-Inch spaced 8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-113 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. f CREEK TECHNICAL SERVICES, L• LC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psfl Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/flinch crown One (1) min. #8 x 1/24nch One (1) min 314-Inch x One (1) min. 1 3/44nch long x 12J-1 Max. Wood staples in diamond long x 3/84nch head diameter Woodspacedcrownstaple 0.072-inch dia. xmin. 1/4-inch 48 164nch pattern spaced 24- 164nch o.c. Wood1/4-inch spaced 8 inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel Inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1!4 inch crown x One (1) min. 1.75-inch x 16F-1 Max Masonry One (1)14 ga.•5/84nch long T nail Wood 14nch leg staples spaced max Dng diameter finishing pinchnailwith min. 3/16- 33.3 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.1/44nch crown x 1- 14nch leg staples spaced max 0.0724nch diameter 16F-2 12-inch Wd Wood oninchlegstaplesindiamond pattern Wood 4-Inch o.c. and securing each finishing nab with min. 3/16- 253.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch o.c. Max One (1) 3/84nchhead dia. nail, min. One (1) min.318-irich x 3/8-inch One (1) min. 1 3/44rich long x 0.072 inch dia. x min. 16F-3 164nch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch ail3/16-inch head dia. trim n 25.6 inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/44nch One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/4- 27 16F-4 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. inch head dia. trip nailspaced24incho.c. spaced 48dnch O.C. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. 164nch Mary 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- 243.3spaced8-inch o.c. inch.o.c. and securing each inch head spaced panel lap 16-inch o.c. Max. Three.(3)18 ga:1/4-ineh crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 164nch Wood inch leg staples in diamond pattern Wood 1-inch leg staples'spaced 4- inch o.c. and securing each finishing nail wwith min. 3/16- 343.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems.for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment, Attachment 16J-1 Max. Wood Three (3) min. 3/44nch x 1/44nch mown staples in diamond pattern Wood One (1) min 3/4-Inch x 1/4-Inch One (1) min. 1 3/44nch long x 0.072-inch dia. x 23.5 164nch spaced 24-inch o.c. crown crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix A Ap roved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/44nch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing1 One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x linch rafter with one each panel lap inch crown x 1-inch 0. 0724nch diameter 24F- 1 12-inch Wood leg staples in man. 2.25- Wood leg staples spaced 8 finishing nail with min. 801-90 diamond pattern nch x 7d ring inchiOne ( 1) min. 1.754nch incchh o.c. 3116- inch head spaced spaced 16-inch o.c shank nail x 0.0724nch diameter 12-inch o.c. 244nch o.c. finishing nail with min. 3/ 16-Inch head spaced 44nch o.c. One ( 1) 48 ga.1/4-Inch crown it 1-inch leg Nominal, 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One ( 1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0. 0724nch diameter 80/ 24F- 2 124nch Wood smooth shank ratter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25• One (1) min. 1.754nch inch o.c. 3/ 164nch head spaced 16- inch o.c. inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 44nch o.c. One ( 1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No. 2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80/ 24F- 3 12- inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c 3/ 164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch head spaced 44nch o.c. ALC15001 F1.12194-113 Page 5 of 7 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS. INC Soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/44nch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F4 16inch Wood leg staples in 1) min. 2ring WoodWoodleg staples spaced 8- finishing nail with min. 801-60 diamond pattem inch x 7d ring One ( 1) min. 1.75anch Inch o.c. and securing 3/164nch 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. finishinghead spaced 44nch o.c. One ( 1)19 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4 One (1) min..1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 5 1664nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c, and securing 31164nch head spaced 164nch 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.1/44nch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 124nch o c. socuring One (1)18 ga. 1/4- One (1) min. 1.75-inch x One ( 1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 24F- 6 166-inchMasonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 spaced 8-inch o.c. 1) 7d x 2.25 One (1) min. 1.754nch Inch o.c. and securing 3/164nch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 244nch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. ALClSO01 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. fflCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel. Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2254nrh x 7d One (1)18 ga.1/44nchNominal1x2 ring shank nail crown x 1 inch leg No.2 SYP anchored to Three (3)18 9 a.1/4-inch crown seal nt„aled thmu hgg the rafter Into the end staples spaced t2-inch o.c. sewn ng One 1 18 a. Y_ g 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 Wood inch crown x 1-inch x 0.072-inch diameter finishing trail with min. i6012-inch 1) min. 2.25- staples in diamond min. 2.2SInch x 7d One (1) min. 1.7SInch leg staples spaced 3/16-Inch head spaced inch x 7d ring pattern spaced 16- ringn shank nailstoe- nailed on nails sine o1 x 0.072-inch diameter 8-inch o.c. 12- inch o.c. ShanknailinchO.0 the batten at each finishing nail with min. 247nch o.c. ntrafter bcho.c 3/ 164nch head spaced Intersseecction. on. Max. flin rafter spacing Is 244nc h o.c. Nominal tx2 No.2 SYP scabbed between rafters with one (1) min. 2 25 Inch x 7d One (1)18 ga.1/4 nch Nominal1x2ring shank nail crown x ranch leg No. 2 SYP anchored to Three ( 3)18 9 a.1/44nch crown strai ht-rialled dhro n r ` therafterInto -the end staples spaced 12 nch o.c. severing One ( 1) 18 ga. inch crown x 1-inCh One (1) min. 1.75-inch 24J- 2 Max rafter with one x 1-inch leg of the batten or two (2) each panel lap Wood leg staples spaced x 0.0724nch diameter finishing nail with min. 53.3 16inch1) min. 2.25- staples in diamond min. 2.2SIndn x 7d One (1) min. 1.75•inch 8 inch o.c. and 3116- inch heads aced Pinchx7dringpatternspaced16- PPainch ring shank -its roe nailed on either side of x 0.072anch diameter securing each panel gP164nch o.c. shanktrailo.c. the batten at each finishing nail with min. lap 244nch O.C. batten/rafter 3116minch head spaced Intersection. Max. ch o.c. rafter spacing Is 244n6h c.c. ALC1S001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G2D-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes -throughout the duration for which this report 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 INSTALLATION ALUMINUM COILS, INC Soffits Appendix B Note - Refer to the APPRovep SrsTEms section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 3/81 head die. nail with mil:. ± an3'ag4mant(°or wood substrata) or oin. 0.097" die. T-niil cr ar-ub nail with In. S!8" e.^.gngemencl_or c:aicrnce or.t•lock subutra.v). cpaccd as not.,d above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 & 12F-3 F" CHANNEL Wad, Concrete or sleek. will STAPLE SOFFIT TOZv/'—FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O:C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCIS001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0,CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail n,2Er.4M4 `, SOFFIT STAPLEOPENRAFTER 3/CRUINN t LDpIAAO.ND PATTERN IL USING A DIAMOND LP KTVCDI/ PATTERN sr rus FACIA BOARD i FASCIA CAP 12F-2 3/4- X 1/4- CROWN FACIA BOARD 8' 1-3/4' TRIM NAILSTAPLEONCENTER 1-3/4- TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. W INSTALLED WITH THE D.C. FASCIA CAP NAILING FLAIIGE. UP OR DOWN 3/4' X 1/4' CROWN STAPLE SOFFIT -max. 12-inch span WOOD SOFnTSUBSTRATE 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. r CREEK TECHNICAL SERVICES, LLC 12J-1 No. I Installation Detail OPEN RAFTER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER VSINC A DIAMOND PATTERN J—CNANN0. 1-3/4' TRIM NAII acre,ed o•so:tit PAINTED S.S. 48* ic r enetl) ke a 1/21 z 3!8' bead O.C. diameter screw, It" O.C. WOOD OR BLOCK SUBSTRATE SOFFIT —max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B 1 SOFFIT STAPLE I DIAMOND DETAIL PATTERN FACIA BOARD J! III FASCIA CAP 3/4- X 1/4- CROWN STAPLE '8' ON CENTER 1-3/4' TRIM NAIL FACIA BOARD PAINTED S.S. FASCIA CAP 3/4' X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 11, TRIM MAR. FASCIA BOARD PALgTEB SS FASCIA CAP SOFFIT 1'AI' tRObN STAPLE OPEN RAFTCII FASCIA BOARD L µ0StrNIA 16F-1 SOFFIT & FASCIA 16F-5 DETAIL ASCU CAP; REFER TO SCFFIT t FASCIA DETAIL f tHAtREI SOFFIT: NAx. R' SPAY MASONRY SUBSTRATE I ALCI5001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16F-3 CREEK TECHNICAL SERVICES, LLC No. T Installation Detail blin. 3/8" head dia. nail with min. 114, sirjaoemont(for wood substrato) or min. 0.0971 dia. T-nail or stub nail with min. 5/^0" engagement(?or Concretq or block substrate), spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, Concrete or Hlock wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. L—PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This, evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n, `, SOFFIT STAPLE OPEN RAFTER,' 3/4- x 1/4• " DIAMOND PATTERN D ETAI LCROWNSTAPLES 'J _ 1 USING A DIANorto , PATTERN FACIA BOARD FASCIA CAP 16F4 3/4• x 1/4- CROWNJTRIMNMAILFACIA BOARD a- 11-3/4' STAPLE ON CENTER TRIM NAIL P' F' CAPCHANNELCANBEPAINTEDS.S. 48• INSTA ED Wmr THE O.C. FASCIA NAIUNG FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT -'ram• 15-inch span WOOD S SUBSTRATE SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t t TRIM NAIL FASCIA BOARD PAINTED S.S. fASCtA CAP SOFFIT 1-i CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"4' CROWN STAPLES SOFFIT & FASCIA USING A DUu10.11D PATTERN. REFER To DETAIL 16F-2 & SOFRT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; IT & REFER TO SOFFIT t FASCIA OCTAL 8 F' CHANNEL 3/8 SOFFIT; MAX ti' SPAN MOOD SUBSTRiiE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this "report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC System No. I Installation Detail 16J-1 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER t -3/4' TRIM' NAIL PAINTED S.S. 48' O.C. SOFFIT -max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B P 3Ar111rcm ; SOFFIT STAPLE r ' DIAMOND PATTERNi DETAIL FACiA BOARD ' Lmr trvasiawlcs FASCIA CAP 3/4' X 1/4' CROWNJS_S, Cw BOARD STAPLE '8' ON CENTER 1 PFASCIA CAP X t/4' WN STAPLE SOFFR 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t i'• TRIM NAIL FASCIA BOARD PAINTED S.S. 1'='' CROWN I FASCu CAP STAPLES SOFFIT US" A 014110ND--\ R PATTERN; REFER ID r-+' LWdh STAPLE SOFFIT S70U DIAMOND PATTERN OCTAtI 1 I'm NAIL FASCIA BOARD PANTED S.S. SOFFIT & FASCIA DETAIL 24F-1 8 24F4 ref' CROWN STAPLE• .— fASCU CAP, REFER TO SOFFIT i FASCIA \ OETA0. t Rfte" r.r 7 ' f 31B alken Anthwe0 Me SOFFIT; MAX TA' ' rF-[NAIINEL R e 70 IINS* U§ Riq SAmk Yei at every Rafter I MOOD SUBS1RAtE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 11- TRIM NAIL FASCIA BOARD PANTED ii 14- SMOTN SN ax FASCIA CAP ROOF NAILS S"? 1',j' CROWN STAPLE 1 l- TRIM NAIL FASCIA BOARD PANTED S.S. SOFFIT & FASCIA 24F-2 & I DETAIL 24F-5 r,t' cnwN sTAPLE FASCIA GP;WEFFR 10 SOFFIT S FASCIA DETAIL Nwinal 1'IY SYP Batleo AnAwmd to SOFFIT; MAX N., F-MINEL Ranters nth one )d Ring Shank Had at awl Rafter WOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 e TRW NAIL l FASCIA BOARD PAINTED SS 1LDA I' F-MAILS I FASCIA CAP SOFFIT k Yq' CROWN STAPLE I 1 I' TRLi NAIL FASCIA BOARD PA097EO S.S. SOFFIT L FASCIA DETAIL 24F-3 & I 24F-6 1*4' CROWN STAPLE FASCIA CAP: REFER TO SOFFIT t FASCIA DETAIL Rem" rat' SYP Batten Mahora0 to SOFFIT, MAX. St.' Fd11ANNCl Ratters Qh on TO Shank Nab at 1 every Ralte MASONRY I ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I TRUtNAG FASCIA BOARD PAINTED SS. I STAPLES ' CROWN FASCIA CAP STAKES USING A DIAMOND SOFFIT PATTERN. REFER TO CANTILEVERED r.l' CROWN STAPLE SOF111 STAPLE DIAM.ORD PATTERN RAIF ER OCTAL _ FASCIA BOARD I'r TAM NAG SOFFIT L FASCIA PAINTED S.S. DETAIL 24J-1 & rq--CROWN STAPLE 24J-2 FASCIA [Ai; REFER — \ TO SOFFIT L FASCIA DETA4 / \ IIOmIIi t' a T SYP DsltcM { j.• ealabee be -"en n`ep and SOFFIT: r 1%, ri' I I I 3! CNANREL aeavlenc call One (t) TO IinO I ' mank NO smpl-na0es mougn C1a ram Ww the ene WOOD SUBSTRATE of the berm or taro (2) TO \ I ro spank na0a m-nalec an / C&M aide of Ob Doem n Ul* — ba:tannanat MMM00o0 / SOFFIT STAPLE DIAMOND PATTERN ALCISOO1 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G2O.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffls TECHNICAL SERVICES. LLC Appendix C DESIGN WIND LOADS The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, 11, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. V,l, 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 NeighQ, whichever is smaller, but not less than either 4°% of the least horizontal dimension or 34 ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind' Pressures for Soffits in Exposure B Building Type :: Zone... Mean Roof Height ft . Basic Wind Speed. hiph) 1! 20' 1.3U ''. 140 i 50 160 ' 170 180 190 40 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 353 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.T 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 1 14.7 17.0 19.5 22.2 1 25.1 1 28.1 1 31.3 1 .7 60 13.1 1 15.4 17.8 20.5 23.3 1 26.3 1 29.5 1 32.9 1 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design -Wind Pressures for Soffds in Exposure C Building Type Zone. Mean Roof Hei ht ft Basic Wind Speed mph). 120. 13l) ' 140 150 160 _ .. 170 180 . 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 1 -58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32A 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 31.9 42.0 40 16.0 18.8 21.8 25.1 28.5 1 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 1 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 1 17.4 20.5 1 23.7 1 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 notdy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'W.ind Pressures for• Soffits in Exposure D" Building Type Zone" Mean' ': Roof HQtit ft Basic Wind Speed rrt• h 120 130 14U - 150. 160. , 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9• 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 60.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 1 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 f 40.51 45.4 1 50.6 1 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" 3/8' ISOMETRIC VIEW 3/C PROP ISOMETRIC VIEW 37F PROF LE ALUMINUM COILS, INC Soffits Appendix O ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4'` 7/8" 1/8" HEM 6'FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 18' BLANK 3 / 8 PROFILE s7 YIP. 25 1YP. DIDDDDD DDDDD DODDDD DDDDD b DDDDDD DDDDD Mpi ,M1Mp p fR11N ! 1, Cf'L C1 UVVM f0flhU n swe DewnCW AS F49S) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule'61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 3 1/8' 7/8" 3 1/8" S/16' N < 1/_ t/2" 1/2" t/2" 1/2" 3/4" 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 TIP. 25 1YP. MM r\?. DDDDD DDODDDDDODDD 00000 m DDDDDD 00000 W Qf 1lfeif PAfRM1 ff -1I SC n IWVEM FOPUM M SWE MAIM l AS NN) 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 egress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa. FL 33634 813) 249-9743 www.alumlnumcollsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTtA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5876) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant Installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required' by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum'load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program In compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-Inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Paae 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?anels provided in 16- Inch sections. The reported net free ventilation areas are 22.3 In /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Servicos, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttr,uuf r' PFIY R. P 2015.08.27E'jN S; ' _ N No 74021 07.05.00 041001 STATE OF 44/ 4 O R % O P \: Zachary R. Priest, P.E. SiS ON AI `"%%" Organization Florida ti21 No. A E9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services. LLC does not have, nor will it acquire, a financial interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-113 Page 3 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this roport is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMrTATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate. shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 44nch o.c. Fastener Fastener Fastener Fastener Location Lotion Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location 1 1 ALC150D1 FL12194-R3 Page 1 of 7 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" 04• Soffit — &inch o.c. Fastener Lncation lF Fastener Fastener Location l ALUMINUM COILS, INC Soffits A roved System Numbers and Definitions 2F-# Aporoved S tams for 124nch Overhang with F-Charinel 121 Approved Systems for 124nch Overhang with J-Channel 16F-4 Approved Systems for 164nch Overhang with.F-Channel 16J #Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 2AJ-4 I 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 psi) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/84nch 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- 0 24-inch o.c. O.C. inch head dia. trim nail spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-Inch One (1) min 3/44nch x 1/4-inch One (1) min. 1 3/4inch long x 12F-2 16 rnch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/flinch 48 spaced 24-inch o.c, and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max OneOne (1)14 ga. 5/8 Inch long T nail W One (1) min 3 41nch x 1/44nch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/44nch 48 16 inch spaced 8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap Inch o.c. ALC15001 FL12194R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- Inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/44nch long x 12J-1 Max. 16-inch Wood staples1n diamond long x 3/8-inch head diameter screw spaced 16-inch o.c. Wood 1/44nch crown staple 0.072-inch dia. x min. 1/4-inch head dia. trip nail spaced 48- 48 64.2 pattern spaced 24- connecting soffit to J-channel spaced 8-inch o.c.. Inch o.c inch o.c. Approved Systems.for 164nch overhang with F-Channel Wall Cdnnection Eave Connection System Panel MDP No. Width Psl) 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 Ddiameter inch16F- 1 Max Masonry One (1)14 ga. 5/64nch long T nail Wood 1-inch leg staples spaced max. ng pall with min. 3/16- finishing H553.3 12-inch spaced max 84nch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-Inch crown x One (1) min. 1.754nch x Max Three ( 3)18 ga.1/4-inch crown x 1- lanch leg staples spaced max 0.072- inch diameter 16F-2 124nch Wood inch leg staples in diamond pattern Wood 44nch o. c. and securing each finishing nail with min. 3116- 253.3 spaced 16- inch o.c. panel lap inch head spaced 12-inch o.c. Max, One ( 1) 3/84nchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/44nch long x 0. 072 inch dia. x min. 16F-3 16-inch Wood 1. 25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16- inch head dia. trim nail 25.6 inch o. c. O.C. spaced 364nch O.C. Max. Three ( 3) min. 3/44nch x 1/44nch One (1) min 314-inch x 1/44nch One (1) min. 1 3/4-Inch bng x 0. 072-inch dia. x min. 1/4- 27 16F 4 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 24- inch•o.c. spaced 484nch o.c. ALC15001 FL12194- R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. &8-inch long T nail WOod 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3164nchspaced8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 1'8 ga.1/4-inch crown x 1- One (1) 18 go. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall. -Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/44nch One (1) min. 1 3/4-inch 16J-1 Max Wood crown staples diamond pattern Wood OneOne (1) min 3/4-inch x 1/44nch long x 0.072-inch dia. x 23.5 164nch spaced 24-inch o.c. staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 484nch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psl) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/4-lnch 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. 1l4- One (1) min. 1.75-inch x 24F-1 Max Wood inch crown x 14nch leg staples in rafter with one each panel lap Wood inch crown x 1 inch 0.072-inch diameter finishing nail with min. 801-90 124nch diamond pattern 1) min. 2.25 inch x 7d ring One (1) min. 1.75-inch leg staples spaced 8- inch o.c. 3/16-inch head spaced spaced 16 inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-Inch crown it 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1) 18 ga. One (1) min. 1.754nch x Max inch x 1 t ' anchored to each panel la p 14nchInchcrownx1-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 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced 164nch o.c. inch ring shank x 0.072-inch diameter 124nch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max One (1)14 ga.'5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 164nch head spaced inch ring shank x 0.0724nch diameter 12.inch o.c. nail 244nch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 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 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width. psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 14rich leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch raflerwith one each panel lap inch crown x 14nch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. ring Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern Inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/164nch head spaced spaced 16-inch o.a shank nail x 0.0724nch diameter each panel lap 16•inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 14ndh 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 go. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16 tnch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch O.C. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.114-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.072-inch diameter 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 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Psfl 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.1/44nch Nominal 1x2 min. 2.254nch x 7d ring shank nail x t inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed thmu hg the rafter Into the end staples spacedstap 124nch o.c. securing One 1 1 + 8 ga. '- One (1) min. 1.75-inch 24J-1 Max rafter with one x 1-inch leg ot.the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.0724nch diameter finishing nail with min. i60 124nch 1) min. 2.25- staples in diamond min. 2.2sinch x 7d One (1) min. 1.75-inch leg staples spaced 3/164nch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- x 0.072-inch diameter 84nch o.c. 124nch o.c. shank nail inch O.C. nailed on either side of finishing nail with min. 24-inch o.c. the batten at each battenlrefter 31164nch head spaced Intersection. Max 4-inch o.c. rafter spacing Is 244nch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44neh Nominal 1x2 min. 22SInch x 7d shankringshank nag crown x tench leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown strai through into c sestaples spaced securing 124nchownOne ( 1) 18 ga. Y.- inch crown x 14nch One (1) min. 1.754nch 24. 1-2 Max rafter with one x 14nch leg the rafter the and of the batten or two (2) each panel tap Wood leg staples spaced x 0.072-inch diameter finishing nail with min. 53.3 164nch 1) min. 2.25- staples in diamond min. 225•Ineh x 7d One (t) min. t.75•Inch 8-inch o.c. and 3116- inch head spaced inch x 7d ringpattern spaced 16- PaPring shank nails toe x 0.0724ndt diameter securing each panel gP164nch o.c. shank nail inch o.c. nailed either side of finishing nail with min lap 244rich o.c. the batten at each atbatteNrafter 3/ 164nch head spaced Intersection. Max. 4- inch o.c. rafter spacing is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 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 not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No.. I Installation Detail Min. 3/6• head Cda. nail with m1n. 1,:" en3egamsnWor wood substrate) or min. 0.09.11 dLi. T-ns11 or stub nai'1 With min. 5/a' engagemenc(for =rete of .1c.Y 'eubJtrato). sp*zoc as noted above. ASCIA SLIP BOARD FASCIA TRIM 12F-1 S I I I II "F CHOANNEL FFIT OVERHANG WIDTH VARIES) 12F-3 W.:d. Concrete or Block % FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Sous Appendix B System No. Installation Detail n ; SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 1 13/4- X 1/4" ; DETAILCROWNSTAPLES1 L ST PItS // USING A DIAMOND PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4' X 1/4" CROWN FACIA BOARD 1-3/4' TRIM NAIL8" STAPLE ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR A. 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT— mas • 12-itch spats V_j WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL 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. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. OPEN RAFTER nKr.IM% \ SOFFIT STAPLE O15T DIAMOND PATTERN DETAIL vrFACIABOARD r i 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4- X 1/4- CROWNFACIA STAPLE '8—ON CENTER 1-3— CHANNEL BOARD 1-3/4' TRIM NAIL JS.S. PAINveremedtoso;EitPAINTIDonetll $8 a S.S. 48"with FASCIA GAP 1!2" x Ve* head O.C. diametersere;., 3/4' X1/4- 26• o.e. CROWNSTAPLE sOFFfT—bax. 32-inch span SOF WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. I f' TRIM NAIL FASCIA BOARD fAllltE9 SS. FASCIA CAP SOFFR CRONH STAPLE OPEN RAFTER FASCIA BOARD 16F-1 SOFFIT 8 FASCIA 16F-5 DETAIL 73 FASCIA CAP, REFER TO SOFFIT t FASCIA DETAIL F' CHANNEL I SOFFIT, MAX 8' I SPAN MASONRY SUBSTRATE ALClSO01 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16F-3 Min. 3/S• head dia. nail with min. 1-11 sn,agsmsnttfor wool substrate) nr min: 0.097' dia. T-nail or stun rail with min. 5/3" anangemenc(for cgrcrete or block subacrace), spaced as rate l above. ASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, Concrete or Block Wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n,\`1 SOFFIT STAPLE OPEN RAFTER I I DIAMOND PATTERN 3/4' x 1/4' D ETAI LCROWN .STAPLES L , USING A DIAMOND, Ur ICTVED4/ Snw Es i PATTERN FACIA BOARD i FASCIA CAP 16F-4 3/4" X 1/4" CROWN FACIA BOARD 1AI3/4" TRIM NAIL8" 1AI3/4' TRIM NAZI STAPLE ON CENTER PAINTED .S.S. T—'F' CHANNEL CAN BE PAINTED S.S. 48" —FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR3/4" X 1/4" DOWN CROWN STAPLE SOFF1<T—• 26-inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAILIr ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I?- TRRI NAIL FASCIA BOARD PAINTED SS FASCIA CAP 1 SOfFIT 1'q' CROWN STAPLE OPEN RAFTER I FASCIA BOARD 1't}' CROM STAPLES SOFFIT & FASCIA USING A DIAMOND PATTERN; REFER TO DETAIL 16F-2 8 SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL L REFERFASCIA CIATOSOFFITntFAS F• CNANNEL DEAILT 9 3/8ll11 f SOFFIT: MAX. IV I SPAN 1 M SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. Installation Detail 16J-1 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE 1-3/4- TRIM PAINTED S-.S. O.C. SOFFIT-Maa: ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ' V nK1VG °- SOFFIT STAPLE oI r 'DIAMOND PATTERN1 FACIA BOARD DETAIL 11 n i FASCIA CAP 3/4- X 1/4- CROWN FACIA BOARD STAPLE -B- ON CENTER 1-3/4- TRIM NAIL NN_L PAINTED S.S. ASCIA CAP 3/4- X 1/4- CROWN STAPLE 16-inch scan SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f- TRIM NAIL FASCIA BOARD PANTED SS. f t•iTAPIEStROWN I /—FASCIA CAP SOFFIT USw6 A DIAMOND PATTERN: REFER To rai CROWN STAPLE SOFFIT STAPLE OW10040 PATTERN OEtAR. f t NAIL FASCIA BOARD P ADITEOrTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & t 24F4 r a- taDlrN STAPLE FASCIA CAP; REFER TO SOFFIT t FASCIA 1 Ya2- s1'P 3/6Bait" AMP.arad to Soffit; MAX, 2A- F-CHANNEL Raftm VAh a" 10 Rlap SBai4 NaB at averTRAIN lWOODSUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. PENN- CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' FASW BOARD PA 14- SJIODTN SNAXX I AP ROOF NAILS FASCJAArxl' CROWN STAKE 1 I t- TRo MAR. fA5[41 BOARD PAWtE0 S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 r.r CROWN STAPLE FASCIA CAP; REFER TO SOFFIT I FASCIA OVA0. NOW" rxr SYP 801to Ambored to SOFFIT; MAX A' F-CHANNEL Ratters rJt on to Rao Sant Nab al very RsFler WOOD SUBSTRATE I I ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I {• 1RIM NAL FASCIA BOARO PAINTED S.S. ILEA } T•NA4S FASCIA CAP SOFFlT 1•ef• CROWN STAPLE I J' TRW NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 I• CROWN STAPLE FASCIA CAP. REFER To SOFFIT t FASCIA OETAIL saw I'e2• SYP F-CNAN.'NEL Balfeo Antbveo to SOFFIT; MAX. 2V Rallvs rllb one 16 a" Sham Nan AT eery Rafter MASONRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. I e ran NAIL\ 1 FASw BOARD AIITEO S.S. 114' CROWN FASCIA CAP STAPLES SOFFT USM A DIAMOND PAIIERN: REFER TO CANTILEVERED r4- CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN RAFTER OCTAL FASCIA BOARD I TRIM NAL SOFFIT FASCIA PAINTED S.S DETAIL 24J-1 & 1'a} CROWN STAPLE 24.1-2 FASCIA CAP: REFER \ TD DETAIL SOFFIT t FASCIA Nam" I- a S s1f P DamsSeWnd • 1-tMANNEL DeaeeWere sd SOFFIT: MAX. ri" I 3 MIWR9Oh(l) TO IhLl mskm0 1naeo ftouglthe (5WYr.0 tna enc WOOD SUBSTRATE of Or batten a Dro aj.7d \ — An0 $!Imk We W841a ee an Who aien of Nr Menem 0Ine Da.1WYanN adaHetign / 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. NCREEKTECHNICALSERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. V." is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean-. Roof Height ft Basic Wind Speed mph) 120 13U 140 150 160 170' 180 . 190. 200 Enclosed 4 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30:0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26A 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 1 19.5 22.2 25.1 28.1 1 31.3 1 34.7 60 13.1 1 15.4 17.8 1 20.5 23.3 26.3 1 29.5 1 32.9 1 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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 Sdffb, in Exposure C Building Type Zone Mean Roof Height ft Basic Wind Speed rn h 120• - 130 140 150 160 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 1 -56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 1 18.8 21.8 25.1 28.5 1 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 1 23.7 1 2T2- 1 31.0 35.0 39.2 1 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures for Soffits in! Exposure D , Building Type Zone Mean' Roof Hei ht •ft Basic Wind Speed mph) - 120 130 140 150 ' . 160 " . 170 , 180 190 200. Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 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 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 1 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 1 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 1 26.7 30.6 34.8 39.3 44.1 1 49.1 54.4 60 20.2 1 23.7 1 27.5 31.6 35.9 40.5 45.4 1 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. SCREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel r t/8- MEM 1 S/8- L T 1 1 3/8* ISOMETRIC VIEW 3/E- PROFU ISOmMbE VIEW 3/r PROFRE 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 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0CREEKTECHNICALSERVICES, LLC Fascia 3/4" 7/8" 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC IW' 04 Soffit W25 fl?. 18' BLANk 3 / 8 PROFILE 2.625 RCF. 50 TTP. o 00000 D0000 000000 00000 m ooD000 DDODD MW , OW" PATTM (M I tf [1 a 01M FORM N S-AT dRECRU 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 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8" 7/8" 31/8" 5/1ti" 1/2' 1/2" 1/2" 1/2" 1/2" 13.75" BLANK 3/8" PROFILE 2 625 W. 50 TP. 25 'nP. ALUMINUM COILS, INC Soffits Appendix D 01D0000 DDDDO OOD0D0 D.ODDD m DD0D0 a D D 0 0 wiet eMw a.rm w rnn, sf n 101M16 rOP4®M S.ML OREG110N K NIA) 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 eels Horne I Log In I user Registration I Mot Topics I submit Surcharge I Stats a Facts I Publications I Fee Stan ! sets Site Mop 1 Links I search I f* r 1Ql-ai—o Product Approval useR: Public user Product Approval Menu > Product or Application Search > Aon&atdon Llst > Application Oetail r( • F } . FL lr FL13192-R4 n"'1'!• Application Type Revision i ' ' - • 1. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@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@jameshardle.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 4-i Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Ronald 1. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Oate 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence . FL13192 R4 COI RIO - Certificate of Indeaendence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 t• r • . r. •_ Equivalence of Product Standards Certified Be'• . ;'. t t; , i y Florida Licensed Professional Engineer or Architect FL13192 R4 Eauiv ASTM C1186 Eauivalencv Slaned.odf httpsJ/www.8oridabuilding.orgtpr/pr app 00.aspxlparam=wGEVXOwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgAp/o3d%3d 1/3 4/28/2017 i Sections from the Code i ' •; Product Approval Method Date Submitted Date Validated Date Pending FBC Approval j Date Approved Summary of Produ<is Florida Building Code Online FL # Model, Number or Name 13192.1 Cemplank Lap Siding+ Method 1 Option D 08/17/2015 08/26/2015 09/07/201S 10/16/201S 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 IS- 0122.04. 13192.2 HardlePlank 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. 13192.3 I HardleShingle 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: Description ' - fiber -cement lap siding Installation Instructions FL13192 R4 If ER RIO-2553-15 Plank m tal wood odf FL13192 R4 It ER 11I0-2557-1 Plank Shingle CMU odf FL13192 R4 11 ER RIO-2577-15 Plank M w P Sheathino odf FL13192 R4 II Install Cem Planar Siding odf FL13192 R4 It NOA 15-0122 4 odf Verified By: Ronald 1. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FLL3192 R4 AF ER RIO-25S7-15 Plank Shingle CMU.odf FL13192 R4 AE ER RIO-2577-I5 Plank to WSP Sh athinn odf FL13192 R4 AE NOA 15-0122_04odf Created by Independent Third Party: Yes fiber - cement lap siding Installation Instructions FL13192 R4 it ER RIO-25S3-1S Plank metal wood odf L13192 R4 11 S Plank Shingle CML1.odf FL13192 R4 tl ER RIO-2577-IS Plank to WSP Sheathino adf FL13192 R4 II Install HardiePl nk Sldlna odf FL13192 R4 It NOA 15-0122 04 odf Verified By:' Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports EL13192 R4 AE ER RIO-2553.15 Plank metal wood odf FL13192 R4 AE ER RIO-2557-IS Plank hlnole CMU odf FL13192 R4 AE ER RIO-2577.15 Plank to WSP Sh athina odf FL13192 R4 AE NOA 1S-0122 04 odf Created by Independent Third Party: Yes fiber -cement individual cladding shingles Installation Instructions FL13192 R4 11 ER RIO-2555-IS Shingle metal wood df FL13192 R4 It Install HardieShingle Sidino.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO- SSS-1S 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) Limits of Use Installation Instructions Approved for use in HVHZ: No E 13192 R4 It ER RIO-2555-15 Shingle metal wood df Approved for use outside HVHZ: Yes FL13192 R4 11 ER RIO- SS7_1 S Plagr chiggle rui odf Impact Resistant: N/A FL13192 R4 •II Install Hardi hlnal S:dina odf Design Pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: CreatedbyIndependentThlyd'Party: No Evaluation Reports FL13192 R4 AE ER RIO-25SS-15 Shingle metal wood odf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMil df i Createdby Independent Third Party: Yes J ' -• , , '; 13192. 5 Prevail Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 fI ER RIO-2553-15 Plank m t I wood odf httpsJ/www. floridabuilding.orgtpr/pr app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 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 It ER RIO-2S57-15 Plank Shingle CMU.pdf FL13192 R4 II ER RIO-2577-IS Plank to WSP Sheathina.odf FL13192 R4 II Install Prevail Lao Siding.ocif FL13192 R4 If NOA IS-0122.04.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13L92 R4 AE ER RI0-2S53-1S Plank metal wood.odf FL13L92 R4 AE ER RIO-2557-15 Plank Shingle CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathina.odf FLL3192 R4 AE NOA 1S-0122.04.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone hoed. Tallahassee FL 32399 Phone: 850.487. 1a24 The State of Florida Is an WEED employer. Copyright 2007.201.3 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 mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any quesUoibs, please contact 850.487.1395. *Pursuant to Section 4S5.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide Uhe Oeparment with an email address If they have one. The emalls provided may be used for ofndal communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter ass, F.S., please dick here_. Product Approval Accepts: Khe_ Credit Card Sate hltpsJ/www.floridabuilding.org/pr/pr app dtl.aspxTparam=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDfIRrxWwZsbgAak3d%3d 3/3 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. HardiePlanka A >9. Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 = INSTALLATION REQUIREMENTS - PRIMED & COLORPLUSra PRODUCTS visit Hw„1 r r r ntathe most recent version. SELECT CEDARMILL° • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILO • 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 VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONr PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE'" APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR -CALL 1-866-942-7343 STORAGE & HANDLING: As CUTTING INSTRUCTIONS 0UrD00FB 1. Prc+ltoh cutting station so drat wirdwill blow dtst avey tram user and others n v area. 2 Lisa one of the Idbu ng methods a Best- L Scone and srtgn II.3ners (maralaf, electric our prfaumalq INDOORS 1. Cut only tiring scare and snap, or shears (manual, electric or pneumatic). 2. Position cutting station In well•ventiated area Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result In shrinkage at bull joints. Carry planks on edge. Protect edges and turners from breakage. James NEVER use a pOxEr saw Indoors Hardie is not responsible for daimW caned by improper storage and handling of the product. b. Betw. L Dug rtdtutaog circular saw e(p$lpod with a Hadetilaade'saw blade and HEPA uaaten eAwlon a Good: L Oust rallO l ciraultr saw with a HadWlade saw VWc only wm for low, b oWerax ddt6tg) NEVER use a clrcvkd saw bale that does not carry, It FU6e9ade saw blade ladnnark NEVER dry sweep — Use vat suppression or HEPA Vecuom Important Nota Formaadmm protedial p w^l respmble dust rraYcxmr)„tunes ttuote recarumads loop tr hg'flal' Irsetau lhg mtlhaL^ wf eon feasible. fit ': 19 1,110SH-approved respirators can be used In conitndan with above cutting practices to further reduce dui "asums. Addlonal elpcsure hbmnton is available atvwiy. meshardie.con to he you defor ine the mat 'de tutu method for • ur r aemems, Iconcern sill &fists about o e hwfs a u 4 r_^+i ' •. fi do tot cwrquly wiN cue at»m przdice;, you st>apcl abvays consult a mpaglwd trod tMit hygienLq a contact Janes Harde for tauter nfanvoicn. GENERAL REQUIREMENTS: HardiePlane lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirements. kregubrilies in framing and sheathing can rnirrur through the finished application. Information on Installing James Hardle products over foam can be located in JH Tech Bulletin 19 at www. jainehardle.com A water -resistive barrier is required In accordance with local building code requirements. The water-resistive barrier mast be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap` Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. When installing Jams Hardie products all clearance details in figs. 3-14 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6' in the first 10'. Figure 1 Double wall Single Wall Do not use HardiePlank lap siding in fascia or trim applications. Construction Construction Do not install James Hardie products, such that they may remain In contact with standing water water eslslive loader 19•In bracing HardiePlank lap siding may be Installed on flat vertical wall applications only. prytwouer 24•n.c.unu. For larger projects, including commercial and multi -family projects, where the span of the o Yisi,eafrdng wall is significant In length, the designer and/or architect should take Into consideration the coefficient of thermal expansion and moisture movement of the product In their design. ;:• = These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie" Siding Products' at www.JamesHardie.com. DO NOT use stain, oiValcyd base paint, or powder coating on James Hardie', Products. ,f INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options are required by code (as referenced 2009IRC R703.3.2) A. Joint Flashing (James Hardle recommended) .. B. Caulking' (Caulking Is not recommended for Colodolus (or aesthetic reasons as the Caulking and ColorPlus will weather ill differently. For the same reason, Inuring do (tot caulk nail heads on ColorPlls products.) C. "H" jointer cover Figure 2 Nat IW(V ail Stud • ' line Is not present place fastener between 3/4" rJ• I - Yon top Aqua Naa3,8'nmm of plank) ma - - erl did ileac Herdte2ene— Harddqardr•sidhg Y191a1 packs In moderate annul at bud Mnls waler•ioSisUw. harrier o a ,• fastener o r, install a 1 1/4' starer Culp la c o ensure a consistent plank angle leave approprlate gap lowmern planers and ulm. then caulc—' Note: Field painting arer cauldng may produce a sheen difference when compared to the field painted PrimePhus. 'Refer to Caulking sedion in these Instructions. For additional information on HanlieWrap"Nkather Banter, consult James Ilarde at 1-866.41 ferdke or wwvchardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Hardie", products contain resgrabg crysWlre silica, w*h Is mown to the state of Gatbrnb to couuse cancer and is conWerod b/ NRG and NOSH to be a cause at cancer from sane occupational sources. Orealhing elic ve amounts of resoliable spice dust can else cause o disabling and potentially laud lung disease called slficosls. aid has been linked w th oiler diseases. some studies suggest jookidgmaylncn=, elhese(dmDuring instillation orhvdgnp:pIwork inoldoaareas wilharritlevenlilakn:(2)useriluyrem:rrshears forctningor, r4mmnot fe:JMo•usaaHardielllmte°saw bgtb and dust-redudng Ocular saw attached to a HEPA rdcuuu: (3)warn others In the ImmedAite ama; p) wear a properly -lied. MOSH-Mlitmod dust mask or respirator (e.g. N-05) In accordance with applicable yduvetnmont regublLns and utanufactutw hsuuctiom to furfha lin:h reSpirablo slice rttposure. During coan-up, use HEPA vaaams or wet cleanup methods • ever dtly swoop. For further lidamalio n, (dor to our irclalahon itsuuclror4 aril Material £ afery Data Shoel available al wwtr esh idle.con or by ailing I-a00 9HARDE (I •I00.942.7343)• FALUX TO ADHERE TO OUR WARNWM MSOS. AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. WMI IIS1111O-P1/4 6/13 y ro• CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Z-Flashing = 1 fix:' _ As rc uired - dY Ifl code x 4« Min. Ya" Oo not caulk 7 in..1"-2" Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension t;(t t-1;9oq fro 9 9 1tiJ kltEr FASTENER REQUIREMENTS — Blind Nafng Is the preferred method of installation for HardiePlankv lap siding products. Face nailing should only be used where required by code for high wind areas and most not he used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption when doing a repalr). Pin -backed comers may be done for aesU,etic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221 " HD x 2" long) 11 ga. roofing nail (0.121 " shank x 0.371 " HO x 1.25' long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F Panelfast' nails or equivalent (0.10" shank x 0.313" HO x 1.1/2" long) Nails must penetrate minimum 1/4" into metal trailing. 0S8 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" 1-10). 1114' mkt I Overlap 1 Stud I.— O.c?moxL rasa Lite era Nrd1 i Water Ratbilva eartler Figure 15 FACE NAILING Nails - Wood Framing 6d (0.113" shank x 0.267" HO x 2" long) Siding nail (0.09" shank x 0.221" HO x 2" long) Screws - Steel Framing Rbbod Bugle -head or egtllvalent (No. 8-18 x 1-5/8" long x 0.323" HO) Screws must penetrate 3 tiveads Into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10' shank x 0.25" HO x 1: 12" long) Nails must penetrate minimum 1/4" Into metal framing. OSB minimum 7/16" Siding nail (0.09' shank x 0.221" HO x 1-1/2" long)' 24- — Figure 16 61td\ I' O.C.max. Minimum overlap for Both Face and Blind Nailing Imin. 1 1/4' overlap F__ 1 1/4' min. overlap w u 314'.1' 1_ o race nee water•reslauve barrier Laminate sheet to be removed Immediately after installation of each course for ColorPluse products. When face nailing to OSB, planks must be no greater than 91/4' wide and fasteners must be 12" o.c. or less. Also see General Fastening Requirements, aid when considerhlg anemailve fastening options refer to Janes Hardie's Technical Bulletin LI.STB 17 - Fastening Tips for HardrePlanke lap Siding. HS11119-P214 6/13 y ro GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING Fasteners must be corrosion resistant, galvanized. or stainless steel. James Hardie products can be hand palled or fastened with a pneumatic tool. Electro-gaManized are acceptable but may exhibit premature corrosion. Pneumatic fastening is highly recommended. Set air pressure so that the James Hardie recommends the use of quality, hot dipped galvanized nails. fastener Is driven snug with the surface of the siding. A gush mount James Hardie is not responsible for the corrosion resistance of fasteners. attachment an the pneumatic tool is recommended. This will help control the Stainless steel fasteners are recommended when Installing James Hardiea depth the nail is driven. If setting the nail depth proves difficult, choose a products near the ocean, large bodies of water, or In very humid climates. setting that under drives the roll. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). Manufacturers of ACO and CA pr&servatiue-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 countersunk, HardleTdm Tabs to preservative -treated wood shall be of hot dipped fill & add nail zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC snug flush DO NOT DO NOT R317.3 or 2009 IBC 2304.9.5. FigureA Figure B under drive nails staple Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads.. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific Jurisdiction. Consult James Hardie technical Services 9 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 roil heads or drive nails at an angle. It nail is countersunk rill nail hole and add a roil. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nai). NOTE: Whenever a structural member is present, HardtePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PAINTING DO NOT use stain, olValkyd base paint, or powder coating on James Hardie Products. James Hardie products nhust be painted within 180 days for printed product and 90 days for unprlmed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint nhanufacnners specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomedc Joint Sealant complying with ASTM C920 Grade NS. Class 25 or -higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUS" TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® CobrPluse 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 he used sparingly. If large areas require touch-up, replace the damaged area wigs new HardlePlank• lap siding with ColorPlus'technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges Into trim where possible, and caulk. Color matched caulks are available from your ColorPlus, product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant thn usage of third party touch-up or paints used as touch -tip on ,lames Hardie ColorPlus products. Problems with appearance or performance arising from use of third party tour h-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 COLORPLUS° TECHNOLOGY When repainting ColorPlus products. James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriining Is normally not necessary 100% acrylic topcoats are recommended 00 NOT use stain, oil/alkyd base paint, or powder coating on James Hardle*0 Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature 00 NOT caulk nall heads when using ColorPlus products, refer to the ColorPlus touch-up section Hsi III9-PY4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANKa LAP SIDING WIDTH SQ I SO = too sq (I.) exposure) 5114 4 61/4 5 7114 6 7112 61/4 8 6 314 8114 1 91/4 8 91/2 8 114 12 10 3/4 1 2 3 25 50 20 40 17 33 16 32 15 30 14 29 13 25 13 25 9 19 4 5 75 100 60 80 50 67 48 64 44 59 43 57 38 50 38 50 28 37 6 125 150 100 120 83 100 80 14 89 71 86 63 75 63 75 47 56 e 9 175 200 140 160 117 133 112 128 104 119 100 114 a8 100 88 100 65 74 10 225 250 180 200 ISO 167 144 IOD 133 148 129 143 113 125 113 125 84 9311 12 13 275 300 220 240 183 200 176 192 163 178 157 171 138 150 138 150 102 112 14 15 325 350 260 280 217 233 208 224 193 207 186 200 163 175 163 175 121 130 16 17 375 400 300 32D 250 87 240 256 222 237 214 229 188 200 188 200 140 149 18 19 425 450 340 360 283 300 272 288 252 267 243 257 213 225 213 225 158 167 20 475 500 380 400 317 333 304 320 281 296 271 286 238 250 238 250 177 186 This coverage chart is meant as a guide. Actual usage Is subject to variables such as building design. James Hardie does not assume responsibilityforoverorunderorderingofproduct. IRECOGNITION: In accordance vAth IC"S Evaluation Remd ESR•2290, HafdlePaldm lap stung Is recognized as A sulla5le allemate to that spedled in: the 2000,2009,620121nternaliorel Residential Code for one. and Two•Famlly Ov1e41rgs, and he 2006, 2009, 6 2012 Inmmatfanal 8dldhq Coda,. Ha disPlank lap ddig is also recognized for application In the fallowing: Cky of Los Arrgales Pnsoarch Report No. 2486Z Slam ofFloddalistingFLAS89, Oaoe County, Flodde NOA No.02d129.02. US. Dept of HUD Matedafs Release I Mc, Teems Department of Insurance Produd Evaluation EC23. Cily of New York MCA 223.9344, and CaliforniaOSAPA-019, These doamarm should also he wsulkM for addi8onal nfonnal'on concemng the sitabOy ar his produel ter spea7kappriatio s. m 2013 Janes Handle Bunning Roducls. All rights reserved. TM. SK and Odenote trademarks or registered kademeeks of James Hardin Tednology Limited. (9 is a registered trademark or James Hardie Techno"y Limlled. Panelfesl is a registered trademark of ETdF Fastening Systems, Inc. Additional Installation Information, Warrantios, and Wamings are available at ww iameshardie.com j JamesHardie HS11119•P414 155113 MIAMI-DADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANb ECONOtNIIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADl1.1INISTRATION DIVISION 1' (786) 315-2590 F(786))15.2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy Tames'Hardie Building Product, Inc. 10901 Einn- Avenue' Foutana, CA 92337 SCOPE: This NOA is being issued under the applicable roles and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AFIJ). 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 titan 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 heroin, and has been designed to comply with the Florida Building Code, including the High Velocity Hutricane Zone. DESCRIPTION: "Hardie", "Cent" and "Prevail" Plaults and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardioPlank, CentPlank Prevail Lap Siding; HardieSoffrt, CeunSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of l2, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., beating the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large'aud Small Missile Impact Resistant LABELING: A permanent label with the mantifacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank ot•'panel and per FBC 1.710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided. to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA N 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The'submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15.6122.04 Expiration Date: May 1, 201.7 Approval Date: April 9, 2b15 03 f3t4, ra6 1 Jantes Hardie Building Products Inc NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submilled under NOA # 13-0311.07" I. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSofftt Panel; Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Subutllled unr/er NOA # 13-0311.07" I. Test reports on t) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -tip drawings and installation diagram of. HardiePlank, HardieSoffit and HardiePanel, prepared by Intettek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision l dated 04/25/2013, signed and scaled by Rick Curkeet, P.E. Subinilled under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. AT[ 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 &'203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS I. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RElt) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS I. Statement letter of code conformance to the 51h edition (2014). FBC issued by RonaldI. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. 03/3 IZO 1 S Carlos M._ Utrera, P.B. Product Control Exaininer NOA No. I"122.04 Expiration Date: May 1, 2017 1 ; Approval Date: April 9, 2015 WALL LENGTFI Stud Spacing at 16" O.C. B 4 1 1 _I i l sus WALL 1 OF BF Nails at 16" O.C. (typ.) 3/8" Minimtun Edge Distance A_ET9lt A Sheathing fastener. as described in Note 1 Panel fastener, as described in Note 2 r REVO 0Vlit.HardiePanel, Cempanel, ply ? Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 14042 N" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S P-F Wood Sheds The wag and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A thick 15 ply APA rated plywood sheathing in a=danm with Florida Buddlnq Code Section 23223 vmb- esistive bonier per Florida Wiling Code Seclion14042 rx 4-S4%F Wood Studs PRODUCT DESCRIPTION HardePanel®, Cempanel®, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PNNEL MENSIOLJS Width Length Thidmess 4 8.9,1(y 5/16" Dl1S G IPR>_SS-URE RATING_ Installation Design Pressure Wood b3f HardiePanel, impact Resistant - ECTfON B-B Cempanel. Planks installed over 5/6" thick 15 ply Prevail panel APA rated plywood sheathing Siding HARDIEPAI!IEL,CEMPANM- PR.FN_Al_L PAIIF-L5IDING 1NST/L1 kW DETAIL% AU insyaltation shall be done in mnfonnance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building CodeWoodstudswhereHarciePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote 1] SfT thick / 5 ply APA rated plywood sheathing snap be attached to the studs in accordance with Florida Budding Code Section 2322- APA rated piY"r sheathing supportedThesidingpanelsshallbeinstalledoverSWthick15plybyaminimumof2IX4" S-P-F wood studs spaced a max'vnurn of 16. O.C. Note 2] The siding panel fastener &.hall be a 2' long, 0.223" head diameter. 0.092" shankdiameter, corrosion resent siding nail; the fasteners shad be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the SW thick 15 ply APA rated plywood sheathing into wood studs located at 1G' O.C. Fasteners shall have a minimum edge distance of 30 and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Bullring Products, Inc. 1D901 Elm Avenue Fontana. CA 92337 NO wc.NO I atv A I I PNL-PLKSOFF Creator. I: Gonzales Isms 1n- =1-0" ` Date: 4n4=13 IsW:Er 1 OF 12 Fastener Spaano per Florida Building Code Section 2322.3- PfZ0.7VC4JtEVL D • ` e yiig +6b tDe •il tb A Alo •Dl2 xff as m iag r tee lo.id. calk 17 tom a aaace a I- I I- I Fastener Spadng per Florida Budding Code I bn 2322.3 RgM1NG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH-3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAT,iING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 C1ADD_M1Z THE PANEL IS FASTENED WITH Y LONG, 0.223" HEAD DIAMETER, 0.092'' SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS S" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 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) HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUC71ON lames Hardie Building Products, Ina a 10901 Elm Avenue Fontana, CA 92337 Phone: 909366-63CO SIM FXU W DAG NO Fax 909-427-0634 A PNL-PLK.SOFF Creator E. Gonzales scu.E 1° = 1*-0' Date: 4)2412013 S4rT 2 OF 12 1 Nib ALL LENGTH Stud Spacing at 16" O.C. mot..—.__ ----- i • ///iii i i' i.i rjrlr Or11 i' e# yimn w h tlye ilorids , AiDc No WALL No. l:airk EIGHT STATE LL 3 D_ETAt.Lf+ lbeftwies 3/8" Minimum Distance Nails at V' O.C. (typ.) Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePanelO Siding 1lJater-resistive barrier per Florida Building Code Section 1404.2 5/8" thick IS ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, 3-5/8"X 1-511Y' Metal C•stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A T_ 5/5- thick 15 ply APA rated iplywood sheathing fastened to metal studs as descnlxd in Note 1 water -resistive j barrier per Florida Building Code Section 14042 L " 3-Wr X 1-&B- Metal Cstud HardiePand, 8 p1-\\ 209a. Cempanel, Prevail Panel Siding Pg0_DJ2T DE_SCRIg'i0.-4 HardiePanele, Cempanelm, & Ptevail-S) Panel Siding materials are nonasbestos fiber-cemerd products tested in acco dance vhth ASTM C1186 Grade 11, Type A and meeting the requirements o the r-Ioridi2 Building Code. PANEL DLMEN_S_IO_N_S. Width Length Thickness 4 8,9,10' 5/16, RESIGN PJ ES_S_U_Lt.E-RIUN_G_ Installation Design Pressure Metal Studs -104 psf impact Resistant - Panel installed over SW thick 15 ply APA rated plywood sheathing HARD EP 4N C MPANELLP(ZEVAIL PANFk SIDII- 111 ISJA ATI0 DETAILS All instalation shall 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 HardiePanel, Cernpanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. ENote 1) 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6'oe at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1A' long bugle head screw The siding panels shall be installed over Stir tiriak / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-5/8' X 1.5/8" Metal C-stidls spaced a ma)dmum of 16"- O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-W long' ribbed bugle head screw ('or screw shall have at least 3 full Weads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; thefastenersshallbedriventhroughthe5/8" thick 15 ply APA rated plywood sheathing 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 comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 NO I DAG 140 A I I PNL-PLK-SOFF Creator, E. Gonzales Iscu.e' 1r2"=1'-o- 1 Date:41242013 ISKW 3 OF 12 I 6,00in. PRODUCrREVISED ss V46 d e Ficas 0 Delft Cc& Acwpt=w?t,1 -cog F 1 77' 8Y ' F_L K[N—G. NOMINAL 20 GAUGE 3-SW X I-W STEEL STUDS 18" O.C. FASTENED WITH &S' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONMECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING i NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD -SCREW CLAp_DING ' THE PANEL IS FASTENED WITH NO. 8-18, 0.315' HEAD D"iftER X 1.5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6.O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I I I A I / Framing II I I Sheathing II I•I II I I I IpqOGA I I I `. I I ' '0. 12l Ar STATE Of .` I'1 'i 9 FLORIOP•'-'i ONA- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, C£MPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building ProduCtS, L1c. 10901 Elm Avenue Fontana, CA 92337 IF I RA... rvvv__ Fax 900-427-0834 A PNL-PLK-SOFF t Creator. E Gonzales SCALE i • =1'-0° Date: a 2412013 S+ ET 4 OF 12 at 15' O.C. WALL LENGT I aoitiyigg vri e YicoQe i ,11t WAIL IEIGHT i Egi>7clicc tee r/ -' . I i i I! i I! Mimut ace Prodn{ Card ii 'C I• 3/4"Minimum Edge Distance Nails at 16" O.C. (W.) D Sheathing fastener, as described in Note 1 I I\, Siding fastener, as described in Note 2 HardiePlank, S Cemplank, Prevail Lap Siding Water -resistive barrier rper Florida Building Code Section 1404.2 5x.'tNt& 15 ply APA rated plywood sheathing fastened in accordance with Florida Budding Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in oompriancewith the Florida Building Code. SE_:__ DETAIL A PRODUCTDEScRIPnJN HardiePlanl&. CemplankS). & PfevaikV Plank lap Siding materials are nonasbestos fiber -cementa, thick / 5 ply APA products tested in accordance %vithratedplywoodASTMC1186GradeIt, Type A and Sheathing in meeting the requirements of the a=rdance vAh Florida Building Code. Morlda'3W&V Code Section2322.3 PANEtLDJMM1PNS. Water-resis<ive Width Length Thickness N,, barrier per Florida 59-1/2" 12' 5/16" Building Code Section 1404.2 DESIGNNPRESStJFRE R__T1W 2"X 4. 5-P-F Ins aMon Design Preisure Wood Studs Wood Studs .92 psf Lap Siding Impact Resiatarit— Planks installed over 5/8" thick / 5 ply 1_1/4" tau X 5/16" APA rated plywood sheathing thick starter strip HAIftD1JP_LAf1IC,C);NIP_LANiCLPREYJ4 4 RSID_I IG NS ATIRN AfLS All Installation shad be done in conformance with this Notice of Acceptance, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code - be installed shall be designed by an Engineer or Ard itect per the Florida Bui ng Code and the requirements of this N.OANote1] 5/8 thrcic / 5 pry APA rated plywood sheathing shall be attached to the studs in accordance VA th Florida Building Code Section 2322 3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/t widelapsatthetopoftheplanksuchthattheexposureareaofeachplankiss8-1W verdealty. Note 2] The siding fastener shall be a 2-1/Y long. 0.223" head diameter, 0.092" shank diameter, corrosion4esistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 16" O.C. ho o fastenersfastenersaredrivenintowoodstudsthroughS/8 thick 15 ply APA rated plywoodsheathing, are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank Vertical joints shad be placed over studsTheplanksshallbeinstalledover5/8" thick 15 ply APA rated plywood sheathing supported by aminimumof2"X4" S-P-F wood studs spaced a ma)dmum of 16" O.C. Fasteners shall have a minimum edge distance of 316. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 1NSTALLAT tON DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, fnc 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 s cM "o o+ etc PNL-PLKvOFF Fax 909-427-0634 A Creator. E. Gonzales SCALE Vr = t'-0" Date: 424/2013 SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 j .I Fastener Spacing per Florida I Building Code Section 23223 0.75in T FRODiJCr 13F115 D as wvoyiog wilb.theit :111ids Iswiftcof „ I. Acm. v -- w.13-i'5f/.07 T sw25in. '` FRAMING- NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-11T 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHE,4THIN NOMINAL SZ' THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 PLANKS.OVERLAP 1-1/4• THE D(POSURE 1S s8-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2° LONG, 02237' 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 PRODUCrAEVISED / ems, *= tea. ! in. OC--a Cladding Framing Sheathing I r // f No. 121 STATE OF t+oarw C.atw+ __ per •- 'c 0 R IDP - • `' SOON tiN ,$ oo, FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ANLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina AN10901ElmAvenueFontana, CA 92337 Phone, 909-356-MO SVE FSW No oWS NoAE Fax 909-427-0634 A PNL-PLKSOFF 1 Creator. E Gonzales SCAW 1" =11-V Date; 4/242013 SZ 6 OF 12 JUVALL LENG SEE jM0-Q.U-MQMC—PJRIPStud Spacing at IV, O.C. DEMLA HardiePlank(li, Cemplanke, and 5VNckiS* APA PrevailD Plank Lap Siding materials 1 rated Pk -wood we nonasbestos fiber -cement g fastened products tested in accordance with hirASTM CI 186 Grade 11, Type A and to n*tal shift as meeting the requirements of the descrlbed in Note I Florida Building Code. as wizb- WALL At" r-1 barrier W Florida PL9NKDIMENSLONS HEIGHT Building Code Width Length Thickness Section 14042 S 9-1/2" ir 51161! 04 z fli VV. AZW Y3r- I t k, 20ga,DESI!3AMSAU& Metal C-stud Wtiiiation Design Pressure l' H S 1AI Q U Hai4ieftrilc, Metal Studs -92 psf C: 4MP1ar*, Prevail Lap Siding Impact Resistant - B0/0NAL Planks installed over 518" thick 5 ply 3/4' Minimum Edge Distance Nails at 16" O.0 (typ-) APA rated plywood sheathing WCKstarterStripHA RD I EP LA N I C E M PLA U! LP—R -FVA- IkO-P-!ZtQIN—G-!N-S-TA4A--n-O-N-Qg MWS I iir>siapation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, recommen ons, and thte applicable sections of the Florida Building described in Note 1 It Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an PRODUCIr I .14SED Engineer or Architect per the Florida Building Code and the requirements of this MOA YbV W16 aw "Mib (Note 1] SW thick / 5 ply APA rated ptywood sheathing shall be attached to metal studs at 6"oC at panel Cb& edges and all intermediate supports using a No.8-18, 0.315' head crra meterx: 1-1/4- long bugle head screw 14 Siding fastener, as described in Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1W wide laps at the top of the plank such that the exposure area of each plank is 8-114"vertically. INote 21 The Siding fastener shall be a minimum No. 8-18. 0.315" head diameter X 2-1/4' long* bugle head HardiePlank screw over metal studs (,or screw shall have at least 3 full threads penetrating metal framing); The siding is Cemplank, fastened -- 5 8-1/4?'O.C. vertically and 16'O.C. horizontally; fasteners are driven into metal studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately SW Prevail Lap Siding from the bottom edge of the overlapping plank. W Vertical joints shall be placed over studs. a The planks shall be installed over 5W thick / 5 ply APA rated plywood sheathing supported by a minimum Water -resistive • 209a, Nominal 3-5/8!'X 1-5/81 Metal C-studs spaced a maximum of IS* O.C. barrier per Florida a Fasteners shall have a minimum edge d'*Ianoe of 3/8". Building Code Sidon 1404.2 HARDIEPLANY, CEMPLANY, PREVAIL LAP SIDING 518- thick 15 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION Lplywoodsheathingfastenedtometal studs as described in James Hardie Building Products, Inc. 10901 Elm Avenue Note 1 I- 0-1m Fontana, CA 92337 20ga, 3.&8' X 1-SW Metal 0-stud Phone: 909-356-6300 =6 FWM NO Memo REV The wall and soffit frames are to be designed Fax 909-427-O634 A PNL-,PLK-SOFF by the Architect or Engineer of Record in I compliancewiththeFloridaaBuildingCode. Creator. E. Gonzales SCALE 11r = 11-W Date: 4242013 smEET 7 OF 12 M comply* wi& ft Bari& am-,,. wu.mo t 13ti•Q TU ' 0m4e hod s8.25n. • 05MM HA NOMINAL 20 GAUGE 3-5/8" X 1-58" STEEL STUDS 1W O.C. FASTENED WITH SW LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 5 E TI)NG NOMINAL S/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CIL,4Df ING PLANKS OVERLAP 1-1A4' THE EXPOSURE IS s 8-IX THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315` HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALLHAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. I 1 6.00inl OC I A6VISF> D wadi wWbAtFbxift Cam II Cladd' uta Framing Sheathing 121 o TATE OF cs,_ ONAL ,i f; t FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.int 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-83M SCE No cw4 No 77, Fax909-427-06U A PNL-PLK-SOFA Creator. E. Gonzales scwu: 1" =1•-0• Owe 424/2013 ISHFET 8 OF 12 WALL WALL N ,( ] }i SEE O_a1 LC DESCRtEjl j Stud Spacing at 16" O.C. DETAIL A HardieSoffitO 8, CemsoffitO materials are B _T— nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11. Type A i - r - - .—-=- - =-•:i - { 1 and requirements of the Florida J meeting the l Building Code. DE7,AlL A 3/8" Minimum SOEF[T DIMENSIONS i l I 2" X 4" S-P-F Width Length Thickness i Wood Studs 4' i. I i (• pYSiG_N _P S_Si1REJ?A_T7NG HardieSoffit, Installation Design Pressure i.i Cemsoffit Wood Studs -70 psf OG 14/4 5;ECJJSQtJ-A--B Nails at 4" O.C. (typ. epvCt RHVLSM PRODLtCP - i& a1a \ 1e Distance . ,rg wi& da F%w;& Be a °nei . NO 4 21 Zz tiles code Awgxaocerbf3 31 C- t+to wens C7 ` STATE OF -AZF jDadc Fromm c semi `? OFF' FLO R 0 VsSO.lAI. HA MSO-F_ one Ei [ rJ NF,L l1STALLAJJ_O_N-DU.4-A A offit fastener, as All installation shall be din conformance with this Notice of Acceptance, the manufacturers escribed in Note 1 insia0ation recommendations, and the applicable sections of the Florida Bulling Code. It Wood studs where HardieSofft. Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of tNs V.OA Cemsoffrt The soffit shall be installed over minimum 2'9C4" S-P-F wood studs spaced a maximum of 16" O.C. HardieSoffit Note 1] The soffit fastener shall be a 2' long, 0.223" head diameter, 0,097 shank diameter, corrosion resistant siding nait, 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 30" and a minimum clearance of 2" from comers. MinimLim 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code, HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 hone: 909-356-WW SUE w DV4 No RED/ Fax 909 27-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE 1R-= 1'-0" 0ate:4242013 s---m 9 of 12 Cladding Framina- 4.O :n [ . Paobtj&RE ISM PRowcrtrnsw +,, ' y OGAw "- of l) i "" ree doom. 86 campl*q WA ete f bei&e +++ ooevr.ne lloW-#§ s@ft wice d3 l , 07 121 e, By ur i PmArw Gnsd l>be Pmft a Coe*ot • STATE OF -7 % FRAML -ra 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 ARCM TECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH 2' LONG, 0.223' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAIL'S 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm AvenuelipFontana, CA92337. Phone: 909-356-MO SIZE FSCM N cvr3 NO Fax 909-427-0634 A PNL-PLK-SOFFT Creator E. Gonzales SCALE 1"=1'-0' Date: 4242013 Sir 10 OF 12 1 ALL LENGTri —%i Stud Spacing at 16" O.C. ate_ I I t 13 WALL iEIGHT DE l A 31W Minimum Edge Distance P ODU_C_T_D_E;SCRIP72QN HardieSoffi* & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance vAth ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFFIT tj.NjE- SLQNS Width Length Thickness 4' 8' '/•" DESLGN PRESSURE R&1-1NA Installation Design Pressure Metal Stud; + Irt-fU of 0 ODUCr REVISED A Nails 6"O..0 t>R lyp.) ntGDt;Cr asc+'4Nrs4sWhbthe Raids d = q0BoldM Cogs 0. y at aftQD& >Aio G3 C3r l •B 2' Aeoaarieae Ms/ -d 7 STA7 4f . hfitttti Cad'd.. _ ••••.......... ii -Etiiiion shall done nxconfo ance with) tb s Notice oAcaeptaiiE€!i1WMAnufadurersinstallation recommendations, and the applicable sections of the Florida Building Code. t fastener, as Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or ribed in Note 1 Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 35/8" X 1-50' Metat C-studs spaced a maximum of 16" O.C. HardieSoT. i% Cemsoffit Ix*L& 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing);the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. 20ga, 35/ 8" X 1-&T Metal C-sbad LThe wall and soffit frames are to be designed by the Architect or Engine-er of Record in compliance with the Florida Building Code. s Creator. E. Gonzales. SEE DETAIL A 20ga. 3-5r8" X 1-518" Metal C stud HardieSoffit, Cemsoffit Li SEC1r1nN B- B HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 12" = V-0- DV4 NO R1I PNL-PLKSOFF 1 1 Date: 4/2412013 I s+EEr 11 OF 12 . Cladding Framing SbOin. JJ i.. 'oo yiig«rbitbeflelia pltODt!('!' it ItSfD PK00t)crBSA3w tb S / m °'11og teo 1Flarid ad9 Evalwaft -`7` I / J Not CC A;9, . FLORA FSSIONP4 FRAMLNG. NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL. STUDS 16" O.C. FASTENED WITH &r WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVLTY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG CORROSION RESISTANTRIBBED INSTALLATION DETAILS METAL STUD CONSTRUCTLON BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE James Hartle Building Products, !nc SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE _ 10901 FJm Avenue STUDS Fontana, CA92337 Phone: 909-356-6300 SIZE FSCM NO Eva Ho REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1"= 9'fi" Date:4/242013 SKM-- 12 OF 12 Florida Building Code Online Page 1 of 2 li Business & Professional Regulation... r 0 DepaMMt¢ Sets Home 1 Lop In i user Reglstratipn i Hot ropres ; Submit Surcharge 1 seats a Facts i Publications Pet Staff ( SCIS site Map i Lints Seartn i Buslnes UAUSPublic Regulation orodu__ Aporoval Menu > Pmdu[t er AoolirHMn Sea= > Application Lit > Application Detail All FL 1f FL1971S Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/ Phone/Emall Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated 41 Silverilne Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext 4644 Jonberrlan@slbp. com Jon Berdan Jonberrlanoslbp. com Windows Single Hung Certification Mark or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/ WDMA/CSA 101/i.S.2/A440 AAMA/ WDMA/CSA 101/I.S.2/A440 Method 1 Option A 02/ 16/2016 FL # I Model, Number or Name I Description Year 2011 2008 http:// w%k,w.floridabuilding.org./l)r/pr appjtl.aspx?parani--wGEVXQwtDgtvA%2bxmzk 1... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 1Series 2900/4900 Extruded Vinyl Single Hung Window Umlts of Use Certification Agency Certificate Approved for use in HVH2: No M19715 RO C CAC 2-4-16 CCL-_ist.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO It SWD002 SS 2016-02-03.odf Evaluation Report, PER3947, for design pressures and Verifled By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.odf Created by Independent Third Party: Yes Back E Contact Us :: 1940 North Monme Street Teilahassee FIL 32M Phone: a50-497.1624 The state of Florida Is an AA/EEO employer. Co2vdoh[ 2007-2013 State of Flor`da.:: Privacy Statement:: Accessibility Statement Refund Statement Under Flarlda law, email addresses are public records. If you do not want your e-ntall address released In response to a pubic -records request, d0 not send electronic mall to this entity. Instead, co-Mct the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 201.2, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emails provided may be used for o0idal communication with the licenses However email addresses are public record. If you to not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S., please dick here . Product Approval Acce is: f1 1 M securitystl.ruivl http://www.floridabuilding.orglprlpr app_dtl.aspx?parani=wGEVXQw-DgtvA%2bxmzkl... 2/19/2016 INSTALLATION NOTES. 1. ONE (1) INSTALLATION ANCHOR 15 REQUIRED AT EACH ANCHOR LOCATION SHOWN. L THE NUMBER OF INSTALLATION ANCHORS DEPICTED LS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 3l/2 NCH 114E DEPICTED LOCATION 6 SPACING IN THE ANCHOR LAYOUT DETAILS I,E., WITHOUT CONSIDERATION OF rOLCRANCEV.. TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQI11RFO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S)• MAXIMUM ALLOWABLE SHIM STACK TO BE 3/81NCH. SHIM WHERE SPACE OF 1/161NCH OR GREATER OCCURS, SHIM(S) SMALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER S. FIN NSTAUAnON: FOR INSTALLATION INTO WOOD FRAMING USE AS WOOD SCREWS OR I I GAUGE ROOFING NAILS OR 10d COMMON NAILS OF SUFFICIENT LENGTH TO ACHIEVE 1.1 2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE INSTALLATION SMALL MAINTAIN MIN. 3/87 EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 48 SELF -TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 7M0. DS PEN RATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN MIN. 3/8- EDGE DISTANCE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE AIO WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH LX BUCK TO CONCIETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE t-1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4' EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE A10 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM 7 AO ENETRAI ION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUCING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER AND SIDING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES. 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA CUILCH14G CODE (IBC), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WOMA/CSA 102A.5.2/A440-N/11 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3 IX AND ZX BUCKS (WHEN USED) SHALL BE DESIGNED AND ANCHORED AS SPEOFIED HEREIN, REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HERON 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 COMMENT IN NON-HVHI AREAS. IN HVHQ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MUIMFDADE RER OR AIM 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF 5. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. COATING' 6. WINDOW FRAME MATERIAL PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL 7. IN ACCORDANCE WITH THE S71/ EDITION FBC, WOODINSTALLATIONANCHORSINTOMORTARJOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED rROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF Oq SHALL BE OF A DURABLE SPECIES AS DEFINED IN BLOCK CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR t GLASS MEETS THE REQUIREMENTS OF ASTM E 000MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF O.SS. 6. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROUT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 676, MINIMUM GROUT COMPRESSIVE STRENGTH OF ZOOD PSI. 0, HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 IS. E. STEEL - MINIMUM YIELD STRENGTH OF 33 151. MINIMUM WALL THICKNESS OF 47.9 MIL (0.0478' 0,18 GAUGE). MIN. L/2- EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/16'. MIN. 112' EDGE DISTANCE. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION t INSTALLATION d GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL d HORIZONTAL SECTIONS (NAIL FIN) 5 VERTICAL a HORIZONTAL SECTIONS (T RROU6H FRAME) 6 FHCRIZDNTAL SECTIONS. BUC<INSTALLATION, d 6LA2IN6 DETAIL MAX OVERALL SIZE CotJFI6' DESIGN PRESSURE MLSsn.E IMPACT RATINGWIDTHHEIGHT' 36' 84' O/X 35 / -35 PSF NON IMPACT 3B' 6S DIX 50 / -50 PSF NON IMPACT 38' 74' o/x 50 / -50 PSF NON IMPACT 38' 77- 1 O/X 35 / -35 PSF NON IMPACT 44' 62' O/X 450 / •50 PSF NON IMPACT 48' 7T O/X 35 / -35 PSF NON IMPACT 48' 84' O/X 20 / -20 PSF NON IMPACT 52' 72' O/X 25 / -25 PSF NON IMPACT 36' 83.75' O/X (DRIED 35 / -35 PSF NON IMPACT AV 96' O/X (ORIEL) 20 / .20 PSF NON IMPACT 72- 62- O/XO/X 35 / -35 PSF NON IMPACT re 44' O/XO/X 35 / -35 PSF NON IMPACT 76' 62' O/XO/X 50 / •50 PSF NON IMPACT TV 72' O/X-O/X SO / -50 PSF NON IMPACT 76' 7T O/XO/X 25 / -Z5 PSF NON EMPAC! w 74' O/XO/X 35 / •35 PSF NON IMPACT 96' 74' O/X-O/X 30 / -30 PSF NON IMPACT 103' 62' O/X-o/X-O/X 50 / -50 PSF NON IMPACT 108' 72' O/X-O/X-O/X 50 / -50 PSF NON IMPACT LOB' 84' O/X-O/X-O/X 25 / -25 PSF NON IMPACT SilverLine MAndersen rlweow•0000f OPE SLV am gl'YE NpfTw""wTCLw0M PIw DST) U54M T I$I3 Ili-l`Z I Digitally signed by Hermes F Norero, P.E. S W DOO 2 Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' SHEET 1 QF' 6 MAX. FRAME MAX. FRAME SI rer liinO WIDTH 48' WIDTH 48' - B ersm i. oova.eoeaa ONE i4ViML4 WINE a1:anl ewwwa, w aau rM: DFI aS.Ha ZZ 2 Ij wt i T V MAX. FRAME MAX. FRAME _ Z S HEIGHT96' HEIGHT96' QUALIFIED CONFIGURATIONS W m a v ARCH TOP CONFIGURATIONS FOR ALL Z9014901 iy < w G RATINGS, SINGLE UNIT CONPGURATIONS .X. W a 0, d F toI - a A 0 A 0 4 s 4 S m ELEVATION ELEVATION u) SINGLE HUNG WINDOW ` SINGLE HUNG ORIEL WINDOW O H c H 0 MAX. FRAME MAX. FRAME > eE WIDTH 96' WIDTH 108' LU w S QUALIFIED CONFIGURATIONS S ARCH TOP CONFIGURATIONS FOR ALL 29024902 RATINGS, TWIN UNIT CONFIGURATIONS p F O 5 5 Z 71 F'l) F v MAX. FRAME 0 • •A • . HEIGHT 74• MAX FRAMELlE711 •X• •X• d ~ J 4` HEIGHT 94' • i" IfI • * p u m m J N A 0 Z Y V Z 4 5 A D O a a V u1 ELEVATION 4 5 ELEVATION owc,#: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW 5. [)002 SHEET. 2 OF 6 2" MAX FROM CORNERS L 11" MAX. r O C. 11' MAX. O.C. 2" MAX. FROM CORNERS NpT() M LL I VNm AT 017a IEIATK /E AN B, AND SM {• OGATM(Aa,JAAVI, A1A14LL ANCHOR LAYOUT NAIL FIN • SINGLE HUNG WINDOW 2' MAX, 4 1/2" MAX, CORNERS r U.L. 4 1/2' 0.4 2" MAX. FROM CORNERS 6" MAX. 20' MAX. FROM fr--- O.L. 6' MAX. FRO CORNE 20' MAX O.C. L 6" MAX. FROM CORNERS ANCHOR LAYOUT THROUGH FRAME •SINGLE HUNG WINDOW 16 1/ NEI 6' M FROM CORNERS 1 AAX.J L 41/2' MAX. O.C. ANCHOR LAYOUT NAIL FIN • TWIN SINGLE HUNG WINDOW I• MAXKOM. _ 6' MAX CORNERSI O.C. I' FROM 1 I 6° MAX. FROM — i Fes— O,0 CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6' MAX 12• MAX. FROM12 3/4" MAX. CORNERS O.L. O. C. 161/ 2• MAX 0 L Sil v,,,eL rLine Hmd IR 11ATdC warm idersem IK p5T1 7}IOW L c a N < M. Q V Nz 9! t6<v LL i3: Z1< W e w az $ or / 11 SS NW ) A N of _ 1- d 0 m 4K n co ANCHOR P/ tJ SO-299 STRAP 6FROM ANCHOR STRAP a s Z _ Z SEE SHEET 5 FOR DETAILS CORNERS P/N 50 2999 2 0 o v SEE SHEET 5 FOR DETAILS DW6 #. ANCHOR LAYOUT ANCHOR LAYOUT 5W[)002 THROUGH FRAME • TWIN SINGLE HUNG WINDOW THROUGH FRAME • TRIPLE SINGLE HUNG WINDOW SHEET: 3 OF 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET6 FOR CONNECTION DETAILS 98 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O.A. BY OTHERS UNIT HEII6HT EXTERIOR 1 SEE GLAZING DETAIL, SHEET 6 1 1/2' MIN. EMBEDMENT 4-7 3/6' MIN. EDGE DIST• 1/4' MAX. SHIM SPACE SASH REINFORCIN INTERIOR SEE SHEET 6 FOR REQUIREMENT SEE GLAZIN DETAIL SHEET INTERIOR g VERTICAL SECTION 4 NEAD - IX WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS 1/4' MAX SHIM SPACE EXTERIOR FINISH BY OTHERS 18 WOOD SCREW INSTALLATION ANCHOR Tom- 3/8' MIN. EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 F CONNECTION DETAILS a, CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY S 2X 1112, MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT q VERTICAL SECTION 4 SILL- 2X WOOD SUCK NAIL FIN EXTERIOR O.A. UNIT WIDTH SilverUne tAndersen l+e+ws•eve+. cw3avrxv40"w mw eanuw=.w cnN 1M: QH1 11100e v 1/4' MAX MIN. 3/B' EDGE DISTANCE 30 SHIM SPACE a Z ZQ •+ o rr CI N J vNi" ja Zm 5 MIN. 3 THREADS Z eWe 6 PENETRATION BEYOND qqKc G j c . & 6 METAL STRUCTURE .7Na S < m W e z B 6R. S SELF-TAPPV46 SCREW ui INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET I INSTALLATION < CI NOTE 14 r EXTERIOR FINISH BY OTHERS Z PERIMETER 5EALANT Q BY OTHERS I4 ZO In ' D HORIZONTAL SECTION 4 IAMB - METAL STUD NAIL FIN no I, x .. -T 111 ^" eD Vsf my J V1 FvZ o$ I%n 0 DWG SW0002 SHEET: 4 of 6 010 WOOD SCREW INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/MASONRY BY OTHERS .............7 3/4" MIN. EDGE DISTANCE Y ZX WOOD BVCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4• MAX CONNECTION DETAILS SHIM SPACE a ' - . • SASH REINFORCING d SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING EMBEDMENT DETAIL "SHEET EMBEDMENT INTERIOR ir PERIMETER 5EALA14T _/ _ I 1/4" MAX BY OTHERS A SHIM SPACE A. EXTERIOR / INTERIOR UNIT / HEIGHT SEE GLAZING DETAIL, SHEET 6 VERTICAL SECTION 5 IIEAD - 2X W000 BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 IEXTERIOR O.A. UNIT HEIGHT PERIMEr•R SEALANT BY OTHERS INTERIOR ANCHOR STRAP, AT TWIN 6 TRIPLE CONFIG. ONLY. SEE PLAN VIEW -ANCHOR STRAP P/N 50.2995-2)' DETAIL AT RIGHT FOR INSTALL. REQ. 1/4" MAX r SHIM SPA EXTERIOR FINISH 1 1 1/4" MIN. BY OTHERS e EMBEDMENT PRECAST SILL BY OTHERS 3/1V ITW TAPCON 4 a INSTALLATION ANCHOR e t 3/4" MIN a EDGE DISTANCE p VERTICAL SECTION 5 SILL- CONCRETEIMASONRY THROUGHFRAME EXTERIOR O.A. UNIT WIDTH MIN, 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN.1/2" EDGE DISTANCE 10 6R. 5 SELh-TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/5TVD OR APPROVED l-MULLION BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 PERIMETER SEALANT BY OTHERS Q HORIZONTAL SECTION S IAMB - METAL TUBE/STUD OR APPROVED MULLION THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED 4.0000-4.0000TOACCOMODATE #14 OIA. 2.0000 t-2.00001 0.0620 0.5000 00(2)-- 3.0000(2) 1 6.0000 1 INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY. USE (4) 3/16' ITW TAPCON5 PER STRAP, MIN. 1-1/4" EMBEDMENT, MIN. 1-3/4- EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) 410 SELF -DRILLING SCREWS, GR. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN. 3/4• EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1-1/Z' EMBEDMENT, MIR V EDGE DISTANCE. SilverLine bAndeTSeT w"eevrs•eeeee CN! 6iWB1AE O R'F Wens eeuruwRcc, w onox r ry psrU asp 11 3 F• v z Nag w o e W V m s eC( w mc W yC a VI go e 3 Yf uZ a H 5 f [)002 4EEr. 5 OF 6 INTERIOR EXTERIOR 6 INTERIOR 5MALL' FRAME 'LARGE' FRAME REI.NFORCI146 EXTERIOR REINFORCING SEE BELOW FOR AMF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS. G VERTICAL SECTION HORIZONTAL SECTION 6 MEETNGSTILE 6 INIERMEDIATE FRAME MUWON I- ALUMINUM 5AS14 REINFORCING I5 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 •/- 50 PSF 38 X 77. (O/X), DE5I6N PRESSURE •/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE •/• 50 PSF 108 X 62, (0/X•O/X-O/X), DESIGN PRESSURE •/-50 PSF 108 X 72, (0/X-O/X-0/X), DESIGN PRESSURE 4-50 PSF c- STEEL INTERMEDIATE FRAME 'URGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DE$IGN PRESSURE •/- 35 PSF n - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING I5 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62. (O/X-O/X), 055I614 PRESSURE •/- 35 P5F NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. TI 5/8' O.A. IA. GLASS EXTERIOR \\ INTERIOR r \ MIN.GLA55 sm 1/2" 1/8' SETTING BLACK 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 I5 NOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK. 1/4" 1TW 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• M1N EMBEDMENT 1 1/2' MIN. EDGE4: DISTANCE 2- M_IR EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL SilverLine hAndersen g rye core. oeees ONE =Vex." claw Na.N sau am=waeu M O!7) •7Y1RD Q Zm a H R opt ZrZ Z 6 yl ••I 1g Ps014V1 y v O LL m 2 W f" m .y. H•1I Q IwoV) Z 1- 4 OoH` J N u LU '^ DC e pis A •6''v' a' w M T Y ( NmZs $ Z ja $ c VI DWG #: SW0002 SHEET: 6 of 6 WINDOW & DOOR MANUFACTURERS ASSOCIATION IEWDMA Hallmark® Certificate of Qj 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. Awnsystc` Systems, Inc.lne. 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 E7251.01-10947 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psQ 440•H-025.36 2900/4900170 Series 101/I.S.21A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109.47 7/17/2012 3/8/2017 9142127mm (36x84inrH 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D. 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/.50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.21A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9140930 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.21A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psQ; Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' (38x66in'}Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW & DOOR MANUFACTURERS ASSOCIATION IEWDMA 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: 800-2344228 ext 4644 AMS, INC. Admiaisaadve Management systema.Inc. 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 1118xl575mm' (44x62in')- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psQ; Water Penetration Resistance Test Pressure = 360Pa (7.52psQ 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50pso: Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.21A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in)- Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 2900impact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x721n) - 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 7.52psQ 440-H-025.50 2901/4901 101/I.S.21A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-10947 1/14/2014 2/24/2017 965mm x 1880mm ' (38 x 74in') Type-H: DP +50/-50 psf; Water Test Press 360Pa 7.52psQ 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/2021203-94 DP & Cyde Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50, Size Tested 1321mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW 8 DOORWMANUFACTURERS ASSOCIATION Hallmark® Certificate of , AMs, INC. IOWDMAConformance and License CCL Administmti,Yl.1snagemeot syetcros, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.)' Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 121ASTM DP +50/-50 psi, 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 psi, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886.05 Wind Zone 4 440-H-025.61 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440.11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 612018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psi) 440-H-025.62 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440.11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psO 440-H-025.63 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psi, Water Test Press 260Pa (5.43psi) 440 14-025.64 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.65 29004900 Sedes/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 814/2024 965mm x 1956mm (38 x 77) ' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psi) 440-H-025.66 29004900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13pso 440-H-025.67 29004900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01.109-47 3116/2015 712/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.68 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of tllt& NOWDMA 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. Adminisuad-m Mnnagemrnt systems, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Sedes/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-r1 8/21/2015 2125/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-025.70 29004900129014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-10947 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.19 2907TW/4907TW 101/I.S.21A440-08 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 1131/2013 12/13/2016 22860880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.21A440-08 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 5.43psQ 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-10947 9/24/2013 7/22/2017 1994xl524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440.11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-10947 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 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 5.43psQ WD-20 10/14/09 Friday, May 13, 2016 Page 10 onMANUFA TUBE SASSOCIATION Hallmark® Certificate of . NOWDMA 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. veAdmmiSystems,I Management Sysutnelnc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440.11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psi; Water Test Press 180Pa (3.76psQ 440-H-027.28 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.29 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109.47 8/612015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.30 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psi; Water Test Press 360Pa (7.52psQ 440-H-027.31 29004900/29024902 Twin SH 101/I.S.2/A440.11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.32 29004900/29024902 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 psi; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900/29024902 Twin SH (Finless) 101/i.S.2/A440-11 Class R-PG30: Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903/ 70 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 27370575mm (10862in}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.2IA440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x 1575mm' (107 x62 in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-10947 3/26/2014 3122/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 o WINMW x DOOR WIANUFACTURERSASSOCIATION IEWDMA Hallmark® Certificate of Conformance and License CCL % Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscefl.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. AdmNiwat Y :ilD4gttDetlt Systems, Inc. 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 C0329.01-10947 11/7/2014 2121/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20: Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4114/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.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 psi; Water Test Press 180Pa (3.76psQ 440-H-028.22 29004900/2903-4903 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 psi; Water Test Press 220Pa (4.59psQ 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20: Size tested 1219mm 2134mm C1542.01-10947 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900170 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60*in)-H; DP+35/-35; Water Pen. Resist Test Pressure = 260Pa 5.43psQ 440•1-1-029.08 2900-4900129074907 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 psi; Water Test Press 260Pa (5.43psQ 440-H-030.15 2900/4900 Series 101/l.S.2/A440.11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psQ 440-H-030.16 2907TR/4907TR Series 101/l.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-07 3/26/2014 516/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW R DOORNMANUFACTURERS ASSOCIATION Hallmark® Certificate of NOWDMA 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 Product No. Product Name 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540Transom (Specimen 1) Standard Rating 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psi; 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 l -1--C _. John McFee, VP c AMS, INC. AdminisustitY Managenxnt Systems, Inc. CertDate ExpDate 11 /2312015 4/27/2025 11 /23/2015 4/27/2025 gams, W. D.I I Hallmark By: a 1,14 Rhonda Schom, authorized Representative, AMS If Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730,205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)6734828 www.wdma.00m TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: i — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contents: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' O O 7 Qj ONAL E lllll 111,j%% N Hermes F. Uorero, P.E. Florida No. 73778 A\\ 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 q 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5" Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL q 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the S`" 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 S" Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 lr•BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization q: 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/OS/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL1971S Date: 12/ 15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. rc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 1G/27/2016 Florida Building Code Online Isiness 8 Profe.2%,— ' a1 .11, .. ation BCIS Home I Log In I User Registration ! Hot Topics I Submit surcharge I Slats A Facts I Publications I FBC Staff , BCIS Sete Map I Links I Search Florida III tppp Q) Product Approval or c eiyn rs USER: Public User 6 itacrtl y.'ai Product Aooroval Menu > Product or Aeollratlon Search > Auolieation List > Application Oetall FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-S1737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard DASMA-108 DASMA-115 Year 2002 2005 hftpsJhvww.floridabLilcing.org/pr/pr app o.aspx')wam=wGEVXOw(DqufllJRfWx(6u7oinlOheH%2bRKJkizESWxAzegKuY8GeGQ%3dO/*3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Method 1 Option O Date Submitted 04/06/2015 Date Validated 04/28/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: Installation Instructions FL9174 R11 It 0228 318958 P7.odf FL9174 R11 II Track Supplement Chart P10 odf FL9174 R11 II WD1amhSuooIementP16 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 RI AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC th 2014s.adf Created by Independent Third Party: Yes 9174.2 15120 / 6100 / 9100 #0229 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door 1s a replacement door. Installation Instructions FL9174 R11 11 0229 318959 P8.odf FL9174 R11 II Track Supplement hart P10.odf FL9174 R11 It WDJambSuoolem ntP16 a ndf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AS ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.pdf Created by Independent Third Party: Yes 9174.3 15120 / 6100 / 9100 #0230 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: 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 It 0230 318960 PIn.Odf FL9174 R11 II Track Supolement Chart P10 odf FL9174 R11 It WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AF FLO9174 r9 Affirmation for FRC Sth 2014sndf 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 RI It 0231 318996 PS.odf FL9174 R11 It Track Supplement Chart P10ndf FL9174 R11 lI WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AF ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC th 2014s.adf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 RI I It 0234 319022 PS.odf FL9174 R11 11 Track Sunplement Chart P10.odf FL9174 R11 If WDJambSuoolem ntP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 httpsJ/www. floridabUlding.orglpr/pr app dtl.aspx'pwam=wGEVXOwtDqufllJR(Wxf6u7ojn10heH%2bRK.lkizESWxAzegKuY8GeGO%3d%3d 2/6 10f27/2016 Florida Building Code Ordirle Design Pressure: +43.20/-49.60 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 RI AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 ft023S 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 It 023S 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 It 319040 PI Post.odf Impact Resistant: Yes FL9174 RI I If Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 It WDlambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014sodf Created by Independent Third Party: Yes 9174. 7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R I 11 Track Supplement ('hart 01 n adf Impact Resistant: No FL9174 R11 II WDlambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is Created by Independent Third Party: Yes Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 r1 s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s,odf Created by Independent Third Party: Yes 9174. 8 S120 / 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 [[ 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 RI 1 I1 Track Suoolement Chart PIO.odf Impact Resistant: No FL9174 R11 II WDlambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is Created by Independent Third Party: Yes Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI t AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014sndf 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 11 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart PIO.odf Design Pressure: + 30.00/-33.50 Other: FL9174 R11 I1 WD)ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE A 9174 r9 Affirmation for FBC Sth 2014sodf 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 It 0237 31902S P6.odf Approved for use outside HVHZ: Yes FL9174 R11 It 319040 P1 Post.odf Impact Resistant: Yes Design Pressure: +39. 20/-43.70 Other: FL9174 R11 11 Track Suoolement Chart P10 odf FL9174 RI1 11 WDlambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s,odf Created by Independent Third Party: Yes httpsJ/wwwfloridabUlding.org/ pr/Pr_app 01.aspx.lwam=wGEVXOwtDqufllJRM/xf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGO%3d%3d 316 10/27/2016 Florida Building Code online 9174.11 5120/5140/6100/9100/9400/9600 0600 9' Max width. 10' Max height. Max section height 24". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL2174 R11 II 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 Rl1 11 Track Suool m n[ Chart P10.odf 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 FL9174 R11 It WDJambSuoolementP16 s odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6S3.odf door. FL9174 RI1 AE Eval Rot 9100 rl c odf FL9174 R11 AE FLO9174 r9 Affirmation for FRC Sth 2014c odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 0601 9' Max width. 10' Max height. Max section height 24" Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL9174 R1 t If 0601 319027 P4 odf Approved for use outside HVHZ: Yes Impact Resistant: Yes FL9174 R11 11 Track Supolmment Chart P10odf FL9174 R11 11 WDJambSuoolem ntP16 s.ndf Design Pressure: +41.00/-46.30 Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AF ASTM A 6S .odf FL9174 RI AE Eval Rot 9100 rl s.odf FL9174 RI1 AE FL09174 r9 Affirmation for FRr Sth 2014s.odf Created by Independent Third Party: Yes 9174. 13 5120/5140/6100/9100/9400/9600 0602 16' Max width. 10' Max height. Max section height 24'. Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL9174 R11 11 0602 319028 PS.odf Approved for use outside HVHZ: Yes FL9174 RI I It Track Sunalement Chart P10 odf Impact Resistant: No FL9174 R11 It WDJambSuoolementP16 c odf 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 Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI I AE ASTM A 6S3,odf door. FL9174 R11 AE Eval Reot 9100 r1 s,odf 9174 R11 AE FL09174 r9 Affirmation for FRr 5th 2014s,ndf Created by Independent Third Party: Yes 9174. 14 5120/5140/6100/9100/9400/9600 0603 16' Max width. 10' Max height. Max section height 24'. Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL 9174RI I 11 0603 319029 PS. odf 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 FL9174 R11 lI Track Suoolement Chart P10.odf FL9174 R11 U WDJambS innlementOl6 c odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 651adf door. FL9174 R11 AE Eval Reot 9100 rl s odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 014 odf Created by Independent Third Party: Yes 9174. 15 5120/5140/6100/9100/9400/9600 0604 16' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL9174 R11 II 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10 odf Design Pressure: +39.20/-43.70 FL9174 RII li WDJambSuoolementPl6 s odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports 9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s odf Created by Independent Third Party: Yes 9174. 16 5120/5140/6100/9100/9400/9600 0605 18' Max width. 10' Max height. Max section height 24". 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 Installation Instructions FL9174 R11 tI 0605 319031 P4.odf FL9174 R11 11 Track Supplement Chart oln nnf FL9174 RI It WDJamb uoolementPl6 s odf baps://, ww.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXCPMDqu llJRfWxf6u7oinl0heH%2bRKJkizESWxAzegKuYSGeGQ%3d%3d 4/6 10127/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.17 I5120/5140/6100/9100/9400/9600 0606 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.18 I5120/5140/6100/9100/9400/9600 0609 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: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports EL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014e odf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0606 319032 P6.odf FL9174 RI If 319040 P1 Post.odf F19174 R11 It Track Supplement Chart PLO odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 653,odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014e ndf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Solid only - no glazing available. Installation Instructions FL9174 R I I H 0609 319035 PS.odf FL9174 RI1 If 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart PLO odf FL9174 R11 It WDJambSuonl mentPl6 s.ndf 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 RI AE Eval Reot 9100 rl s.ntif FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.19 15140/6100/9400/9600 #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. Installation Instructions 9174 R11 If 0608 319034 P4.ndf FL9174 R11 II Track Supplement Chart P10 odf FL9174 Ri l If W03ambSuool m ntP16 s.ndf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 RI1 AE FL09174 r9 Affirmation for FBC Sth 2014s.ndf Created by Independent Third Party: Yes 9174.20 15140/9400/9600 #0607 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 RI1 It 0607 319033 Pr, .odf FL9174 R11 If Track Supplement Chart otn odf FL9174 R11 If WDJambS cool mentPl6 s.ndf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl -t.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014sodf Created by Independent Third Party: Yes Batk NCYt Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: SSO-487-1824 The state of Florida is an AA/EEO employer. Coovriaht 2007.201 A State of Florida..: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 45S, F.S., please dick i=. Product Approval Accepts: https:// www.floridabUldirig.orgipr/Pr_app o.aspx?param=wGEVXCwtDqufllJRfWxf6u7ojnlOheH%2bRKikizESWxAzegKuY8GeGO%3d%3d 5/6 10/27/2016 Florida Building Code Ordine fieffi ERE Credit Card Safe htps://www.floridabLilding.orgtpr/pr_app ol.aspx?param=wGEVXQMDquFl1JRfWxf6u7oinlOheH%2bRKIkizESWxAzegKuY8GeGO%3d%3d &6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "'orE 3 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 g 560 13 10 8 580 12 9 8 600 12 9 8 620 11 g 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 1 7 6 800 9 1 7 6 No. 511737 0 STATE OF Z OR%O.-* ZSs• ONAL 1r 6` . 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REOUIRED 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 16f /2 = 2401h/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2, MINIMUM FASTENER SPACING SHALL BE 1-1/2. AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Or. 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 "01E 9 100 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 C GENdF•. // No. 51737 dOO O STATE OF i0•c''.!rCOR OP'p . I/; SIONA; 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 56308/1`2203 Revision P16 SCHEDULE 3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ NOTES 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 1 13 1 16 780 10 13 1 16 800 10 13 1 15 No. 51737 O STATE OF 1IIII 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. S. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HO SCREW ANCHORS LOAD PER JAMB (LB/NOTE MAXIMUM SPACING OF ANCHORS PER JAMB (IN) 2500 PSI 4000 PSI 2000 PSI GROUT CONCRETENOTE I CONCRETENOTeFILLED CMU"ore z 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 g 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A O oENe,•.4 /ice No. 51737 1doo 0 STATE OF ,' tv s! 20R1Q p? ONIII i `,V 1. BASED ON 318"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 ENO DISTANCE OF 4'. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE ENO OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30ps1 DOOR WIDTH = 16ft LOAD PER JAMB = 30ps1 x 16ft/2 = 240lb/ft S. CHART IS BASED ON 6'-6- MINIMUM AND 24'-0- MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL. INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E 3121 Fairgate Or. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTC' 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE ' 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 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 a 500 24 24 8 520 24 24 a 540 24 24 g 660 24 24 8 580 24 24 8 600 23 23 8 620 22 22 a 640 22 22 g 660 21 21 8 680 20 20 g 700 20 20 8 720 19 19 a 740 19 19 a 760 18 1 18 1 8 780 18 1 18 1 8 800 17 1 17 1 8 No. 51737 4 STATE OF ;• I SIONA; 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 = 161t LOAD PER JAMB - 30psf x 16ft/2 = 2401b/ft 5. CHART IS BASED ON 6'-6- MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REOUIREO 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 09:58:27 -06'00' John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 TX PE S6308/F2203 Revision P16 91d I OZ9bZF I 1N3W3lddnS N01103NN00 ev4vrn38 *ON lard ONNAWJ0 Vff"-1 Z JO t 13314S Z S NMraO SgI OC L !0 A10tldr3 31r0 OvOI N31530 wnrNxvW CiI m Wew3N IVOddns NNW 3N1 01N1 ,ZC/6-1 JO NOuva13N3d I4nnmr4 r 3AVH lIVNS SM3a3S Orl SWGvm 00 ,/t-1 NLOA SM3a35 Orl •r10 ,9/c () L/ t-Z/I-t 0- 31ae J —'a3ewnl OS xC/ 9•L WMnW301 N30V3N tlj3109NaININIIWSNOISIA38Sei00 Z ! 0 A10vdv3 OVOI NOIS30 mrawW - am Z11vI30 J0 33Nv1510 3003 WAMIMM V ONV ,/C-Z JO 14Ld30 1N3w03eW3 WnmNIW v ONV a3NSVM ,/1- t r WVA a0N3NV M3a3S ON N3111 NOSdWIS ,9/C () 13xlrae U.3e- n, H301a3Or3N D f 9 Na3N11t0 t•L WnWININSelS90ZJO A10vdr3 OVOI NOIS30 Wn tlxvn -up iLJWNO;l Is T Ivf30 I,/ C-Z JO 3ONr1510 3003 Wnwwlw v ONr ,/c-L JO N1d30 1N3W038W3 WnNINIw v ONr a3l1SVM 6,/ 1 1 v WVA voloNv M3a3S ON N3tLL NOSdWIS ,9/C (Z) r ./c-L 13N3Vd8 XXI 830V3N lj NLOIM a000 r xvri .9 dA1 nw3 031IU 1noa0 ONv 313a3NO3 01 1NRQ3 OV11V Voi 9•Z Wnnum ao 5 31va1SenS OOOM oNovdON0rdWvinroxv1N313NW00011N3WN3r11V a0J a3ewm 30VW IvanWnatSZNnIIINIW nvKL t S31nW3 OS aid S113N31SVI r xrw , 9 SW3ISAS 3N0a0JN13a 1SOd IV311a3A a0J 03UInO3V - C ONV 'Z 't SIIv130 33S T SWIM W03NaSN00 OVOIONM JO NMV3UW3A V0J AiW 03OW011d 1V3S SA/33NON3 WNOSS3AUd COZZi/9KYS 3d xl CCLIS 3d IJ LOOCL xl 'WlllpatlV3 NO 31V3YNi IZIC 3d sxv3s 3 NW 00,90- £S:SS: 60 OZ'ZO'S LOZ :a3ea 3•d'sale3S •3 uyor dq pau61s i(11ei1610 a3ewnl Na3N1110S CO 9• Z W1ININIW Ae 14 A . dp U'vis o' 0696-Li, (099) OtSZC v01a01J 'VI03VSN3d 3nta0 NOSIOOV 56CC U011 Affie& 9Ldl OZ9bZc n3a 'ON 1NVd `JNIMVNO I 3-N I 31VO — SNOISIA38 1N3W31ddf15 N0II03NN0O 8WI "o`X.WOfdo.IwWSV33PMM3 ISS ONd Z 30 Z L3314S Cozu/aoc9c 3d L MIS 3d v coat X1 ' NMTVWV3 MO uvuwi Izic 3d 'SIlv3S 3 NW 00,90- 9Z:6S:60 OZ•ZO•S lOZ :ale(l 3•d' saie:)S .3 uyor Aq pau61s Allel!61d 1 1 111//// 1dNOlss /i jo uvis °' = nN x3N OZ-f/1 nN x3N OL 1/l Ili ONV ll08X1Y111 /t I 13X1Vy8 8Nv13HOVN8 oWr Nouvaol 3X1VN9 envyrlOV3W3 (*/I i) allLs 30 V3LNM NI 038Mf3 .ZC/6-1 NOILVOOI 13)OVN8 NLW MARS OV1 . 91/9 eMnrr N336138 .9 9N6LLV3NS NPI '038M0 NIII .f/C-Z VOW3LN1 3L1v8 O' ION 'aN zon' NOSd"IS A/C x F 9N60v3NS •. NOIN3lx3 ., . 38MOMLLS 3NL W3 OW33V 30 IVNOS53i08d 3NL 3NILLOnNLS 3N1 W3OWIV3o30ALr686NOdS38310S3NL39NOSS3JOUd3NL3oA1n186No 310S 3NL 1Sxl 3 NIN mrlS 3Nf11011NL5 JNLLIIOddIK ! 0 3B 11V16 3tlfllOntllSONLLWddn$ !D N1630 1 C Z NO630 '3NILL3nNLS 3NL 30 av01 3u WnNLS 3lLL3oOVOINOS3a3NL033Ox3N06303NL033Ox3AVNOv01AV" Oval N3N31SV331OVMOTIVxVnTDB83N3LSV3318vMOTIvxvNFORalllSTIM83L138W (Z*10-3) 3d9 Z wN 3L3NONOo 64 OOCZ Nln 0696-1•L ( OS9) I'ISZC VOI8013 ' VIOJVSN3d 31\I8a NOSIOOV S6££ UGIIea Aidiie/N The Genuine. The Original. IN 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Ovarhead Door Corporation 2501 S. State Hwy 121. Suite 200 lovnsville. TX 7S067 Phone 469 S49 7100 fax 4695497281 wssw.overheaddooccont This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 J KO,Q •, O P.••;aceNA j • ..!4 No. 7?90 r r 1 i All of , d <v; 41YAL E yC-110 s Overhead Door. Corporation ASubsidiaryofSaawaHoldi ' 1 t n9s.Capaatlon . Horton TODCO 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer (972) 492-9500 June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-R7 To Whom It May Concern: 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 BuildingCode. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazingwiththedoorpanels. These are itemized in Tables 1 and 2. to l1 FL 09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. tIA-60 3) 2 16/( M Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 to/q fL09174-R7 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev PS 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 4 FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with W MDF decorative overlay. 7,1 U a FL 09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, CCAWC5 JolTn E. Scates, P.E. ( Florida PE # 51737 6 3121 Fairgate Or. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5`h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5`h Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 No. 51737 O STATE OF ;•, S910NA; I111 1>= 1. SHORT PANEL NON-DNPACT RESISTANT GLAZING OPTION - 0/0' MINIMUM SS8 GLAZING IN MOLDED FRAMES SCREWED TOGETHER MTN A MINIMUM OF (6) O61IT• SCREWS INSTALLED IN 13 GA HORIZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSEJITS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS ORAWDIG. GLAZING SHALL HAVE A MAXIMUM NIGHT 13 CA MG ANGLE OF 13.73' AND A MAXIMUM LENGTH OF 16.75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET IRE EGUWEMENTS FOR WINO -BORNE DEBRIS REGIONS. 16 GA MIN HORIb 2. WINO PANEL NON -IMPACT GLAZINGES OPTION - TRAP( 090• WNIYUY SSB GLAZING IN MOLDED FRAMES CLUED WITHNMOLDED 5/16.1-5 ' A 1 BEAD OF BOSUN 1100 OR EOUIVALENT UNDER THE LAC OUTER FRAME AND SCREWED TOGETHER VAIN A MINIMUM OF MNN3 AS 10) 0"* SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (VAIN OR WITHOUT DECORATIVE INSERTS)) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWINr, 1e CA YIN VERT- GLAZING SHALL NAVE A MAXIMUM H/GNT OF 13.75' AND A TRACK 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 5/t6.1-S/e• LAC SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD JAYS BRACKET INSTALL Q t/A-ts.7/B' SELF DRILLING CRIYPTTE SCREW TOATTACHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR 1/+-20.9/16• TRACK. STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SKEET 2. BOLT AND 1/4-20 NEX NUT AT EACH JB JAMB BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (VAIN 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 15 IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WINO -BONE OEfiMS 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 15 CA STIFFENED, SKEET 21 18 CA J-STRUT SCREWED TO LOWER INTEGRAL RIB JAMB BRACKETS OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. SEE SCH0.DULE FOR INSTALLER SHALL FIELD INSTALL (1) 1/4-110/8• SELF OUAMTY, LOCATION, ORUMG CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE AND TYPE INTEGRAL RIB AND OPERATOR STILE AT TKE CENTERLINE OF THE DOOR PER DETAIL F ON SWEET 2. A, VINYL. OR WOOD DOOR STOP NAILED A MAXIMUM OF 6• D.C. OR SLIDE LOCK - KEY LOCKBOTHENDS (NOTMUSTOVERLAPTOPANDODINENDSOFPANELSMINIMUM 7/16' TO MEET NEGATIVE PRESSURES. REOUIRED MIN OPERATOR SEE NOTE 5). SLIDE 5. KEY LOCK. SLIDE LOCKS, OR OPERATOR REQUIRED. LOCK SHOWN FOR CLARITY 6. SECTION SHALL BE CONSTRUCTED VAIN FOAMED IN PLACE NOS (4) SECTION SOLID POLKXRETHANE FOAM INSULATION CHEMICALLY 80HOED TO 30 DOOR SHOWN. SEE SHEET CA WMWUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS ENO CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS MIEN OTHER 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SECTION QUANTITIES AND SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE VAIN CURRENT 8"MC CODES FOR THE LOADS GLAZING OPTIONS. LISTED ON THIS DRAWING, 6. DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL GRADE LUMBER REFIT TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040• MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER MIN A MINIMUM Of (6) MX1• WS IALLED 01TTHEARESREQUIREMENTSNOWIMMPACTRESISTANTDONOTmaTNTHEFORWIND-SME DEBRIS REGIONS, LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOIN E. SKATES PE 3121 FAIRGATE OR, CARROLLTON. TX 7S007 HI. PE 31737 TX PE 36306/FZ203 PROFESSIC HAL ENGINEER' S SEAL PR0MOE0 ONLr FOR VERIFICATION OF W6I LOAD CONSTRUCTION OEtA11S REOUIREO'Ok DOOR MOTHS LESS THAN OR EQUAL TO 12'- 0•, BRACKETJAMB U DOOR HEIGHTNO. OFSECTIONS NO. OFJAMB BRACKETS LOCATION OF CENTERLIN TRACK BRACKETS MEASUREDFROM BOTTOM TYPE EACH JAMB) OFTRACK (ALL OIMENSONS ! 2•1 7'-0' 6 p JB . 13 (01), 23-1 JB 34(.1111, aS-t A p 63 JB 7'-0' s6FATJB , t0 .B , r-3 s JB , 29-3 a JB , 42 JB 63-I a S. 6'-0' seBQIJB . 13- 101), 23 JB . 3N)1401..7-1 1• (01). 36• JB 6 OI75Je 8'-O• 5 6 FAT ,B . 10 JB . r-3 A JB . 20-3 ,B . a8 ,B . s7-1 (Jo 86 JB 75-1 JB 8 -0 UGH LIFT o0FPITCHSEENOTEBELOWJO) FOLLOWING DIMENSION DENOTES SLOTTEO JAMB BUCKET ATTACHED TO TRACK WITH 1/4-20xg/16* TRACK BOLT AND T 01) FOLLOWING DIMENSION O DENOTESQUICKINSTALLJAMS BRACKETINSTALLEDINBUTTERFLYAT, NO A OITIONAHARDWARE NEEDED T00 ATTACH TO TRACK ALL DOORSWITHRONLIFT, ROOF PITCH, AND/OR GREATER THAN B' IN HEIGHT REOUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSEDDESIGNPRESSURELOADSONSUPPORTING STRUCTURE MAX WDOOR IDTH N UNIFORM LOAD EACH JAMB (PLF) t6'-0• ALL 207.2 -230. a 14'-o• All 151.3 -201, 6 12'-0• ALL t 13N -72. 6 O-O' ALL44,01 Wayne® Balton 32514 STATIC PRESSURE RATINGS APPROVED SIZES ISCALE. N REVISIONS PA CHANGES TO GENERAL FORMAT AND CHANGED U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER CHANGED CENTER HINGE GAUGE AND ADDED IENTIFICATION METHOO ROM COLORED PAINT TO TAMPED NUMBER, RT 3/6/06 5 ADDED SUPERIMPOSEO ESGN PRESSURE LOADS N SUPPORTING TRUCTURE AND ARIFIEO NUMBER OF STENERS AND CENTER NGES REOUIREO FOR RROWER DOOR MOTHS, RB 5/10/ 06 i ADDED IMPACT SISTANCE TO DOOR. DED MODEL 6100 OIT1E0 NOTE 8 TO ATE THAT LOUVERS tE NOT IMPACT SSTANT, IT 6/ 6/07 IAOKET SCHEDULE FOR T OPTION. ADDED LHR ACK DETAIL SHEET 2. 1 4/ 17/08 ADDED IMPACT SSTANT GLAZING OEO TEXAS LICENSE iMBER TO TITLE BLOCK. ANGLO LOUVER NOTE REASEO MAX HEIGHT 8'-9'. ADDED NIGH T AND ROOF PITCH AC( NOTE. T 7/22/08 UPDATED TITLE BLOCK T 8/26/ 10 ADDED LONG PANEL ZINC OPTION T 3/15/11 IucolrN kwbF); + 25.90/-28.80 IMAX MOTH: 16'-0' I 1 DATE I NAME ILSI (PSF): +38.85/-43.20 IMAX HEIGHT: 8'-9" IDRAWN 1 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO) YES IMAX SECTION HEIGHT- 21• CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 OF 2 ORAMNG PART NO. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB t3 CA ADJUSTABLEFIXTUREATTACHEDTO "IN THE (8) PRE -PUNCHED TOP FIXTUREINBOTTOMOFHOLES / HOLES EACH ENO FACING UPWARDINBOTTOMOFU-BAR AND ATTAIN THRU ENO CAPATWITH (2) 1/A-14.5/6' EACR ENO WITH (2) 1//.CRIUPnTE SCREw3 SELF DRILLING CI}IMPi1TEFORSTANDARDTRACKA ` D 1/H-1H.7/B' SELF ORILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH o• ARE USED TO ATTACHED THE TOP ' DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES 1N TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB VATH WITH (2) 1/4-1H.5/6' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENOUSEVIEWDHOROLEINSLIDETOENSURE PROPER AUGMENT OF ROVERS FACING UPWARD % ATTACH THRI EN0 CAP AT EACH END WITH (2) 1/h1H.7/6' 15 GA HINGE ATTACHED WITH 1/.-1a.5/6• SELF DRILLING CRIMPTITE SCREWS EXCEPTION: U-BAR PLACED OVER TOP H) CRIMPTITE SCREWS (2 OF A RIB ON THE BOTTOM SECTION SHALL ONLY BE ATTACHED THRU ENO CAP AT EACH WHICH ARE FACTORY ENO WITH (1) 1/+-1s.7/8' SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-eAR 2• NYLON STORMGARO DUE TOToATioARANCESsREQUIRED TOROLLERWITHD U-BARS, ALL U-BARS SHALL BE hl/2• STEP ON TIONS PRIOR TOINSTDETAIL8INSTALLINGROLLEDLLERSLIDESAND FIXTURE ON THE U-BARS SEE ATTACHMENT NOTES ON TUTS SHEET, 19 CA HINGE ATTACREO PLACE U-BAR OVER WITH (6) 1/4-20.5/8' INTEGRAL RIB AND ATTACH CRIMPTIIE SCREWS (2 OF VATHIro 21/S[ TE SCREWS ,_ CRIPRE-PUNCHED WHICH ARE FACTORY ATTACHED, J OF WHICH HOLES AT ARE FIELD INSTALLED INTO EACH INTERMEDIATE HINGE TOP LEAF, AND 1 OF LOCATION (1 THRU FLANGE WHICH IS FIELD INSTALLED O' U-BAR AND BOTTOM THRU PRE -PUNCHED HOE HINGE LEAF AND 1 THRU IN U-BAR) OF U-SAR AND DETAIL INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1 1-1H.s/e• / CRIMPTITE SCREWS 0 PLACE U-BAR OVER INTEGRAL RIB WITH NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH TNRU ENO CAP AT EACH END WITH (1) 1/4-1s.7/8' SELF ORILUNG CRIMPTITE SCREW AS FOR IMPACT RESISTANCE BOTTOM BRACKET MUST BE SHOWN AND USE (1) 1/4-14.7/8' SELF GRILLING SCREWED TO THE BOTTOM .• CRINPTITE SCREW ACROSS THE BOTTOM OF THE 80TTOM U-BAR ATU-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-147/8' SELF DETAIL 0 HINGE LOCATION. USE (1) 1/4-20.5/8' DRILLING CRIMPTITE SCREWS, CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS, DETAIL THIS SWEET, 8.3/a' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2' O.C. MAX 1/6' BEAD GE ULTRAGLAZESSGHOOOAC I l STRUCTURALSEALANTOR I USED ONLY ON IMPACT •' GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH (H) 1/4-110/8' 1 SELF j RILUNG \ CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) DETAIL G 1) 1/4-14.7/)r SELF DRAWING C6NPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT t OPERATOR BRACKET. WML J-STRUT t SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET I FACER STEED l JINN E. SCATES PE NON-STRUCTURAL 3121 FNROATE OR. CARROU.TON, tY 75007 DECORATIVE INNER 7L PE 31737 T. PE 35J06/F2Z0,1 WINDOW TRIM PROFESSKNAL ENOWUR'S SEAL PROMOEO ONLY FONT DETAIL EVERP'L• T1ON OF WIWLOAO CONSTRUCTKU DETAILS ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) ,T 1/H-1Hil/8' SELF DRILLINGSCRIMPTITfSCREW IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3'. 18 GA. 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS 0WN s) SECTION DOORS MTH (5) 3% 18 GA, 60 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN DETAIL F U-SAR ATTACHMENT NOTES 1. ALL U-BARS SMALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-1415/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-140/8' SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET), (2) 1 4-1H.5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION. AND (1) 1/4-14x5/E' CRIMPTITE SCREW APPROXIMATELY e' FROM EACH ENO. 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 (16) SCREWS EACL FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0', THERE SMALL BE A TOTAL OF (16) SCREWS ATTACUTNG EACH U-BAR EXCEPT BOTH U-BARS ON BonoM SECTION STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. R WINDOW TRIM 2. WITH THE EXCEPTION OF THE (6) PRE-PUNCNED HOLES W POLYCARSONATE THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER SLOES AND THE (6) PRE -PUNCHED HOES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT Of THE TOP FIXTURE AND UNLESS NOTED OT14ERVASE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-SARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14.5/8' CRIMPTITE SCREWS. 3. 18 CA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' FROM EACH ENO. warem D O STATIC PRESSURE RATINGS T APPROVED SIZES SC DESIGN (PSF). +25.90/-28 80 MAX WROTH: 16'-0' TEST (PSF): +38.85/—a3.20 MAX HEIGHT' 8'—g' OF IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21' Cl- MODELS 5120/6100/9100ISIONOFOVERWEADDOORCOR 7EN591501 n-0114is1. WINDLOAD SPECIFICATION OPTION CODE 0230riot .n_oeon REVISIONS CHANGES TO GENERAL RMAT AND CHANGED BAR FASTENER TYPE ENO CAPS AND TTOM RETAINER. ARCED CENTER HINGE VGE AND ADDED UVER OPTION. ANGEO STRUT NTIFICAAON METHOD DM COLORED PAINT TO LMPEO NUMBER. T 3/8/06 ADDED SUPERIMPOSED NGN PRESSURE LOADS SUPPORTING tUCTURE AND LRIFIEO NUMBER OF iTENERS AND CENTER GES REOUIRED FOR RROWER DOOR WIOTMS 3 5/10/06 ADDED IMPACT OSTANCE TO DOOR. ED MODEL 6100. IFIEO NOTE 8 TO TE THAT LOUVERS NOT IMPACT ZSTANT. 6/6/07 BRACKET SCHEDULE FOR FAT OPTION ADDED LWR TRACK DETAIL SHEET 2, CRT 4/17/08 PS ADDED IMPACT RESISTANT GLAZING, ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. HANGED LOUVER NOTE NCREASEO MAX HEIGHT TO W-9'. ADDED HIGH OFT AND ROOF PITCH TRACK NOTE. AT 7/22/08 9 UPDATED TITLE BLOCK ORT 8/26/10 ID ADDEO LONG PANEL LAZING OPTION RT 3/15/11 TE N /83/06 CRT EO s/6/06 MRB SHEET 2 OF 2 DRAWING PART NO. I REV 318960 1P10 14" MAX i 12" MAX 12" MAX 1 11 I 12" MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCARS, PE 3121 FNROATE OR. CARROLLTON. TX 75007 Ft PE 51737 TX PE 36306/FI203 PROFESSIONAL ENCOCER'S SEAL PROMDEO ONLY FOR VERIFICATION OF NNOLOAD CONSTIyCTION DETAILS, PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIS C0NTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RI VI TS — 11 GA MIN CLIP SEE SCHEDULE — W] 13 GA MIN CONTINUOUS WALL ANGLE TRACK 3) 1/4"-20 TRACK DR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK 1) 1 /4"— 20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR TH MAX PSF 9'-0" 46.0 PSF —52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF —52.0 PSF wage Dalton TRACK SUPPLEMENT CHART NSAC LA. ADDFLORIDAO DRIVE PENSACOLA. 4- 98 32514 eso) 474-9890 tACK- CUPS-TEXAS A. L ANGLE 12 FOOT DATED 6/ 11/03 S UPDATED FORMAT CREASED ALLOWABLE tESSURES TO 46. D0/-5200 PSF FOR L DOOR WIDTHS tANCEO ' TEXAS WALL CLE' TO 'CONTINUOUS LLL ANGLE'. ADDED IBSTRATE MOUNTING TAIL. CHANGED TO TEN HD ANCHORS IT 4/2/07 CHANGED FORMAT IDED MODELS 9800 ID 8024 WITH OVERLAY TRACK CUP HEDULE. T 8/21/07 UPDATED MODELS 1TED IN CHARTS DATED SPLICE h CUP HEOULES. P 9/06/07 UPDATE MOUNTING TAIL DRAWINGS T 10/05/07 UPDATED CHARTS TO MINAIE THE USE OF E 08 CUP (REPLACED N 09 ACROSS THE UPDATED STEEL 3NTOVG DETAIL i 04/11/08 EXPANDED 1-1/2' TO 1/ 8' DOOR THICKNESS UtT UP 10 14' RICH. 12/ 11/08 UPDATED 717LE CK 6/ 2/10 SHEET 1 OF 2 DRAWING PART NO. REV. 30741 1 P10 2 3/4" t 1 " EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO2 MIN 3/16" THICK STEEL FOR MOUN WALL ANGLE E60XX MIN 1 8 2-2' 1/8 V 2-24 SPF (G=0.42) OR _ TRACK CLIP` BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT ANDHOLELOCATIONS 1/4-20 HEX NUT t-ool MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL \ 2 3/4" OPTIONAL: WALL ANGLE MAY BEMINEDGEDISTATTACHEDT i • CONCRETE MOUNTING DETAIL JOHN E. SCATES• PC M21 FAIRCAIE OR CARROLLTON. TX 75007 FL PE 51737 TX PE SO3OD/F220) PROFESSIONAL ENC04IR'S SEAL PROIADED ONL7 FOR VERmCARoN OF VINDLOAD CONS7ROCTIOI DETAILS O SUPPORTING STEEL 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 WELDIN( 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4- 20x9 /16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP SCHEDULECLIPANDSPLICEP17TE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR HEIGHT CLIP #' S FROM BOTTOM TO TOP SPUCE PLATE # 7'-0' 7, 9, 9, 9, 9, 11 16 8'-0- 7, 9, 9, 9, 9, 11, 11 16 9'-0' 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'- 0" 7, 9, 9, 9, 9. 11, 11, 11, 13, 13, 13 20 13'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 2 2 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHT CLIP 'S FROM BOTTOM TO TOP SPLICE PLATE N 7'-0' 5, 6, 6, 7, 7, 9 12 8'-0' 5, 6, 6, 7, 7, 9, 9 12 9'-0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0' 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0' 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5. 6, 6.7. 7. 9. 9. 9. 111 11. 11, 13 18 14'- 0" 1 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 HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE 7'-0' 4, 4, 4, 4, 5, 6 8 8'-0' 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0' 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 1 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' 1 4, 4, 4. 4, 5. 6. 6, 7. 7, 9. 9, 9. 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR HEIGHT CLIP 'S FROM BOTTOM TO TOP SPLICE PLATE 7'-0- 4, 4, 4, 4, 4, 4 6 8'-0' 4, 4, 4, 4, 4, 4, 4 6 9'-O' 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0' 4, 4, 4, 4, 4, 4, 4, 4, 4 6 Wagner 091to l 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PENS( 850) A47FLRIDA 4 -9890 32514 RE K-CUPS-TEXAS ANGLE 12 FOOT ITED 6/11/03 MATED FORMAT. EASED ALLOWABLE SORES TO DO/-52 00 PST FOR DOOR WIDTHS. ICED 'TEXAS WALL E' TO 'CONTINUOUS ANGLE' ADDED ITRATE MOUNTING IL. CHANGED TO i ND ANCHORS 4/2/07 AND 8024 WITH OVERLAY TO TRACK CUP SCHEDULE CRT 8/21/07 PS UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE k CLIP SCHEDULES. OLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS, GRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE 08 CUP (REPLACED WITH /9 ACROSS THE BOARDI OLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRS 04/11/08 P9 EXPANDED 1-1/2- TO 1-3/8- DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 ADDED MODEL 8700. UPDATED TITLE BLOCK CRT 6/2/10 DA SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 Florida Building Code Online Fl.* Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative AddressiPhone/Small Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Pagel of 3 FUS332-R2 Affirmation 2014 Approved u MI Windows and Doors 6S0 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2S60 bsltfinger@mlwd.com Brent Sidinger bsltlinger@mlwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62SI4 National Accreditation and Management Institute 12/31/201S Shaven M. Urich, PE 11 Validation Checklist - Hardeopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 200S 6111 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity 0Yes O No ON/A https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FLIS332 R OC s:s s na2-COMP odf Method 1 Option D 04/30/201S 04/30/2015 0S/06/201S Page 2of3 FL !t I Model, Number or Name Description 1S332.1 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGO OXO 145-3/4'X80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVH2s No FL15332 1t2 It 08-OO 00 .odf Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant No Created by Independent Third Party: YesDesignPressuresN/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108078.1)df PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 960X80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLLS332 R2 II OR-00498 edr 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 R1 AS 5jQ80SQj)df PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4'X96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02248A.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yea Design pressures WA Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512968A_Ddf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO REINFORCED OX, XO, XX REINFORCED 96'X96" Limits of Use Installation Instructions Approved for use In HVHZ No FLM32 R2 1I 0"22494.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact ResLstant No Created by IndependentThlyd Party: Yes Design Pressure: N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FL 15332 R2 AE S 12969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"X96' Limps of Use Installation Instructions Approved for use In HVHZr No FLIS332 R2 If 0"2250A odf Approved for use outside HVHZr Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S 12970A odf PRESSURE RATINGS I Created by Independent Third Party: Yes 1S332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96'X96' Limits of Use Installation Instructions Approved for use In HVH2: No FLIS332 R2 11 OB-00499C.odf Approved for use outside I/VHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluotion Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 ag AE 51 8068.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED I SERF 420 REINFORCED ALUMINUM SGD OXO 146's66' ALUMINUM SGD https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Limits of Use Instaltation Instructions Approved for use in HVHZ: No Fl i 5932 R2 li 08-OOSOIC.Odf Approved for use outside HVHZ' Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA evaluation Reports other. REFER TO APPROVAL DOCUMENT FOR DESIGN 1`1. 153i32 R2 AE 510808E sdf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 1.5332.8 SERIES 430/440 ALUMINUM SGD SERIES 4301440 ALUMINUM SGO XXX 143'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No a 15332 R2 it 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 67514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN F i 5332 R2 AE 510809B.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143'x96' Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-00503C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures WA Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS332 R2 AE 5108108.0df PRESSURE RATINGS Created by Independent Third Party: Yes body Nowt ranlact Us :: 1940 Worth MomodStraeL Tallahassee Ft. 32399 Phennai er-.n-!87-1824 The State of florid! It an AAMW amplwyQr. C_eOy".ht 2007-2013 Sbtn ar Flmlda.:: WZXft 91 eg Gt :: RaMd Sbtermnt Under Florida saw, mmil sddrassea ere public records. H you do not want your small address raleand In response to a publiarocords request, do not send dettranlc mail to this entity. instead, contact the afrm by phone or by traditional moll. If you hm any 4u"tbns, plane contact 9%497.1395. 'Pumnnt to Section 4SS275(1 , Flerka Sututn dractive October 1, 2012, lkcrusoas OmasrW under Clnpmr {SS P.S. must provide tiro Dope oft an actual address R tliay have one, amefb providers may be used far o"I communlcatloo with the Qcwwm Ho;N*W erm4 addre aces an public record. It you do not wish to supply a personal addrow, ptua provide the Daps with an emall addran wldch an be mado available to the public. To determine if you are a Ikvrsea under Ompmr 455, P.S., seem tlk! D= Product Approval Ameptsi CreditSA E https://www.floridabuilding-orglprlpr ape dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 8/31/2015 NOTES: 1. THE PRODLV- S40WN HEREIN IS DESIGNED ANO MANUFACTURED TO COMPLY Wrm REQUIR04EWM OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF TH-z ARCHITECT OR ENGINEER OF RECORD, 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS T;i^c 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 :JSED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED AWMINJM 6063-TS. 6. UNITS MUST BE GLAZED ?ER ASTM E1300-04 WITH SAFELY GLASS, 7. APPROVED IMPACT PROTECTIVE: SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAMMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE JIO WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSwE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS ANO INSTALLATION DETAILS. 11. FOR ANCHORING INTO AVSONR"/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT IryGTH TO,ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE 31STANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR A14CHORIN-G INTO METAL STRUCTURE USE 110 SINS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS S40WN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO 9E CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR, VANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENCTI+ CONFORMANCE TO ASTM C-90, GRADE N. TY?E i (OR GREATER). O. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-TS 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO, XX, XP, PX. LOP, P7( TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS I nw I osemmmom I ux I A mow 1 A I AWED FLAVGE AND FIN 1114TALATM 112/10/13 I R.L. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES V.L. I, p 08-07ZA9 OF 10 SIGNED: 12/1&2013 95" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX MAX 96" MAX FRAME HEIGHT 6" MAX 6" VAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9MRIOR VIEW DESIGNPRFSSURERATING SNPAOTRAMJO 35.OPSF NONE WITH 2•Ud2'SfU SEE CHARTS 01 AND 02SHEET' 2 FOR OTHFAIJA6PSAATINOS DESIGN M!afftaA77 NGjIMPACTRATIAG 25. W-28.6PSF NaNe WITH I-W SSl SEE CHARTSAV AND lI SHEET 2 FOR OTHER UNITS RAMW DESl7PININ OAR APVigIFD ADDED FLANGE AND RN INSTAUATION 12/10/13 1 R.L. CHARTIS MDV% W a/ancaar 10C696881aaand Rmm 3lidep4mdaw ycw UlltlaINL41 1LL0 lA0 QO 1 41L0 eA0 Ht9 A1aw 7L0 Nte haw MO HAS haNl Sep m" haw e[ a 1 0 S e e e e 0 11. 0 6 3 e a 6 e e Su a e a e e e e s ee0 e 6 6 e e e e 5 3/8' -- L - j7 21/32" 2 1/32" SILL ALUMINUM SX3-T5.OSSTHICK S 3/8' --I I IrrSILL ALUMAOU 60S9-T3.1155THICK MI WINDOWS AND DOORS LLC p1R! Zlv,z 1001W. CROSBY RD CARROL. UON, TX 75006 GENS 9d SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96, x 96' X FINELEVATIONEOF i0i ; ss j" s;:;ORIDT: Gam@ vAtNo. RA V.L.CRO 08•- 02249 NA" scKt NTS w"7e 10/30/13 —3 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. WOOD FRAMINGB MENT OR 2X BUCK BY OTHERS MAX. SHIM SPACE 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR LB LU INTERIOR VERTICAL CROSS SECTION WOOD FRAMINO OR 2X BUCK MSTALLATA7N NOTES 1.19MIOR ANO EXTERIOR F/AASHFS. SYOTNG?4 T177'$FEOm FOR CLAARY. 2 PERAft-TER ANO JOIMSEA[ANr BYOTHERS TO SE 0E6UhW BJACOORDANCEVWW ASTME?I12 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EDUAL TEE SHEET 3 OR SILL OPTIONS MIN. IENT 1 3/0- MIN. EMBEDMENT T— 1/2' MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS Now m ADDM "rE MID FIN INSTALIAMON 12/10/13 RL. 1/4:' MAX. r SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2KBUCK 94STAUA7bN MI WINDOWS AND DOORS LLC It.0tilli`ol i 1001 W. CROSBY RD CARROLLTON. TX 75006 sN GENE -9 J .. SE: P SERIES 420 SGD REINFORCED WITHOUT ADAPTER*•/,I 0 11t' *_ 96" X 96" FRAME INSTALLATION DETAILS1Q, p GC AT OF Davit V.L 08-02249 iA i,'i`S oR1o acitia wat: NTS 01 10/30/13 —4 OF 10 1 METAL STRUCTURE SHIM SPACE BY OTHERS i i i r 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW EXTERIOR Jy(J LJJ INTERIOR VERTICAL CROSS SECT70N AfETAL STRUCTUREWSTAUAT/OIV NOTES 1. INTERIOR AND EXTERIOR FWISHES. BYOTWAA NOTSFASWNFORCLAOM. 2 PERIMETER AND,OINT SE4LANT BYOTHERS TO BE DESIGNED IN ACCORDANCE W rHASTLE E21 f2 L TO BE SET IN BED OF VULXEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS I- 7/6' 14 EDGE OISTi L_ 110 SMS OR SELF ORILUNG SCREWS METAL STRUCTURE BY OTHERS RM90N$ 00 WTION Arum ADOW FLANGE AND PIN 0WALLAMON 12/10/13 R.L JAMB INSTALLATION DETAIL METALSTRUCTUREINSTALIAM N LLcMcwiH°oWW. Rose°Y000s NN5"R••'` CARROLLTON, TX 75006 o pT SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96, x 96, FRAME INSTALLATION DETAILS i';2pR i 4,111ill oftom oft N0. OB REV A ME NTS 411E 10/30/13 ITS OF to Ar 2 1/2- MIN. EDGE DISTANCE A ADDED RANGE AND FIN INVAUATM 12/10/13 R.L. 1 1/4' MIN. a a! . ; a:. EMBEDMENT 1 1/4' MIN. CONCRETE/ i EMBEDMENT MASONRY 1/4' MAX. BY OTHERS r SHIM SPACE OPTIONAL 1X BUCK MAX. SHMI TO BE 2 1/2' • • •° INTERIOR PROPERLY MIN. SECURED EDGE" DISTANCESEENOTE3 SHEET 1 4 Fil3/16' TAPCON 3/18' TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EXTERIOR 3/16- TAPCON SEE SKEET 3 JAMB INSTALLATION DETAIL FOR SILL OPTIONS OPTIONAL 1X BUCK CONCR6TEWSONRYWSTALIATION MASONRY/ 70 BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 T A, 1 1/4 ' 4' MIN. NOTES. I. W7E7910RAN0 Ex rav0R RNISNFS. BYOfl F w EMBEDMENT NOTSHOWW FOR CLMRY. a'• • 1 .. • R47l) 8E e'`' ;'•' DESIGNED aACCOROANCEWITNAS7V E21 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETSIOSONRYRKSTAUATION MI WINDOWS AND DOORS LLC `R - A"'s pt 10 1001 W. CROSBY RD GEN• CARROLLTON, TX 75006 •\\ S ,d SERIES 420 SOD REINFORCED WITHOUT ADAPTER ir• D SIX 96" z 96, FRAME INSTALLATION DETAILS F OFAWA Na REV 'O• jPCO OQ:- V. L oKc 08- 02249 A w c NTS °ice 1 D 30/13 —6 OF 10 1/2' MIN. rtp51Wa EDGE DISTANCE caciarnor a re AppRw o A ADD0 FIANCE AND FIN INSLNLATION 12/10/13 ILL. WOOD FRAMING 1 3/8MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/ 47 MAX. SHIM SPACE J 1/4' 16M. SHIN SPACE 10 WOOD I SCREWSINTERIOR 1 3/8' GIN. EXTERIOR INTERIOR EDGE DISTANCE SILL TO BE SET IN A BED OF WLKEN 116 MCONSTRUCTION ADHESIVE 10 WOOD a OR EQUAL SCREWS 10 W000 SCREW SEE SHEET 3 FOR SILL OPTIONS EXTERIOR w000 FRAMING OR 2X BUCK BY OTHERSA WOOD FRAMING JAMS INSTALLAVON DETAIL L OR 2X BUCK hVWFRAMM0R2X8UGK" rALLATWN 1 3/8' MIN. BY OTHERS EMBEDMENT VER7ICAL CROSS SECTION Kl000 FRAWNO OR 2X SUCK INSTALLARW MI WINDOWS AND DOORS LLCP. CQ G toolW. caosBY RD CARROLLTON, TX 75006 J? NOTES., SERIES 420 SGD REINFORCED WITHOUT ADAPTER fir• k= 1. INTERIOR AND EXIFAIOARNWW-6, 8YOT14ERS, 96" z 96" FLANGE INSTAUA71ON DETAILS rJCo/ KS TATOF NOT&HOWNFOR ARy YI PEM, IE E ARAS THERS TO BE OIUMt ore Na RW o 4 jks; ; 20R1 1: GDESIGNED ALYA08 A 49awc ale NTS10/30/13 7 OF 10 ONAl11``` METAL STRUCTURE BY OTHERS 10 SINS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW 1NTERIOR SET IN AJLKEM 118 ON ADHESIVE SEE SHEEP 3 FOR SILL OPTIONS VERTICAL CROSS SECTION MEDAL STAUOMAE JASTAU AWN NOTES: 1. ! TEWRAND E aEWloR ANXHES. 8Y OTHERS; NOT SHOWN FOR CLARIY. Z PER/METF_q ANDJOWT$E4LM78YOTFM TORE DESIGNED lNACCOROANCE WITFIASTM MIZ oESCtIVIgN WE A aanVm ADDED FIANCE AND FIN DWAW710N 1Z/10/13 RL 1/4" MAX. SHIM SPACE T- 7/8MIN. INTERIOR EDGE DISTANCE 110 SINS OR IIIIEKLf SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMS INSTALLATION DETAIL METAL STRL MFiE 067ALLATAON Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES LZO SGD REINFORCED WITHOUT ADAPTER 95" x 96" FLANGE INSTALLATION DETAILS OR M OMC Na R V. L 03—OZZ49 1" NTS I VIC 10/30/13 2"EQB OF 10 2 1/2, MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT CONCRETE/ 1Y MASONRY BY OTHERS 1 4 MAX. SHIM SPACE OPTIONAL iX BUCK TO PROPERLY SECURED SEE NOTE 3 SHEET 1 3/18" TAPCON EXTERIOR WJ LJJ INTERIOR SILL To BE SET IN A BED OF VUU(E11 116 CONSTRUCTION ADHESIVE 3/18" TAPCON OR EOUAL SEE SHETi 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS t • p 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION C0NCRFIS#AkSGNAYINSTALG770N o cxnrta one roaovm ADDm FLANGE AND RN INSGILLA=N 12/10/13 R.L. 1 1/4" MIN. EMBEDMENT r `' 1/4" MAX. 2 1/2" v SHIM SPACE INTERIOR MIN. EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY tr •. BY OTHERS v EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETEIIWSOAMINSTALLtTOV TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. POE RIOA AND OffERIOR ANISHFA BYOT HERSr NOTSHOWNFORCLARRY. 2. PERMdETERAND J0NTSEALANTBYOTHERS TO BE OESIGFJE D W ACC"CMAH E VMNASTA! Ed1 /2 MI WINooWw. c DseCOoS LLC 0 / CARROLLTON. TX 75006 SURcf GEN, 0 6 SERIES42DSGDREINFORCEDWITHOUTADAPTER996, FLANGE INSTALLATION DETAILS 1 pAT OFiFS`:aRtO? \4 om" ONG m08AX- NTS 10 30 13 99OF 10 WOOD FRAMING 1/4- MAX By OTHERS r SHIM SPACE IF 1MERIOR 1 1/4- MIN. EMBEDMENT e WOOD SCREW EXTERIOR 7/16- MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRiMWG CIA 2X SUCK MrALLATRW 1 1/4- MIN. EMBEDMENT 08 WOOD WOOD SCREW FRAMING BY OTHERS 1/4- MAX. I SHIM SPACE 7/18' MIN -- EDGE DISTANCE INTERIOR EXTERIOR VERTICAL CROSS SECTION W000 FMMWOOR2XSU0KWSTALLATION FOR SlU INSTALLATION SEE SHEETS ". oc>c nQ, oae rvAwm ADD0 RiANM AND nN INSTALLATION 12/10/13 JPLL 1 5/8- MIN. EDGE O15T TRIM ° . 1 1/4- MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE i BY OTHERS IX BUCK BY OTHERS, HOOK S1 TRIP 1X BUCK TO BE PROPERLY SECURED 3/16- TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYXONCRETE METAL MUCTURE BY OIHERS NTERIOR TRIM TRIM 1 3/8- MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD '10 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK E)TERIOR IN NOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 9KBUCKMOODFRAMWG METAL STRUCTURE MI `NI1001 W. AND Y0RD LLC `` N\5.---.9 i CARROLLTON. TX 75006 r, 'GEN0'. SERIES 420 SOD REINFORCED WITHOUT ADAPTER 0,.8$5 • NOTES. 96" X 96, T.INMMAAMVff lOARN&WA BYOTHERS. KMLFlN k HOOK INSTALLATION DETAILS p-, SSSTATE OF •tug NOTSHOWNFORCLARRY. i0a• 4 2.p&UMfiMAND.O/MSEALANT8YOTHERSTOSE DRAW oxe Na Kv DESIGIJ£OLNACC0RD4NCEwWASTME2112 V.L 08-02249 A scA1s NTS o Tc 1 V30 13 —10 OF 10 7/!l11111111 Ra o16 1/2" MIN. Dom,nom WE AmIllo mEDGEDISTANCE AWO CHARTS 03/05/12 R.L 6 REVISM PER NGV TESTING 10/13/13 RL 1 3/8' MIN. WOOD FRAMING EMBMENT IAT1CADDEDFLANGEwsix0N6 12/06/13 RL OR 2X BUCK BY OTHERS 1 3/8' MIN. 1/4' MAX. 1/ 4• EMBEDMENT r SHIM SPACE AX SHM I o }OMflo WOOD SPACE " 1/ 2" MIN. MIN, INTERIOR SCREW EDGE DISTANCE a 0EXTERIOR INTERIOR 10 W000 SCREW O 10 WOOD SILL TO BE SET IN A BED OF VULKEM 116 SCREW CONSTRUCTION ADHESIVE OR EQUAL jcl SEESHEET2WOOD FRAMING FOR SILL OPTIONS EXTERIOR OR 2X BUCK BY OTHERS WOOD2X AING JAM8 INSTALLATION DETAIL BMUCCKKBY OTHERS WOOD RuAARNGA4YXBucKmLSTAIlAT10N 1 3/8- MIN. EMBEDMENT VERTICAL CROSS sEcTTON WOW FRAMM OR 2x SUCA WTAUATTON MI WfNooWw. ANDLLC rORoS ```\\SURuI1o/, CARROLLTON. TX 75006 J ,ACEMsF' D NOTES: SERIES 430/"0 XIX SGD yl:1. 1MER10RAK0WaFMORFtN1 hsA&YOTHERSL 143" x 96" REINFORCED 7G allort.NVTSNOtWFORCLAMTY. 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TX 75006 SERIES 430/"0 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS oaaYrs oYe Io. F.A. 08-00503 SO" NTS I Dog 02/23/09 1 SHUT OF 9 111I.lo41n, CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN. EDGE DISTANCE a• . • 1 1/4" MIN. f EMBEDMENT EXTERIOR 1 1/4" MIN. EMBEDMENT 2 1/21 MIN. EDGE 0ISTANCE I/4" MAX. J SHIM SPACE 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY BY OTHERS INTERIOR SILL TO BE SET IN A BED OF WLKEM IIS CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 11/4" MIN. 4 • EMBEDMENT VERTICAL CROSS SECTIONRYINSTAUATIONJ I/ I MIN. EDGE DISTANCE 1/4" MAX SHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 VVISM my ucvnrml WE A ADDED CHAM 03/05/12 RL 6 REVISED POOR NEW TESTING 10/13/13 Rl. C ADDED FIANCE WRAUATI0NS 12/06/13 IPL JAMB INSTALLATION DETAIL CONCRETE/MASONRYINSTALLATION NOTE& I. IMEAIOR AND EXTERIOR RNWfES. HYOTHERS. NOT SNOV/N FOR CLARfTY. E PER/ME'TER AND JOINT SEALANTBYOTNFRS Tow DESA4NW AVACC0R0ANCE 144MASTM EW 12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 )(IX SGO 143' x 96" REINFORCED FRAME INSTALLATION DETAILS WtAw: mro Na F.A. O"0503 AM NTS ° s. 02/23/09 Imw5 OF 9 Aoy6 26yY • l000 FRAMING 11 OR 2X BUCK BY OTHERS 10 MOD SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS i/2' WIN. REV otsa nw a APPFAVW 1 EDGE DISTANCE A ADDED CHARTS 03/09/12 RL_ 8 RMED PER NEW TESICIG 10/13/13 R.L. MIN. C ADDED RANGE INSTALLAIDNS 12/06/13 RL_ EMeEQMENr 7lm/Am4X 1 3/8' MIN. 1/4' MAX. EMBEDMENT SHIM SPACE SHIMSHIM INTERIOR oSPACE 1/2' MIN. EDGE DISTANCE INTERIOR VERTICAL CROSS SECTION VMOO FRAMING OA 2X BUCKUV5YALUnOV NOTES. 1. INTERIORANO SaERIOR FINISVE5, BYOV IEM NOT' SflOWN FOR CLARITY. 2 PSWMETER ANO JOWT SEALANT BYOTNERSTO BE OESIGNWWACCOROANCE W/TNASTME2112 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADNESNE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING 1 OR 2X BUCK BY OTHERS 1 3/8' MIN. EMBEDMENT 01 EXTERM n CM JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/"0 XDC SGD 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS ORAWN ONG No. F.A. 08-00503 suns NTS 3/09 19W6 OF 9 METAL STRUCTURE By OTHERS EXTERIOR 1/4' MAX. SHIM SPACE OR 7/8- MIN. LUNG EDGE DISTANCE 10 SUS OR SELF DRILLING SCREWS 1/4' MAX. r SHIM SPACE FWrERIOR Ftr4a 1p Rev ctpvQn ON NNE op"m A ADDED f KWM 03/06/t2 RL B REVISED PER NEW TFSTYIC 10/13/13 ILL c ADDED FIANCE INSTAL ATIONs 12/08/13 Rl. x SILL TO BE SET IN LJ A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 10 SMS OR ORR EOLIAEOWLMETAL' SELF DRILLING STRUCTURE SCREW BY OTHERS EXTERIOR METAL SEE SHEET 2 STRUCTURE FOR SILL OPIlONS JAMB INSTALLATION DETAIL BY OTHERS METAL STRUCTURE INSTAL LATIOV VERTICAL CROSS SECTION frtrAL STRUCTURE VVSrAUATION NOTE£ 1. INTERIOR AND VaERIOR FIMSNES. BY OTHERS` NOT SHOKN FORCLARITY. 2 PERIMETER AND JOINT SEALANT BYOTNFRSTO BE DESIONEOINACCORDANCE WITH ASME2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS o m4 7MIS FA, 08-00503 ras uTe I-0m n2/73/oe 19W7 OF 9 GENfiF9iP p . its TATEOF ; ORV wrb..aw..•wa waw.wwne•+•..v.wne•vertm„awsemes- ^1s• vxmsw d axadwn.. Jrwwv NSTRUCTION 2 1/2" MIN. CONCRETE/ EDGE DISTANCE MASONRY BY OTHERS I 1 1/4" MIN. e s ' EMBEDMENT 1 1/4" MIN. a: EMBEDMENT OPTIONAL 2 I/2" MIN. ,a IX BUCK EDGE DISTANCE TO BE PROPERLY MAX. SECURED SHIMHIM SPACES E NOTE 3 r; •: 3/16" TAPCON SHEET I 3/16" TAPCON CONCRETE/MASONRY EXTERIOR INTERIOR BY OTHERS 3/16• TAPCON SILL TO BE SET IN A BED OF VULKEM 116 ADHESIVECO OR EOUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS _— F 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. COW0REr6%(A9ONRYVV5TALLAT70N EDGE DISTANCE 1/4" MAX. SHIM SPACE INTERIOR REN51M mv [IfSp®ix01 Gsi6 HFt.L A ADDEDWARIS8REAREDPERNEWTESTINGt0/15/13 C ADDED FLANGE INSTALLATIONS 12/06/13 EXTERIOR OPTIONAL 1 X BUCK JAMB INSTALL4TION DETAIL TO BE PROPERLY C NCRErB%tASpvpY/49rAUAT0V SECURED SEE NOTE 3 SHEET 1 MOTES: i. INTEWOR AND EXTERIOR F/NISNES. BY OTHERS NOTSHOWN FOR C(.ARRY. P PERRWETERANDJOIMSEALANTBYOTHE•RSTOSE DESKWM UV ACCORDANCE WITH ASTU 62112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/"0 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DKOV. bee ra F.A. 08-00503 srxr NTS 01 z 02 23/09 `8 OF 9 v`v GEN@ygdh AT Z 1 5/8' MIN, EDGE GIST. TRIM a 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16' EXTERIOR --===?) --- PANEL INTFRLOCK HOOK STRIP INSTALLATION 14ISONRYIOOMCRETE INTERIOR TRIM i 3/8' MIN. EMBEDMENT I HOOK STRIP 10 WOOD SCREW EXTERIOR o "-- PANEL INTERLOCK HOOK STRIP INSTALLATION ZKSUCKMOOO FRAWNG celow m are Appa m ADDED CHARTS 03/06/12 RL Remo PER NEW TESTWG 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP J10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOKSTRIP INSTALLATION NETALSTRUCTURE NOTES: I. INTSUW AND EXTERIOR KNISHES BYOTHERS. NOT'SHOWNFORCLARRY. 2 PERONETERANDJOWSEALANTBYOTHERSTOBE DESIGNED INAOOOMANOE HTTHASTM Eli 12 MI WINDOWSAND -DOORS LLC 11.ROSBY R CARROLLTON, TX 75006 v` t v CENB,giP oSERIES430/440 XIX SGD 143" x REINFORCED tR TLLATIONHOOKOKINSTALLATIONDETAILSD , AT 0? FA 08-00503 C j1WAENTSo 0I/23/09 9. OF 9 6/9/2017 Florida Building Code Online Business & Professional " r BCIS Home l Log In I Use, Registration l Hot Topics Submit Surcharge ( Stats & Facts Publications FBC Stay BGS Site Map Links Search b a r Product Approval USER: Public user Product Aooroval Menu Product or Aoolicatlon Search Application List > Application Detail FL # FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Emal I Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence, Ddf Referenced Standard and Year (of Standard) Standard Year AAMA/ W DMA/CSA 101/1. S.2/A440 2005 ASTM 01929 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://Aoridabuilding.org/pr/pr ppp dtl.aspx?param=wGEVXamt[)quS73Fr2ZyiPozArA6CZHQ3yMKg2Hy8p/*2fUCfc2MRISC82v%3dd/o3d 1/3 6/9/2017 Florida Building Code Online Fl 1S000 R2 Eauiv FL - 1 000 Eouiv of Standards odf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 06/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes 171-15000 R2 It INST 15000 1 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409ImpactResistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 t odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yesproductparticulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. 'Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1S000 R2 If INST IS000 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409ImpactResistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other: See INST 1S000.2 for Design Pressure Ratings, any FLtS000 R2 AE EVAL 15000 2 odf additional use limitations, Installation instructions and Created by Independent Third Party: Yesproductparticulars. (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 FLIS000 R2 It INST IS000. odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409ImpactResistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other: See INST 1S000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000 1 odf additional use limitations, Installation instructions and Created by Independent Third Party: Yesproductparticulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. 'Fiber -Classic' or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 [[ INST 15000 4 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409ImpactResistant: No Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000 4 odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yesproductparticulars. (This product approval requires the use of "Y' part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star' 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outcwing Inswing (XX Configurations) https:!/floridabuilding.orglpr/pr app dll.aspx?param=wGEVXQwt0quS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d y3 6SM17 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLLS000 R2 II INST 15000.S.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000.5.0df additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y' part number doors, which have been stained or painted within 6 months of Installation.) 1S000.6 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 FL1S000 R2 11 INST 1S000.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 1S000.6 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000.6.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "l" part number doors, which have been stained or painted within 6 months of installation.) Back Nett Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 phone: 850. 487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statemem :: Aeces31bl8ty 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 mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 4SS.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address It they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S., please click here . Product Approval Accepts: dear Credit Card Safe https://noridabuitdirtg.org/pripr app OU.aspx?param=wGEVXQwt0quS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8p/`2(uCfc2MRiSC82wg/o3da/g3d 36 40 Ph EXTEROR A pq 2tons; INTERIOR Me UWMAX k000.q HORZONrAL I'AfeWIDTH CROSS SEMIN Yf: DOGR PANELF 4= DID EXIMOR G-im4m —cCHM=J 0 (F;AASSJC) L Big D" MNEL I Fiber Classic 62N 02124112BTOMRAILIT N.T-S. 2\ VERTICAL CROW SEMON Mom 4K is DOOR PANEL 3Z IM LFS ORAPM 00 FL —1501=3 awr 33 ar 12 1ITCrLASS40 1/2' MIN. 1lTGlASS 1/2" MIN. GLASS THK KM CLASS THK. 42 gey4=d I Fa'TERIt11 40 1 /8" R(QB 10 1 /8° S e 3 n Gl TEMPERED GI TEMPERED 4 GLASS j AIR SPACE AJR SPACE r j` I " It 1j1 dJ e a 34 twt'..r N. p 25' STEEL 1/8" 25' STEEL 1/8" S':: f LO INTERCEPT SPACER TEMPERED INTER70R IMERCEPT TEMPERED t m GLASS SPACER r+ 29 \ eD n o` 40 4t SEE NOTE t 40 29 SEE NOTE 1 5 zWS' IN ,TED GLASS 5' INSULATED CLASS W/ 41 SEE NOTE i 3 5a SWC LrrE FRAME a IN • =41L PVC LITE FRAVE GWINC DETAIL 13.9379 MAX. PANELWIDIH 7.125 MAX D.LO. WIDTH td Od o a SIDELITE PANEL Smooth Star SEE NOTE I ftOPJ20NTAL CROSS SECTION 4 j StOaM PANEL t r--s76' PCU' TIC L!P LfTE FFTNNIC J4 PL/.STfC LIP UiE FR"E' EICTRUDW PVC DCTRUOEO SNC i-•--i-1D7T Te SIDQRE POP do BOTbAI RAIL 42 FINGER JOWLED PONOFR054 PWF SG-0.43 1m " 2 VFAIiCAL CROSS SWWN 1. 1 SfOQRE PANEL i Spocinp for Item *q29 & 141 (fits frame screws) I is as follows From the bottom up on sides; f%5'. with (7) more cpeccd at 9.575' cc. then are (2j ovswe bath tap oral bottom at 2.125' In from each S7p E BLANi( SIDE SAGE comer. Je FiNGFJt JOIIJIE6 PONDEROS4 PINT; SCe0.43 lA- 2Sam2N7.S um we JK or. tM LIPS a FL-15000.3 49 t3 17 .WMIN. Q% Zr o G9Ik OF o 7 rJ'rr ariPIl ggI1 a y ho e Eo $a loldlil r. The sidetlts is araat set into the Jamb with (iz) Item 143 a JS x 2' pfh. (rood screw. Tharp an o' 1J 4) at oaah velifoal jamb. from the too down at 16 Z1 r8 13.5. Ji , 464' & 66. There cre (2) at the header 4' 1-1/4"MIN at from the outside corners of the g BM& (Iyp.) frame. There are (2) at the dll, A' from the outside comers. za= I ccc QHORIZONTAL CROSS SECTION 46 1-1/4- Mp) O C4W 17 13 6 45 43 a 44 8 T+.r. 1 •., it jNTIEMOB 3rti= ro AC'RVE Cl IA 39 f, SEE NOTE I JS S 9 21 oea 02/24 12 i H.T.S. it) 16 12 roue am W JK a HORIZONTAL CROSS SECTION 3 HORITOMAL CROSS SECRON Cr3 a 7hicin ooaLrArnreao a: w t8 FL—i5t700J 0 LaL p l II`MUwON B II IIMASONRY a II EFERElCCEEaH i OPENING rYP. HEAD 1 MULLION II JAMBS 1 SHOWN FOR II i REFERENCE I I I B II 2x Buc II i II II II N iI B ASTRAWL II II B MOWN FOR 11 II B REFERENCE 11 I 1 11 II i II It 1 {{ If coy-^M.• DOUBLE BUCK W/SIQWES ANCHORING o " wt d T.G MASONRY OPENING CONCRQE $NOTE: 1. Conore ar+d orJooafionr otthe conwr ma/bead 7nted to mt>51tofi ll+e m91. 2X BUCK edila dWonce to '"to joint. 2 Conowty cneha locoft t noW cs V K. ON CeMW m f be attkafed to mdntab the mtn. edge durance to mortorMa odddlond concrete anchors may be req+ned to enswe the "MAX ON CBdW&nemirdw ore not axceedod 3. ConcreteandartaOte. iu-g ice. lsY i...' Fif' ro Aiitso tk'"• yJrflJSATAC(G' tTW a TAPCON t/4°2• r aco ULTRACON E/ l.E/d' t• 4 Z;z-8•r4 Tyta B MASONRY 49 B OPENING n.P. HEAD 0JAMBS 1 1 2X BUCK iR` LFORISANOWN i REFERENCE 1 1 C 1 I I MuwON I II' II SHOWN FOR ll 49 REFERENCE II rrP. HEM I I do JAMBS I I II li II II II II II 11 I1 So " MUwON RdNc I SHMN I I REFERENCE II II Il II 11 II MASONRY OPEYINC 2X FUCK 11. m1mr e 9 s 02124112. Mi N.T.S. t' JK e c 1M L S FL-1500aJ srga3 a0 a labs Mr MAY es tue' BOTTOMg N m64 27 j21i AK, 6 V TYP. Z7 TYP. TYP. e e e e e 0 4 92S' S.1S' QI2 095' t.f70' YI 6 u6r N SEE NOTE 1 6 4 a e h o € a NOTE AGAL OETAILOEML ava 0 24 12 N.T.S. 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP m AND THE BOTTOM. oa an LFS aw"o We FL- 15OW 3 n aim 1 a 12 0 THERMAITRU rHSRMA TRU DOORS T I a Im OUeT1G1L on.. eoo W. OM a 917 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 INSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR NO14-IMPACr" t. Wo pmdud hm been evoWod and a b o wpimtae w>fh heft SdilUn P014I RW0 flutlmtp Code VBq *=W m4k rrnentsinduc6y DID f h VetodlY Hwk me Zone PMQ. _ Z ftwxlachm;to0b&csWed andspaced asfarmOndetdfsMfiarenbedmerdl0bma moterfd shall be beyond wal dtstnp orsbxco. 3. When ued Ot Rte Trvtt2' 0t1s pnxJuCktegtmed to be protected * tt cn(n77ocheddant oovwhg lhof 0ompOw with Seclon 146 of the FOC. 4. Whom medin mem =&We of the lWW regddrkgwind bane debris protection tffff products requited to be protectedwflh on htpod reddonf coveting fhoteom*sWth Sedon I WJ2of the MC. 5. for2t dud htar ft caslnfetbha"d o t6 of them trdtuhol tse the gate as *xd dwwn for2r buacrrasorey corohuclim 6. Site condilbru thotdeviote km the deTo& of fhB d.vAv mquteWwrenowerhtg on** b/ a kwwd snovw orregalered avh%cL 7. ft product dots not awe the wafer b 1111ROon mqu:eme& for the IWKr. Uv^ tp units shoe be tnshcged aiy in nw fmbbdb!e mess or at habdable loco ym protected by en oveAoortg or cottopysuds thatt o angle beh+een the edgs of cmapy or overtsmV to dl idea than 4! degrees. TAKEOFCOM M SRMTC CZCVPWM ele m. d ptesgrest:goncoinates 2 Door Pmooth 3 dalah er knw 4 sidells ot-k&m dek& verflcal a0a sedfom 6 wwwmfd Com m lom 7 Hodrentdcrou 8 9rUCAnG 9 Flame 10 Am to awraft 11 Atho de 12 113ofmalalUB& COmPOOCtIft 37jvmkf. SEE MTAIL A'/ t SHEET 6 g jtormrE w1SIMM Its unrr0)m SEE S HEEr a i EU1 6\J \J iF_-_3:; V. .?i%j ,s'3v: -n'3.e e•a==ri5,f-''-r'Sia, a L FL— I5000. 4 I e 0 e 36WMAK DOOR PANI39YIDTH z 2 g to 0 toi INVf I ODOR PANE! Smooth Star 0 Hmomm CROSS SECTION V DOOR PANEL IMI 54 Top RA2 SYOM STAR) 41ix d•Su 37 90M" RAIL SNOOTN STAR) 54 Fr ti• IMLLWIM 2 VERIICk CROSS 21 tT10 2 OOOR PANEL ccal 02 V E a .co' W. ft tiS 3 wwe w. a FL-150oQ4 z i ram -, ter.• _ . •' VERTICAL CROSS SECTION 5 2 SEE WTE 2 9 2 VcJiITC:AL CROSS SE(MON 5 30 FfOA gg NE 2 I 3 VEFMCAL CROSS SE1C77ON Shown wlix svb—bu=k OPITO94L SURFACE BOLTS ON ACW PANEL SEE CESMN PRESSURE CNARt} 1. no sldo0to to dtrnat act Into the jamb with (12) Item J43 a 18 x Z' pfh. woad screw. Them are (4) at each vertleol Jamb, from the top down at Mr. 31', 48.5' & 66. Them are (2) at the header at 4' from the outefde comers of the frame. there are 2) f/3 a $e x 2-1/2' pfh. wood screw at the s81, 4' from the outafde comers. 2. omfiAL SURFACE BOLTS ON ACT) PANEL SEE DESIGN PRESSURE CtM* 0 um 24 12 s"- KT• era. ec JK am ec LFS FL —13- 1aar %. 11 I•IMWK t{1L f 114 t"NORIZOMAI CROSS SECTION 6 v na a—, Vn 6 eMT: I. The sdeft is direct set URo the Jomh wM (12) Ran 143 a #A r 2" pfh. waad raw. Thee are (4) at each vertl=i Jamb ham the top darn at law. 31 ", 4&5' h BB'. Thee are (2) at the header at 4' from the outsfde comom of the frame, thane — (2) 113 a IS i 2-1/2- pfh. Mood w4vw at the a11, 4- ham the outside comers. RML- OPnOILV. SURFACE 84XTS ON ACTNE PANEL SEE OESICN PRESSURE CJd4Rf) 2 IIOMZONTAL CROSS SECTION IIlv fit 41 - 10tra au JI UlO ea Z n a g$ 33qyq Lr 0 im 42 4 12 Y aC XTS. tb LFS IEwroen, FL—IMM4 n II 1 II - 1 —T =m` $ o ^ MASONRY I I 1 1 I MASONRY TYP * ri ;`, n OPINING I TYP HEADOPININGHEADII bhp o 0 do J"S ASTRAGAL k J4N.85 1•ASMGAL 8 ' I I B SHOWN REFESHORENCE I I ( RE°ERENFCOER S$ 8$ 0 II B II 2x eucx i 2x eucx i t MULLON ( MULLION•1I I ° tl SHOWN FOR B SHOWN FOR II II REFERENCE ° REFERENCE II + B ll I II (5 ° ^ II r n B i' `•^''-' 00il91' DOOR W/SKI_ nfs •- y-iY..•n::3 00 il_ gs pa R r BUCK ANCHORING . r RUCK uHORI C,, I II 3e II NMASONRYIIII II MASONR S O HEAD OPENING Y JAWJAMB II II II I I I 2x suuc 2X SUCK II MULLION II CONCr2EiEAttCfiOfiNOTFS: II SHOWN FOR II 1. Concrete anchorbeaffons al the camas maybe a4usted to mdnfo(n the mh 11 REFERENCE 11 edgo d8tonae to m*iwj Pnfs ' ConaelednClabaQtiasnotedas MAX ONC94Wmutt beadW' edto I I maWdn Qw m1n. edge dWonce to morhs'Johk addJ6ora1 concrete anchors 1 I I e I I MULLION 11 may be requbed to arearo the MAX ON C90W drrrrerolon ae rot e=eedecL 1 I SHOWN FOR a Comets anchorta bfe: 1 I REFERENCE ear. 2• 12 rs i it II ,.. oJx o eAraa Ne+ e SINGLE DOOR W/ SIOFLffES SINGLE DOOR FI_130004 BUCK ANCHORING @SICK ANCHORING 0 AI EfIbR•.:•' NItZ 6QFf:{-_iFJ RdfJCE- IC F.iiT.'4•Ri4d F' TAmPCON° 1/4' 1•T/4' 2- 0- ElCO ULTRACON 1/ 1- T/ d- 1" P DOUBLE DOOR 5Y/clp rrcc CONCWEANCHOR NOTFS: T. Concrete ancharbcaWm at the =MOT maYbe ac Onfed to ma6ltaln the mim edge cWm0e fonwdarjobrts. 2 Cone'*ancnwkwmnatodar7KAXOnCENIERmuytpe007L~to mdntaln the mth, odgo Svfanee to mortarJok is addtEona' oonvefe anchm maYbe, eqtbed to erove the WAX ON C&JW cDnorebn cm not aweeded aConoreteandrortcfe: TAPCON • 1•i/P p' 4 i CON• 3/ib' 3' 1•7/2' woo0 SCREIV P15'lALIATi[1N N0 MdnMhanddmUG mitTheipEYttIOncmI'a dLNtnm&11=Vocfigof woodscromto THES& ( 2) ANCHORS A• REO'D ONLY WHEN OP > 47 PSF r- MASONRY WKSfAU:JD OmKGsDulAnaFRAME TrP. HEAD a AWES O SUCK 2X BUCK TAR TYP. 43 y- Tt' P*su t 7 C'-- J — A• 14EW --A SfNGLE DOOR W/e1DEf m 13 49 JO J0 W/ZX BUCK 1 0 INSTALLATION 1 31 13 W tx BUCK sa 1 ALLATI0, DELYL 3• DEfNL '2' ASTRAGAI 8 SURFACE BOLT STWE RATES ® HEAD r3 1 31 7J 0 0 JO DETAIL '1' DEWL A SURFACE BOLT STRIKE pLATE THRESHOLD IIIN 2 111 o u 15 4 t2 i no M7S. a m JK e n 1fS unora FL- 15000. 4 SEE OF7ail '4' _ u w/mc eucsc MASONRY {NSTA1lATON OPENING w/tY 13ucx INSTALLATION T R HIAD a — u 1 ° FRAME h 2X BUCK SEE 14 9tiL OEUJL SE — — DETAIL DETAIL '3' 1 1 t t 1 1 VIEW OMBLE DOOR CONCRETEANCHORN016: 1. C W=ff3 cndxwbcaliom of Ore comes may be ad(Usled to maitlo n the mIrL edge distance to martcrlonb 2 Concrete wwlwrbcarRon noled as %I"ON Cff4wmust bo adpatod Its mdntm-n the n*L odye dLstanr:e to rmrW(ohsls addflond connote anchors may be rquied to erne NTe MAX, ONC 40t'dirpomion ore not ammasded. 3. Carvefeanrl+ortahla: i p Y::'..SG i•,+-l:lT t yllf.' I_%iE P«hv. i2G•. zTi'cin ia—_•:mi d3SCV? hw o TAPCON 1/f 1•T/P 2' nw TAP ON 3/14" 1-1/e O=EW K5TA WTION NOt'6 T. Mul a mWmurtT wood swws o', wood SIM- OPENING tw mm 4"s h FRA64E 2X BUCK SEE 0 DETAIL S' 14 1P. 51LL CIAVMI F DOOA 50 W/1X BUCKINSTALLAWN 13 12 DfSTAwITI 81LlATK1N 13 10 f0 OETw1L 3' 10 DETAIL 'S• W/1X BUCK 50 1NSTAl1ATION W/V BUCK 13 1ALLA n'Tw1_L L'44' oz 0 a PIL3g f9 0 30 1Y/2X BUCK 13 0 31 37INSTALLATION IW/lX BUCK I48NSTALLATION OEWL '2' o ASTRAGAL- & SURFACE BOLT STRIKE PLATES ® HEAD n 31 31 041 we 24 12 30 0 30 iOM N.TZ aaa art IrK DETAIL 't ` osL an LF5 SURFACE BOLT STRIKE PIJJE a a THRESHOLD FL-13000.4 s.:gt or1 9 U L= U SEE NOTE 1 L Oize erg. &-_ 1. THE ASTRAGAL BOLT HIS A J` THROW AT THE TOP AND THE 8OTT0ij. I is ea ws 3 nuQ W PL-13000.4 a Rem 01:90> IM u:ww 1 Fw OIAS9Cpo AME 0] 1 JIF WK 18i) = or WA-TRV blM 1W CbM7a F)<- Pd fL4P914 u SImrx (Sp a l 00 M er 09m a-RFU %th A - math fi+. 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Sm 46 Fts str c£ ear s< .7s STEM Fm a 1 +-20 Sa ecv r 1 -7o P[7tME 00 SrE 48 6 r J-1 nW PFR alIV fi SCRU 57m SnW PME sm- FM C07CRUE $M55 I SIEB. II 000'J COYRFIf SS wof m1 eO0.7 CDYP 7F 56 a MW aR£ ME 3W Al 57 1 SS eorMif RPE FOGo C6n7G57IE I-- Fes- 2 2 WOOD FRA F7NGER JOINTED PONDEROSA ENE, SO-0 43 f 1 Lis e g14 Q0\ SWNG DOOR Harlow SWEEP VINYL . 080' MAX WAUL WJS' UK WEAU r5 1LsrDELRE BOTTOM BOOT 0. 09' EZMUOID VIM WALL 62 6 0n I FL-15M.4 I R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 238 Mica. FL 33S95 Phmc a 13.619.9197 Florida DOW orProfesdonsl Endneers Certinrato of Aurburindon No.9813 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Fibor Classic" I "Smooth Star - peers Doors Exterior Door 118Industrial Drive 810Inswfng wtand w/out9ldelites Assemblies Edgerton, OH 43517 FDoor Phone( 410)298-1740 Non -ass ot1- fm sot• soaps: This Is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Sghmldl, P.E. (System ID # 1998) for Thenna-Tru Corporation based on Flute Chapter No. 61020-3, Method 1 D ohlhe State of Floods Product Approval, Department of Business & Professional Regulation. RW Bullring Consultarrte and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the comparry UmltaUons: manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. 1. This product has been evaluated and Is In compliance with the 6th Edition (2014) Florlda SuUding Code (FBC) structural requirements Includingthe 'High Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing orstucco. 3. When used In the "HVHZ" this product to required to be protected with an Impact resistant covering that compiles with Sbclion 1028 of theFBC. 4. When used In areas outside of the "HVHZ" requiring wind borne. debris protection this product Is required to be protected with an impact resistantcoveringthatcompileswithSection1609.1.2 of the F8C. 6. For 2x stud framing construction, anchurbig of these units shall be the same as that shown for 2X buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000.4 require further engineering analysis by a licensed engineer or registeredarchdoot. 7. Inswing configurations do not meet the water Infiltration requirements for the 'HVHZ'. inswing units shall be installed only In non - habitableareasorathabitablelocationsprotectedbyanoverhangorcanopysuchthattheanglebetweentheedgeofcanopyoroverhangtosillisfessthan46degrees. S. See drawing FL-16000.4 for size and design pressure limitations. Supporting Documents: 1. Toat Report No. Test Standard TEL 01480337-A,B,C ASTM D835.03,ASTM 01929-96 ASTM 132843-99 TEL 01480338-A,8,C ASTM D636.03, ASTM DIM-96 ASTM 02843-N STT800001 ASTM G20-86 16427- 107362 ASTM E84-00a ATI 87608.01.108-18 ASTM D1920-98 ETC 01-741-10701.0 TAS 202.94 ETC 01-741-10703.0 TAS 202-94 ETC; 01-741-10593.0 TAG 202-94 TEL 06.1031-3 TAS 202-94 TEL06. 1031-4 TAS202-94 Testing Laboratery Signed b Testing Evaluation L.ab.,lnc. Lyndon F. Schmidt, P,E, Testing Evaluation Lab.,tnc. 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.,lnc. Drawing No. Prepared by 1p R No. FL 15000.4 RW Building Consultants, Inc. (CA 09813) i1.;t4t o9ir i-C— ko/ ?oo Calculations Pre»Bred by r l f:t h fi, Anchoring RW Building Consultants, Inc. (CA #9813) z l ASTME1300GlassLoadLyndonF. Schmidt, P.E. Quality Assurance Certifloate of Participation issued by National Accreditation and Managemofif. Institute, certifying that Therms Tru Corporatlon Is manufacturing products ': v-,• a :.F within a quality assurance program that compiles with ISOAEC 17020 and c; Sheet 1 of 1 Lon Hicks, YP Operations Witham E. Rtdh, P.E. Joseph A. Read, 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. S e & Sealed b Lyndon F. Schmidt, P.E. F. Schmidt, P.E. Lyndon F. Sclunldt, P.£. FL PE No. 43409 2MMi s 4 2018 J . t" I CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 17 a 209 I- IHDocumented Construction Value: $ Job Address: _3014 A Qh`+ erc_n Q)K . Historic District: Yes No Parcel ID: ResidentialA Commercial Type of Work: Ne Addition Alteration El RepairEl Demo Change of Use[] move Description of Work: JN_ p U) /50 amp Sfe.y jL' Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: Name , i-Qr)1Qh+ I'1 - C Phone: HC)7 - lnLJ'7 - .37CEO Street: / OLA ('-{eent v-)J &/d Resident of prop"? City, State Zip:. akk Mpf to Q 3 a,7yI Contractor Information Name ,t2 Phone:' 07 1t7LJ1,- Street: QC ` Fax: L O - /1 -7- _ q'1 City, State Zip: r 32 8 State License No.: FC, _2In 3 O Name: Architect/ Engineer Information Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105. 3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: tune 30. 2015 Permit Application 1t2t I''.i a . t NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date mature of Contractor/Agent Date SC.0-6-s-,z4QC brook P ' • ontraetor/Agents Name 131 Signature of Notary -State of Florida Date jP'tRY 001 4 PAMELASTERNUS Commission p GG 110622 Explres Au ust 7, 2021 W14 amked taw au N ty Services Owner/Agent is Personally Known to Me or Contractor/Agent i Personally Known to Me or Produced 11) Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Applieition i CITY OF SANF BUILDING & FIRE PREVEN' PERMIT APPLICA Application No: Documented Construction Value: S 5c Job Add ress:.3 9 8 4 H e.i?, n d-- Historic District: Yes No Parcel ID: Residential [3' Commercial Type of Work: New 13 Addition Alteration Repair Demo Change of Use Move Description of Work: fz.- .5pz- q-LL o", e- - (-ati" Plan Review Contact Person: PI cPS .SPA i 1p , bLLt (d -e-r Title: Phone: Fax: Name Street: City, State Zip: Property Owner Information Phone: Resident of property? : Contractor Information Name Jf (-, fy\ ht nL Phone: 49g --Z Street: 4;171 Fax: (4c) City, State Zip: CeJtar aa . tcf. 31-E 14. State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: _ Mortgage Lender: Address: q3- WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST B RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAI FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE t7 COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pe 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: 5i6 Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application AV NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may e found in the public records of this county, and there may be additional permits required from other governmental entities such as wat r management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requit in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submitt The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, accordance with -local ordinance. Should calculated charges figured off the executed contract exceed the actual construction vale 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 w be done in compliance with all applicable laws regulating construction and zoning. 2 -'t Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Print Contractor/A eni's Name 2-5`-lam Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date ee yr__ MY COMMIT A EXPIRES: Bonded AM It Owner/Agent is Personally Known to Me or Contractor/Agent is V Person liy',-.iiuwi,-Luiv,vtlI Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: ENGINEERING: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: FF 12a& 26, 2018 Revised: June 30. 2015 Permit Application 9507 Slate Road 52 123 Miller Road 9701 Bachman Road Established 1973 Hudson, FL 34669 Valdco, FL 33594 ' Orlando, FL 32824 www.RJKielty.com 727-863-5486 813-661-0707 Es 407-855.2636 State License It CF-00203 R.J. KiELTY Page: f OF Proposal No: 717-13534 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Luminary - 1952 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 309'o Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All to be completed In a workman like manner according to standard practices. Any alteration or deviation from specifications below Involving extra will executed only upon written orders, and will become an extra charge over and above the estimate. Ali agreements conlingent upon strikes, rdents or la and our control. Owner to ca/r 1fire,, to ado, and other ,necessary insurance. Our workers are i covered by worker's compensatlo nsuranc _ '1 at 1 AUTHORIZED SIGNATURE: THIS PROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED IN 30 DA We hereby submit specifloat estimates for Master Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moan Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated I Lev By Builder Will% Moen Chateau 64925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 6040 71140120 White With Walls And Moen Chateau TL183 Chrome Valve t Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev Gerber Maxwell 22514 Pedestal White With Moen Chateau 64925 Chrome Faucet 10tchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box t Dishwasher Hook Up Utilities t Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Server & Water Only (Stab Baekfilling By Others) Back(low, Prevenlers Included Exccus/oas NO Penult Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per toot 4a Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made outlined above. I agroo to pay reasonable attorneys fees court costs in the event of legal action. A monthly service charge of 1 1121.6 will be added after < days. Any sewer lops deeper than 4 112 feet or requires backhoe or dewatering will be an extra charge. SIGNED:%-,SLaW 'hj 12,4,Q DATE OF ACCEPTANCE & PAGE 2:. Branch: Hudson Last Edit By: last Edit Date: 7/27/2017 Revision Response to Comments Permit # 17-2809 LOT 66 Project Address: 3984 Night Heron Drive Contact: Jason Ornoff Ph: 407-494-9207 Email: jason.ornoffC starliphthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 4/10/2018 Fax: General description of revision: Truss repair: Extension at toe.& bottom of M 1 ROUTING INFORMATION Approvals q= 1-1 Z- tg OW '1 RECORD COPY a•9.11 1.4.0 .•4.11 LOADING (psi) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.36 TCOL 7.0 Lumber OOL 1.25 SC 0.20 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/rP12014 Malrix•P LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4-137/Mechanical, 2.246/0.3.8 (min. 0.1.8) Max Horz 2.53(LC 11) Max Uplill4--44(LC 12), 2--129(LC 8) FORCES. (ib) • Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scab-1:10.7 USE A 2X6X4'-0" NO.2 SYP SCAB ONE FACE WITH 10OS' 3" O.C. DEFL, la Vert(LL) -0 02 Vert(CT) -0 03 2.4 >999 180 Horz(CT) 0 00 4 n/a n/a -F Weight: 171b FT . 20Y. BRACING- TOP CHORD Structural wood sheathing direly applied or 4.4.1 I oc purlins, except end verticals. BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. 17-2809 NOTES- 1) Wind: ASCE 7.10: Vult-140mph (3-second gust) Vesd-108mph; TCOL.4.2ps1; BCOL.3.0psf; h•1 e-u Cat. II; Exp C; Encl.. GCpl-0.10; MWFRS (envelope) and C-C Cornor(3) zone; canlilover left and right exposed ; and vertical left arc iGht exposed;C-C for members and V1LD//V6 forces d MWFRS for reactions shown; Lumber OOL-1.60 plate grip DOL.1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other life 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 fitbetweenthebottomchordandanyothermembers. 4) Refer to girder(s) for truss to truss SANFOR connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uc i7 at pint 4 and 129 Ib uplift el )olnt2. FPgRTt LOAD CASE(S) Standard RENJISION Repair Note: All trusses must be in an un-deflected state. Either no loading on the truss or it must be temporarily supported to no deflection. If conditions change from the above notify truss manufacturer. Do not damage existing plates unless otherwise noted. sesl1e00saf11 a01 o No. 46021 m o STATE OF y w e o p /pNAL Robert Wall, PE, FL Reg. No. 46021 A S and E, Inc CA 7882 Io 2 03003 TR I-COU TTY TESTING ]LABORATORIES, INC. Aml 31 S. Main St Winter Garden, M 34787 PROJECT NO: 407-656-9656 I= - ORDER NO: REPORT NO: REPORT OF 7-PLACE DENSITY TESTS t 11 PROCTOR PROSCCT SPECMCA1TON:.*) ; >. !,,•,. is ,. , • ; CONTRACTOR' orim N! monTm-. % '' % REPORTED TO: MAXIMUM DRY DEtYS[9Y: A s LOCATION: " / 1 dj ' I MATERIAL: t. 1 DATE TESTED: CATION DEITH INCHES DRY DENSITY lbs. co. R. MAX DRY DENSITY lbs. cu. R. PBRC@Mr Ov MAX. DRNSMY MOISTURE PERCOM 9fr.7 b J I-xi cl.4 Ivy 1 c( 57 o , WYNDHAM PRESERVE - LOT 66. SPECIFIC PURPOSE SURVEY FORMBOARD) 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 users sole risk. Z O ma 0 N So it aiS WF g 0. v WYNDHAM PRESERVE LOT 66 PB 81, PG 93) I a4i11G.&I nis2 I I--- A/ A0•.A T'tl :"C 1 s o n14' Tr- Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE, City of Sanford, Seminole County, Florida. Front 25' Rear 20' Side 7. 5' ru--rav1 cVu' man. LZGEND:ADUSSO-Access/Drainage/Utilities/Sidewalk LB -LicensedreineesSurveywPreventerBFRSight Distance Easement Survey PRM — Permanent Ref. Monument Reported PCP— Permanent Control Point Description FP& L _Florida Power 6: Li ht 9—PlatFFE — Flnish Floor Elevation 0. Geed Book Water Meter O.R.— Official Records Book Did —Water Valve P.B. — Plot Book b'—Fire Hydrant Pg. —Page AC® —Reclaimed water Meter Elev. —Elevation AC04—Reclaimed Water Valve Cone. —Concrete Coble Sox BP —Brick Paver Telephone Box SW —Sidewalk 1EI —Electric Box FFE —Finished Floor Elevation Utility Polo CI —Curb Inlet Guy Pole I GTI—GroteTopInlettightPole P.U. E.—Public Utility Easement f--Guy Anchor RCP Reinforced Cone. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride 0—Storm Sewer Manhole NCS —No Comer Set (Falls in Water) m—Sanitary Sewer Manhole SF —Square Feet ENNo —Electric Handhole O.U. E. :Drainage/Utility Easement FMGD COO — Clean Out MAC NAIL & DISK P.K. — Porker Kolon Nail CVD4—Irrigation Control Valve I, —Sign SIR —Set 1/2' Iron Rod L87768 wD4—Gate water Valve SPKD —Set P.K. & Disk L87768 Gas Meter FIR —Found 1/2- Iron Rod L87768 ti. —Existing Grade FIP —found 1 /2' Iron Pipe L87768 C —slow—off Valve FPKO —Found P.K. Nail do Disk L87768 -^ —Drainage Flow Direction RM —Found 4 _x4'^Concrete. Proposed Design Grade 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. 119.04' S89'43 LOT 67 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 plane 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 k finished floor elevations shown hereon are from the construction plan for 'WYNDNAM PRESERVE'. City of Sanford Seminole County, Florida. a 4 3.0. 1 11) PCP U 2 UJ z IQ a 0 ti O v V in PCP DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. PREPARED FOR: ASHTON WOODS I N o 3 n b 0 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 Y 5. This Specific Purpose Survey Is for the location and elevation of the formboanls only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 66, according to the plat SURV" of ' WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records, Seminole County, Florida This certifies that a survey of the hereon described property Mai Wid, FIL y 751PlacSuite 109 was made under my eVpeaislonep d meets the Standards of Maitland, FL 32751 Practice set fore y+ 09 and of Professional Phone: (321) 270-0440 Surveyors & Map p r'C 0 i,Florida Administrative Fax: (813) 248-2266 code, pure gDr t td,cS'F a 'bride Statutes. Licensed Business No. LB 7768 6g,5 • = GeoPoint Surveying, Inc. lames D. er., FLO?;: ' a` .` LS6915 Drawn: MTP Checkod: JDL P.C.: Data File:BrlaonEast-Plat ORIDA PRO S QFlt NO. .................. NOT VAUD WffHO rTK6,10M10 E AND THE ORIGINAL Date:2/22/18 Dwg:8dnmEmt-Lot68 Order No.: D SEAL 0 A FLORIDA CENSED SURVEYOR AND MAPPER I SEC. 17 - TWN. 20 S. - RNG. 31 E. I Field 8k: — Revision Response to Comments MAR 192018 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 17-3199 LOT 72 Submittal Date 3/19/2018 Project Address: 3948 Night Heron Drive Contact: Jason Ornoff Ph: 407-494-9207 Email: Jason.ornoMstarlighthomes-com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Fax: General description of revision: ROUTING INFORMATION Approvals 0 Building 1%7 2,•7-1- (% C. CITY OF,SANFORD BUILDING & FIRE PREVENTION 4! PERMIT APPLICATION D Application No: 1-2 Documented Construction Value: $ 4.746.00 Job Address: 3984 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-602-0000-0660 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenWnkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnerryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Architect/ Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, eta 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 add zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 11*44 3/22/2018 Signature of Contmctor/Agent Date R_Qbert Kulp P rnt ontractor/Agent's erne 18 Nigniture f e Notary Public State of Florida Artonna C Rosenwinkel c My Commission GG 147033 a w Expires 10/0112021 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30. 2015 Permit Application WORK ORDER lab #: 33315 Date: 8/2/2017 144678 Subdivision Phase I Bld I UU I Blk BILL TO: Starlight Homes - AWH Lot / Sub: W ndham Preserve 1 10661 3984 Night Heron DrADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford FL 132773CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip 1952 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a A/H-2 or FumaceJobContact: S Woolwine A/H-1 or Furnace FB4CNP030L00 Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NB03000G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base N/A AHU Location 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Fumace Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper YSISOA1017 Qty 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 385.40 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No City. Yes No Grs.Stamped Stl. 14 X Flue Pipe: X Grs.Stamped Returr 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 1.98 24.95 Rou hin $2,338.0003-Fabrication Labor 25.71 385.5804-Installation Labor 06-Piping Labor 6.88 116.88 Trim $2.338.00 14-Kitchen Vent Trim 1.225.2802-Material/Tax 01-Equipment/Tax 1,339.77 Permit $70.00 80.0009-Permit/Other 1.37 17.26011-Delivery Labor 2.74 34.51 Total Contract: $4,746.0020-Pull Material Labor 2.50 42.5012-StartupLabor C,,pe.0 r5 h +L 6'j- Level l 6k AU WSL SuLlef p (A,4, PC-N kR1 Job M Ashton- Starlight Homes Performed for. Lot 661952 TR Sanford, FL 32773 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407.886-3729 wwKenergyalr.com GRenner@energyaircom Scale: 1/8° = IV Page 1 RighlSuite® Unlvema12017 17.0.08 RSU17013 2017-May-16 11:21:53 dham Presem%Lot 66 1952 iRrup woajleA6jau9@jeuu9aC) wovileftsuamm diu-dL Zset 9910-ROM82Wd W84P— 6ZL£-9W40fP:au04d £LLZ£ 1:1'PiaJUesmtz: tt 9 t•LeWLtOZ OteZ£ li 'opueNpetoLtnsa9owu ; O'jjvAGjau3 t00sLtoalesaeyune*Mns-14ft ul Zs6t 99101 Z 060d Oul `HIV A6.1au3 aoJ PMU1008d At = «M :aleos sawoH 14SIMS -uui4sV ,# 4a(` dH AA)1s IAOYZ NOL 92 aMdls T/L3W NO nHv OPaV qm 213 PaQ U4* f8 9x Ot Wptd exotVx91asi dZt aS uiAaiOd Z at xd w15 9L 9 x Ot COW ae 9xot do . 6 s UAt Ue4 9 exbt ZW , y wp Lot vc 9xot exec x9 p9l A. r ox9 9 _ wto Li ZeQ 9 x 0 t unel wp Z t paQw dx9 Z" JM ZPaQ FINAL BOUNDARY SURVEY WYNDHAM PRESERVE LOT 66 PB 81, PG 93) 7 -;D 1 09 I I LOT 65 I N9— RR i--------N89'43'03"E---119.06'--- - - - - - I I r[jl . . -- -- - - - -- r- 6CO 1------------------------------ CO------ - r 58.7' O , I I F z rZ in 1 a i oy m 0. I cox N I U W I w a I F/R I Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' A/C PAD--.,,, -- - 9.9 2 STORY RESIDENCE LOT 66 AREA = PAdo 3984 NIGHT HERON 7,143 S.F. +/- i DRIVE FFE= 25.37 o ' r 58.7' 29.0 PRINCIPAL BUILDING SETBACK MD.) rer-roof tqw men' I.EGEND:ADUSSD-Access/Droinoge/Utilities/SidewalkLB -Licensed ueinesa BFP-Survelow, Preventer Sight Distance Easement S -Survey PRM -Pormonent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power dt Light P _plot FFE -Finish Floor Elevation D. . -Deed Book H -Water Meter O.R.-Official Records Book 04-Water Valve P.B. -Plot Book 40r--Flre Hydrant Pg.-Pogo PCOM-Reclaimed Water Meter Elev. -Elevation RCDG-Reclaimed Water Volvo Cone. -Concrete M-Coble Box SP-Brick Paver m-Telephone Box SW -Sidewalk El -Electric Box FFE -Finished Floor Elevation 0-Utility Pole Cl -Curb Inlet Guy Pole GTI -Grote Top Inlet Light Pole P.U.E. -Public Utility Easement Guy Anchor RCP -Reinforced Cone. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride 0 -Storm Sewer Manhole NCS-No Comer Set (Falls in Water) 0—Sanitary Sewer Manhole SF -Square Feet Wo -Electric Hondhole D.U.E. -Droinoge/Utilit Easement COO -Clean Out FMGD -MAG NAIL dt DISK KVDLG-Irrigotion Control Valve P.K. -Porker Kolon Nail f -Sign SIR Set 1/2' Iron Rod L87768 WM-Gate Water Volvo SPKD -Set P.K. do Disk L87768 Goa Meter FIR -Found 1 /2' Iron Rod L87768 1 -Existing Grade FIP -Found 1 /2' Iron Pipe LB7768 a -Blow-off Volvo FPKD-Found P.K. Noil dt Disk L87768 -Drainage now Direction FCM -Found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 Note: Some items in above loser As-Built/Existin GrodQ mov not be aPp icab1, Description I Date I Dwn.l Ck'd I P.C. I Order No. 119.04 LOT 67 W I I CONCRETE M DRIVEWAY 1 FMGD CONC I 1 I a5WALKIy, o. I LZ 3 I F rn Iw'w, _ N 89' m PCP UZ N v; AQ _ plop 3 OW 0— C wG7 z N II w U rA BLTUMI[NG LAYOUT NO]rE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and DIAMNSION NOTE: immediately advise GeoPoint Surveying, Inc. of Proposed building dimensions any deviation from information shown hereon. shown hereon are of the exterior. Failure to do so will be at users sole risk. 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 obstroct. GeoPoint Surveying, Inc. makes no representations or guarantees pertoining to easements, righte-of-woy, 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 woe 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 plot of VYNDHAM PRESERVE% City of Sanford Seminole County, 5. Additions or Deletions to survey mope or reports by other than the signing party or parties is prohibited without the written consent of the signing party or portico. 6. This survey is Intended to be dlaplayed of 1' - 20'. 7. All boundary line dimensions are field measured unless otherwise noted. 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 66, according to the plat of "WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, Page 93 of the Public Records, Seminole County, Florida Last Date of Field Survey: 07 13 18 555 Winderley Place, Suite 109 This certifies that o 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 Profesaionol Fax: (813) 248-2266 Surveyors dt Mappers in Chapter 5J-17, Florida Administrative Licensed Business NO. LB 7768 code, pursuant to Secti :, Florida Statutes. / GeoPoint Surveying, Inc. James D. Leviner LS691Drawn: RCA Checked: JDL P.C.: Data FlIe:BftWfAet-Plot ORIDA PROFESSIONAL SURVEYOR i t AiAPPOt IV.. ...5 NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Dote: 07/16/18 Dwg:Brlmonfmt-tot66 Order No.: ^ cn SFAI OF A FI ORIDA LICFNSm SURVFYOR AND MAPPER SEC. 17 - TWN.20 S. - RNG. 31 E. Field Bk: