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3948 Night Heron Dr 17-3199; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT `7 STATEMENT NUMBER: 17100008 BUILDING APPLICATION #: 17-10000866 BUILDING PERMIT NUMBER: 17-10000866 DATE: November 28, 2017 q' 36Y !03Co UNIT ADDRESS: NIGHT HERON DR 3948 17-20-31-502-0000-0720 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3948 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 72 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 SSingle Family CO -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) ? DATE: J NOTE TO RECEIVING SIGNATORYLAPPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 7 - PTwamrp A -r.Amn MAMhn .'MAMT 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. TR 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. a'i 3 P 41 Z C3i f c 1 CITY OF SANFORDOBUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 17' 3 IQ 9 Documented Construction Value: $ 30$43G. to Job Address: "efonDY, , SgrAz A Historic District: Yes No Parcel ID: 17-20-31-502-0000- pap Wyndham Preserve Lot —la, Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, t furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the ode in e a of that date: Ste Edition (2014) Florida Building Code N. Revised: June 30, 2015 \ v \ ; v./ \) Permit Application y 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 compl' ce wit all applicable laws regulating construction and zoning. Si reyfwner/Agent Date Signature of Contractor/Agent Date I.— - Robert Willets Print Owner/Agent's Name Signature of No -State of Florida Shayn Ma^"he NOTARY PUBLIC S STATE OF FLORIDA Comm# GG113111 sry F e e Expires 6/21 /2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name y 1 nl14N :j2ncl/t'lacJC- Signature of No -State of Florida X Share Mangel NOTARY PUBLIC aP —STATE OF FLORIDA c Comm# GG113111 Contractor/Ag;M _&q9AA§A1qPAown to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical[]' Mechanical© Plumbing® Gas[-] Roof Construction Type: v 45, Occupancy Use: Flood Zone: kn_,Qd AtTTALtf cv Total Sq Ft of Bldg: Z$40 Min. Occupancy Load: 115 # of Stories: 7— 23 New Construction: Electric - # of Amps 150 Plumbing - # of Fixtures t % Fire Sprinkler Permit: Yes No [X] # of Heads APPROVALS: ZONING: 1 1 UTILITIES: ENGINEERING: wc_ 11 n-w FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. V6. 9 °f o ime. 2golo So lat c4 - u, GR Fire Alarm Permit: Yes Nork] WASTE WATER: BUILDING: Sr I-z3-IS Revised: June 30, 2015 Permit Application J11 CITY OF ANFORD0BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Q Documented Construction Value: S l 31, Log Q Job Address:Historic District: Yes No Parcel ID: 17-20-31-502-0000- 6-1 Wyndham Preserve Lot ,a Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne 'Mangel Title: Permit Coordinator Phone: 407-708-0161 .Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1406 Old Alabama Road, Suite.200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name- Starlight. Homes -Florida, LLC/Robert-Willets- - - - .--- -- -phone:_ -- 407-647-3700- -- - -- - — --.- Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fag: 407-647-0700 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem Kulp Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or•installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Sball be inscribed with the date of application and the code in effect as of thavdate: V Edition (2014) Florida Building Code Revised: June 30, 2015 Pe nit 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 compliQce wiot,all applicable laws regulating construction and zoning. Si&nttfof wner/Agent Date Print Owner/Agent's Name Signature -Stateof Florida Shaynd ManVdte 5h k: Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name c,-1 Signature of NotState of Florida Datea - STATE OF FLORIDA * NOTARY PUBLIC Comm# GG113111 STATE OF FLORIDA siMEAS,N Expires 612112021 Comm# GG113111 Owner/Agent is_ Personally Known_ to_ Me or _ Con_tractor_/Ai &MW@o_wn_to Me or _ Produced E) Type of ID Produced E) Type of 1D 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: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: ' WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application AN a Revision / Response to Comments Permit # Project Address: Contact: Trades en mpassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 11149 lemon DR, . L 1- a - General description of revision: ROUTING INFORMATION Approvals xF 1- 2-3- it CITY Of SANFORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-3199 Date: 12/28/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3948 Night Heron Dr (Lot 72) Contact Email: Shavne.MangelQstarlighthomes.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.sanfordf.gov. Provide two conies ofaffected Plan sheets and/or supplemental information as requested. Permit submittals will not be accented without two conies. COMMENTS: 1. The Truss ids on the plans do not match the truss ids for the truss engineering. Both are required to match. Either the truss plan page needs to be revised or the truss engineering package. 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. Ofce meetings with file Plans examiner to discuss comments will require an appointment. arraneed by Phone or email Prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # %'I- Zt99 Address: lq4& of _tW rk"w3 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 ELECTRICA•L PERMIT - _ ' _ ~`J Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHALVICAL_PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3948 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0720 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) OFF CIAL USE ONLY Flood Zone: X Base Flood Elevation: NSA 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 W, the best available information used to determine the base flood elevation is: BP# 17-3199 Reviewed by: Michael Cash, CFM Date: November 21, 2017 I n oo Application for Paved Driveway, Sidewalk or Ik Walkway Including Right -of -Way Use & 0Fis„_q Landscaping in Right -of -Way www.sanforda.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 4 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 xeswwbsl'eEelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. C811beromyouag. 1. Project Location/Address: ZIL+% N1gY't4 VNe-y-cy-N —UY.-we-, r Yrtn,-,k r• 3a-113 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date El Emergency Repairs 4. Brief Description of Work: Gent 'V-L1C+Jon Ck V—%e-- 1 This application is Property Owner. Signature: Address: Print Name: Phone: 40-1- -10j- 01 La 1 Fax: Lir6l- toy -1- 0-R) Email: John Reny h--.k.-7 - Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the Improvement installed under this Agreement This shall Include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto, Requestor may, with written City authorization, remove said installatlon/improvement fully restoring the rightof-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance actMIles by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area In accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its counclipersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's right-of-way. I have Signature: above statement and by signing this application I agree to its terms. Date: 1 0- a.rl = III This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by. Special Permit Conditions: Novernber 2015 Official Use Only Fee: Date: Date: Date: Date: 1 l-Z1 Date: ROW Use Drveway4Wf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 1 0- a-7 -1-7 Project Name: Wyndham Preserve -Lot -1 Project Address:Zi4j r4i4 -1era q Sanford FL 32771 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. WA-ZLLLI Print N e wner/I'enant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets P;6. 4nt f Gen. Contractor SignaGen. Contractor CGC 1522347 Gen. Contractor License # EcSEe rbroo Print Name of El. Contractor Signature o El. Contractor 50, QoaWgt 1) El. Contractor License # CALLED INTO: o Progress Energy o Florida Power and Light on _/ / Rev. 02/10/15) THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Marv. FL 32746 NOTICE OFCOMMENCEMENT State of Florida County of Seminole 1111111111111111111111111111111111111111 GRANT MNI.OY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT 1, COMPTROLLER BK 9021 Pq 210 (1P3s) CLERK'S Y 2017113429 RECORDED 11/08/2017 01:4171:1i7 PM RECORDING FEES $10.00 RECORDED BY hdevore Permit Number. Parcel ID Number. 17-20-31-502-0000- O-iaQ The undersigned hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information Is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve. PB 81 Pas 93-102. lot -1 al Address: 394 4 Ni•-t 1-eYvn Y've, Y)A'Sta 3a-rn 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 (d other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Uenoes Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiretion date Is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under perlaludes of perjury, I declare that I have read the foregoing and that the facts stated in it are true to es y n wledge and belief. f ICE-Q2,( FCC Ls era Slpnahae Owners printed Name Florida Statute 713.13(1)(9): • The owner must el 11m notion of commencement and no one else m be9n .y permitted to sign in his or her stead.' Cm State of County Of The foregoing Instrument was acknowledged before this dayme of 20' 1 ^ by ,` 2t",_LS Who Is i c personally known to me Name of Deracn making statement k OR who has produced Identification type of Identification produced: Shayne MangelOt NOTARY PUBLIC s STATE OF FLORIDA C. „ r 1, Comma* GG113111 a Notary signature E 1JrAlb Expires 6/21/2021 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 72 - 2406 UR Builder Name: Starlight Homes Street: L{--$ t4ik .-& • Permit Office: Seminole CountyCity, State, Zip: Sanford , FL. 32773 Permit Number. '' _ 3 1 99 njOwner: j•e rao Jurisdiction: Design Location: FL, Sanford-' County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types(2724.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft° b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1419.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1419.00 ft= 6. Conditioned floor area above grade (ft') 2402 b. N/A R= ft° Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft= 7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 a. U-Factor. Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kB1u/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1419.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft' b. Conservation features b. Floor over Garage R=19.0 385.00 ft' None c. N/A R= ft° 15. Credits Pstat Glass/FloorArea: 0.080 Total Proposed Modified Loads: 68.45 PASSTotalBaselineLoads: 68.93 1 hereby certify that the plans and specifications covered by Review of the plans and O THE STq? FthiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis Code. Z:42enn calculation indicates compliance with the Florida Energy Code. I', fill, el isPREPAREDBY: Before construction completed a DATE: this building will be inspected for 0 compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy ode. COD WE QOWNER/AGENT: BUILDING OFFICIAL: DATE. DATE: f - 2-1-t& Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/16/2017 5:01 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 72 - 2406 UR Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2402 Lot # 72 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2402 20697 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1034 9616.2 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1368 11080.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 116.7 ft 0 1034 ft' 0 0 1 2 Floor over Garage Floor 2 __ — 385 W 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 1587 ft' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1419 ft' N N 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1419 ft' 0.1 Wood WALLS Adjacent 4pp Space Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 ft' 0 0 0.6 0 9 E Garage Frame -Wood Floor 1 13 39 9 9 4 371.0 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 V/ Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 e 3 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 2 e 3 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 3 ft 0 in None None 3 e 4 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 14 ft 0 in None None 4 s 5 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 5 w 7 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 6 w 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 7 w 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 12 ft 0 in None None 8 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 1 385 ft' 384 ft' 64 ft 9.3 ft 0 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000383 2414.6 132.56 249.3 .34" 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Duels 1 Central Unit Split SEER: 14 36 k8tu/hr 1080 dm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft' DUCTS Supply — V # Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 480.4 ft Floor 2 120.1 ft Prop. Leak Free Floor 2 — dm 72.1 dm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat Y Coolin [[ Jan H Feb Mar Heating IX] Jan Feb Mar Ventin [ ] Jan Feb X Mar Ceiling Fans: W A r I Ma riJun [ X] Jul riAu [X Se ]Oct Apr May Jun [ ]Jul Au[ Sep E ]Oct Apr May Jun [ ] Jul Aug [ Se [Xl Nov X1 Nov Oct [X Nov H Dec Oec Dec 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WO) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WO) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 70 0 0 1 - Electric Heat Pump 1 - Central Unit 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft2 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1419.00 ft2 2402 b. N/A R= ft2 Area c. N/A R= ft2 150.00 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 41.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 36.0 SEER:14.00 ft2 13. Heating systems k8tu/hr Efficiency a. Electric Heat Pump 36.0 HSPF:8.20 1.000 ft. 0.258 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft2 b. Floor over Garage R=19.0 385.00 0:2 c. N/A R= ft2 14. Hot water systems a. Electric Cap: 50 gallons EF: 0.95 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: /h (X, Date: I p 1l- Address of New Home: _2aq& r) lQvk- a City/FL Zip: ,Zr a F(--- Note: This is not a Building Energy Rating. If your Index is below 70, your home may quality for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM-R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number: Owner. Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim foists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow Cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2402 sq.ft. Cond. Volume: 20697 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 hour in Climate Zones 1 and 2. 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creatlon of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be dosed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off, and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 6/16/2017 5:01 PM 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 parry conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: OvAliE STAl sir .•,:.K WE'`J,' EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA. ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage total Conditioned Floor Area) 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: c gill a WE° 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Job: Starlight - Wyndham wrightsoft° Project Summary Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email: triueraCenergyaircom Web: vmw.energyair.com For: Lot 72 - 2406 UR, Starlight Homes Sanford, FL 32773 Notes: Weather: Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 17444 Btuh Ducts 2617 Btuh Central vent (70 cfm) 1985 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22046 Btuh Infiltration Orlando Executive AP, FL, US Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 gr/lb Sensible Cooling Equipment Load Sizing Structure 19552 Btuh Ducts 3145 Btuh Central vent (70 cfm) 1354 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 24050 Btuh Method Simplified Construction quality Semi -tight Fireplaces 0 Heatingg Coaling Area (ftz) 2447 2447 Volume (ft3) 21064 21064 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 98 53 Heating Equipment Summary Latent Cooling Equipment Load Sizing Structure 2559 Btuh Ducts 525 Btuh Central vent (70 cfm) 2079 Btuh Equipment latent load 5163 Btuh Equipment total load 29213 Btuh Req. total capacity at 0.75 SHR 2.7 ton Cooling Equipment Summary Make Carrier Make Carrier Trade Trade Model CH14NBO360000A Cond CH14NBO360000A AHRI ref 0 Coil F84CNP036L AHRI ref 0 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating Input Sensible cooling 24750 Btuh Heating output 33800 Btuh @ 47°F Latent cooling 8250 Btuh Temperature rise 28 OF Total cooling 33000 Btuh Actual air flow 1105 cfm Actual air flow 1105 cfm Air flow factor 0.055 cfm/Btuh Air flow factor 0.049 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point = 34 OF Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Ri ht-Suite® Universal 2017 17 0.08 RSU17013 2017-Jun 18 18: ge I9Page Specific\Wyndham Preserve\Lot 72 - 2406 UR.rup Calc = WS Front Door faces: E wrightsoft° Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email. trivere®energyair.com Web: www.energyair.com For: Lot 72 - 2406 LIR, Starlight Homes Sanford, FL 32773 Job: Stadight - Wyndham Date: 1011012016 By: Plan: 2406 S Cooling Equipment Design Conditions Outdoor design DB: 92.6°F Sensible gain: 24050 Btuh Entering coil DB: 76.1 OF Outdoor design WB: 75.9"F Latent gain: 5163 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 29213 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 100% of load Latent capacity: 6713 Btuh 130% of load Total capacity: 30674 Btuh 105% of load SHR: 78% Heating Equipment Design Conditions Outdoor design DB: 44.2°F Heat loss: 22046 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33000 Btuh 150% of load Capacity balance: 34 OF Supplemental heat required: 0 Btuh Economic balance:-99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 86% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Jun-18 16:57:04 wrightSOW Right -Suite® Universal 2017 17 0.08 RSU17013 Page 1 ACC, ... Specific\Wyndhem Preserve\Lot 72 - 2406 UR.rup Cale = MJ8 Front Door feces: E Duct System Summary Job: Starlight -Wyndham wrightsofts Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Ct. Orlando, FL 32810 Phone: 407-886-3729 Email: triyera®energyair.com Web: wvw.energyaircom For: Lot 72 - 2406 UR, Starlight Homes Sanford, FL 32773 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.116 in/100ft 0.116 in/100ft Actual air flow 1105 cfm 1105 cfm Total effective length (TEL) 241 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat h 255 14 13 0.334 4.0 Ox 0 VIFx 8.7 75.0 bed.3 c 1238 46 60 0.190 5.0 Ox 0 VIFx 22.3 125.0 stl bed.4 c 1556 71 76 0.196 6.0 Ox 0 VIFx 17.6 125.0 stl bed2 c 1670 73 81 0.282 6.0 Ox 0 VIFx 24.1 75.0 cl.4-A h 232 13 10 0.200 4.0 Ox 0 VIFx 19.8 120.0 stl fam-kit-din C 2941 129 143 0.155 7.0 Ox0 VIFx 35.3 145.0 st3 fam-kit-din-A C 2941 129 143 0.157 7.0 Ox0 VIFx 33.8 145.0 st3 tam-kit-din-B c 2941 129 143 0.174 7.0 Ox 0 VIFx 26.3 135.0 st3 fle*A h 2081 115 70 0.116 7.0 OX 0 VIFx 51.1 190.0 st4 flex-B h 2081 115 70 0.119 7.0 Ox 0 VIFx 46.1 190.0 st4 lawn c 624 3 30 0.344 4.0 Ox 0 VIFx 6.3 75.0 loft c 1029 47 50 0.318 5.0 Ox 0 VIFx 13.0 75.0 m be h 349 19 18 0.363 4.0 Ox 0 VIFx 7.1 70.0 m bed C 2778 88 135 0.340 6.0 OX 0 VIFx 7.4 75.0 Pdr-A h 1221 67 24 0.149 5.0 OX 0 VIFx 48.3 140.0 st3 wic-A h 840 46 37 0.312 4.0 Ox 0 VIFx 14.6 75.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk stl Peak AVF 130 146 0.190 545 7.0 0 x 0 VinlFlx st4 Peak AVF 229 140 0.116 519 9.0 0 x 0 VinlFlx st3 st3 Peak AVF 684 594 0.116 639 14.0 0 x 0 VinlFlx st2 st2 Peak AVF 684 594 0.116 639 14.0 0 x 0 VinlFlx Bold/italic values have been manually overridden 2017-Jun-16 16:57:04 wrightSoft° Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 AC.CA ... Specific%Wyndhem Preserre%Lot 72 - 2406 UR.rup Calc = MJ8 Front Door faces: E Return Branch Detail Table Grill Htg clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) 00 FIR fpm) in) in) Opening (in) Matl Trunk rb1 Ox0 951 914 0 0 0 0 Ox 0 VIFx rsb7 Ox 0 154 191 0 0 0 0 Ox 0 VIFx wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 ACCK ... Speciric%Wyndham Preserve\Lot 72 - 2406 UR.rup Calc = W8 Front Door feces: E 2017-Jun-16 16:57:04 Page 2 13 Job M Starlight - Wyndham Performed for: Lot 72 - 2406 UR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 w,&w.energyair.com trivera@energyair.com Scale: 1/8" = IV' Page 1 Right -Suite® Universal 2017 17.0.08 RSU17013 2017Jun-16 16:57:14 am Preserve\Lot 72 - 2406 UR.rup level2 In2 8 x 4 19 Cfm m bed wic m ba 8 x 4 46 cfm 10x6 135 cfm VTR 4 O 12 x 12 4 191 Cfm 6 Iry VTR 8z4 5 ^ 6 14 cfm ba2 1 Sup Riser 30 cl.4 14 T 8 x 4 lox 6 RACVERDOOR In 13 cfm 50 cfm 24 x 12 6-avrR ` 4 „ 951 Cfm 49 CFM loft 5 „ s C1.3 I 14 x 6 I 10x6 tOx6 14 x 6 60 c(m 76 Cfm 14x6 10 x 6 bed.3 81 cfm bed.4 cl2 bed2 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Job #: Starlight - Wyndham Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 2 Lot 72 - 2406 UR 5401 EnergyAir, Ct Right-Suite(2) Universal 2017 Orlando, FL 32810 17.0.08 RSU17013 Sanford, FL 32773 Phone: 407-886-3729 2017.1un-16 16:57:14 am Preserve\Lot 72 - 2406 UR.rup wwwenergyair.com trivera@energyair.com 1-1/2" VTR Z VTR 1-1/20 vTR 1-1/2" VTR SH TUB 2" vm LAV LAv we we 2" we tAV 3" n 2" 3° It to 3" 3" n 3" AUTO VENT KS n UP b C n to 2 3n 1 Da D mG to ' O PLAN 2406 coo PLUMBING RISER DIAGRAM LO tO WYNDHAM PRESERVE - LOT 72 BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. POINT OF F MENCEMENT WEST CORNER OF THE RTHEAST 1/4 OF CTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 lziOFSEC17-20-31 BASIS OF BEARING) O u N V PALMER'S SUBDIVISION IrkCOTT1i1PLATBOOK2, PAGE 41) O a) N I POINT OF O BEGINNING N89'40'51 "E 351.18 LEGAL DESCRIPTION PLOT PLAN o Wmoo a1 N O N t WYNDHAM PRESERVE 0 LOT 72 Proposed) c f3P I-7 -3 tqq 2 Z '- o m AiDATE 14t 0a, o ZONIN O y N Ok to construct single family home m with setbacks and impervious area shown on plan. 2 8. 9 '/o %me. 244to SOiefice - U, Grp - I LOT 71 N890431031"E 118.95' I 1 5 0 c 1 1 0' r------------------------- 53.6' 36.0 hI 1 PROPOSED z 1 LOT 72 2 STORY RESIDENCE M3948NIGHTHERON c PROPOSEDi F DRIVEWAY I w O AREA = DRIVE N 7,136 S.F. ± o PORCH 1 Vi U Z 1 n 2406 SOLSTICE ELEVATION U CROOON OSED WALKwi10.0 a I GARAGE - RIGHT 4.0 25.3' Ic o 0 O Ol 1 i oL!4 53.6' FFE= 23.0 40.0 N I 25.31 o c N 1 aU I O GLP;A/D G 1 a o U I I 11.0 ti 118. 93, S8904310J IW ti I . I LOT 73 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' DINIENSION NOTE: Proposed building dimensions shown hereon are of the exterior. 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 2,251.14 feet; thence N.89°40'51"E., a distance of 351.18 feet to the POINT OF BEGINNING; thence N.00018'02"W., a distance of 60.00 feet; thence N.89°43'03"E., a distance of 118.95 feet; thence S.00016'57"E., a distance of 60.00 feet; thence S.89043'03"W., a distance of 118.93 feet to the POINT OF BEGINNING. Containing 7,136 Square feet, more or less. rcr -roo, cqu, menc LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed erness BFP -Bac Preventer Sight Distance Easement uryey eyPRM -Permanent Ref. Monument R - Reported PCP -Permanent Control Point ISDSDescriptionFP&L -Florida Power do Light P - Plat FFE -Finish Floor Elevation D. B. -Deed Book Water Meter O. R.-Official Records Book N -Water Valve P. B. -Plot Book tf-Fire Hydrant Pg. - Page RC® -Reclaimed Water Meter Elev. - Elevation RCM -Reclaimed Water Valve Conc. - Concrete Cable Box BP - Brick Paver m -Telephone Box SW - Sidewalk ID -Electric Box FFE - Finished Floor Elevation 0 -Utility Pole Cl - Curb Inlet Guy Pole GTI - Grate Top Inlet tight 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) m -Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E. -Drainage/Utility Easement COO -Clean Out FMGD - MAG NAIL do DISK CVD4-Irrigation Control Valve P. K. -Parker Kolon Nail p -Sign SIR - Set 1 /2" Iron Rod L87768 WDa-Gate Water Valve SPKD - Set P.K. do Disk LB7768 Gas Meter FIR - Found 1/2" Iron Rod LB7768 Existing Grade FIP - Found 1 /2" Iron Pipe LB7768 FPKD- Found P.K. Nail & Disk LB7768 Cl - Blow-off Valve Drainage now Direction FCM - Found 4" x4" Concrete t 0.0 Proposed Design Grade Monument PRM L87778 0. -As-Built/Existing Grad Note: Some items in above leg en may not be applicable REVISIONS 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. 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) N U m U U io W N a AQ 3 U_ 0 r` 0IX W W a Z ov z LOT AREA CALCULATIONS LOT = 7.136 SQ.FT. LIVING AREA= 1,034 SQ.FT. GARAGE = 385 SQ.FT. PORCH = 24 SQ.FT. DRIVEWAY = 469 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 42 SQ.FT. A/ C PAD = 9 SQ.FT. IMPERVIOUS= 28.9 R SOD = 5,073 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= 8.636 S DRIVEWAY = 583 SQ.FT. SIDEWALK = 342 SQ.FT. SOD = 5.319 SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone I" DESCRIPTION: PROPOSED LOT 72, 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. mes D. Leviner LS6915 FLORIDAPROFESSIONALSURVEYOR &MAPPER N0. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn: JE I Checked: JDL I P.C.: Data FilwilrbsixiEnt-Plot Date: 6/20/17 Dwg:eriaonrmt-W72 Order No.: ^' SEC. 17 - TWN. 20 S. - RNG. 31 E. I Field Bk: RECORD COPY PALMER ELECTRIC Ashton Woods Homes Seminole 2406 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS (NEC 2011 - 220.82(CN31- (411 ZONE COMPRESSOR SIZE 1 4.00 TON 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER 1 7.00 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR (@ 100% TOTAL LOAD FOR AIR HANDLER Q 65% TOTAL HVAC DEMAND LOAD 11. GENERAL LOADS (NEC 2011- 220.82(Bl(I)- (411 CONNECTED LOAD 7.20 KVA ZUILD/,I,C BLOWER MOTOR CONNECTED LOAD SgNFpRO 0.67 7.67 KVA FQgRTTAEc 14.87 IvA1 7- 3 1 99 7.20 KVA 4.99 KVA 12.19 KVA LIGHTING 2401 Sq Ft @ 3VA/Sq. Ft 7.20 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 1.20 1.20 KVA DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) - 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 1920 CONNECTED LOAD (GENERAL LOADS) 37.70 KVA IST 10 KVA (GENERAL LOADS) @ 1000/a 10.00 KVA REMAINDER (GENERAL LOADS) Qa 40% 11.08 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)l 21.08 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 21.08 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(Al) 33.27 KVA MINIMLIM SERVICE SIZE 138.61 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY SANFORD 3199 fD-) fff i Boise Cascade Engineered Wood Products 0 C 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? 0 Floor and Roof Framing with BCI® Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. 0 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. 0 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. 0 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 floortwall intersection. Product Profiles, BCI* Architectural Specifications . ....... 3 VERSA -LAW Products, Specifications, Allowable Holes..... 26 About Floor Performance, BCI* Residential Floor Span Tables, One Hour FloodCeiling Assembly ................ 4 VERSA -LAW Details, Multiple Member Connectors ........ 27 BCIa Floor Framing Details .......................... 5-6 VERSA -LAM' Floor Load Tables (100% Load Duration) ......... 28 r BCIa Joist Hole Location 8 Sizing, Large Rectangular Holes... 7 a oVERSA -LAM Snow Roof Load Tables (115/o Load Duration)..... 29 o BCIa Cantilever Details, Web Stiffener Requirements ..... 8-9 VERSA -LAW Non -Snow Roof Load Tables (125%Load Duration). 30 c ........... BCIa Floor Load Tables ............... 10 - 12 VERSA -LAW Closest Allowable Nail Spacing ...... ...... 31 U BCIa Roof Framing Details 13 - 14 VERSA -LAW Design Values ........................... 31 BCIa Roof Span Tables ........................... 15 - 18 VERSA -LAM" 1.8 2750 Columns, VERSA -STUD* 1.7 2650 32 BC10 Roof Load Tables ............ .............. 19 - 23 Computer Software: BC FRAMER*, BC CALL® ............ 33 BCIa Design Properties, BCI*Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 - 35 Boise Cascade Rmmboard Products/Properties ...... ... 25 Lifetime Guarantee ........................... Back Cover Base Cascade EWP - Easlem Specifier Guide • 08/04J2015 Eastern. Product- Profiles BCI®.1 -ists VERSA -LAM* VERSA -LAM® VERSA -LAM* BCI* 4500s 1.8 BCI* 5000s 1.8 BCI* 6000s 1.8 BCIm 6500s 1.8 BCIm 60s 2.0 BCIm 90s 2.0 1.7 2650 1.8 2750 2.0 3100 1Y:'I T 11/2"I T - - T1i"I T 1 r:' 9'/2" I 9/s' 91/2" 11'/i' 11 /i' I 3I = 3'/i' a " 11 %, T " a 91'/i' a, 14„ % 14" t0 1 I t0 Y2" to J L t 116" 16" 16" I i i- -- i- -i i- i i-- i i I•--•i i i 1a 2" 25/e" Ohs" 21h6" 3'/2" 11/2" 1M.." 3'/:' 31/2"to5%:' 1W. N.", Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/2", 5'/." BCI° and VERSA -LAM* products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports B_CI®- Joist Architectural Specifications_ Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI* Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM* laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI* Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI* Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI* Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI* Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI• Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. Boise Cascade EWP • Eastem Specifier Guide • 08/04/2015 Residential Floor Span Tables i 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 Oe th act* Joist Series THREE STAR*** 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 L1360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'h" and 11'/:" deep joists without a direct -attached ceiling. Live Load deflection limited to 1_1960+: 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 L/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" O.C. 19.2" O.C. 24" O.C. 32" O.C. 12" o C. 16" O.C. 192 O.C. 24" o.c. 32" o.c. 12" O.C. 16" O.C. 19.2" O.C. 24" O.C. 32'. O.C. 4500s 1.8 16'-11" 15'-6" I 14.4- 13'-7" I 11--9" 11'-6" 11--6" I 110-4- I 10'-0" 9'-7" 18.4- 16.4- 15'-3" 13'-7" 11--9" 5000s 1.8 171-0" 16-W 15-2" 14-1" 175" II'-. II'-e' I la -a' la-.W 9--11• 19-4" 17--9" 16-4" 14'-7" 12'-5" 9,A.. 6000s 1.8 19-2" 16-6, 1 S-T 14'-8" 1 T-41 11'-6- 11'-6" 117-0" 10'-0" la -a' 20'-2" 18'-5" 17-5" 16-9" l y-61 6500s 1.8 16-8" IT-l" 16-1" 1T-al IY-W 11'-0" 11'-6" la-0- 117-0" la-.W 20'-0" 18'-11" 17--la' 16-7" 14'-3" 4500s 1.8 20'-0" 18'-4" 17'-3" 15.4- 13'-4" 15'-6" 14'-3" IT-5- 12'-6" 114" 21'-10" 18'-11" 17'-3" 15'-5" 13'-4" 5000s 1.8 2a-9" 19-a- IT-11" 16-7" 13'-" 15'-0" 14--g- IT-11' 12-11" 11-4- 2Y-0" 20'-4" 18'-6" 16-7" 1Y-4" 6000s 1.8 21'-7" ig-W. 18'-7" I 17'-4" 14--lily' 15'-i" 15'-41" 14'-5" IT-5- 1Y-1" 23'-10" 21--10" 217-0" 1T-11" 14-10" 6500s 1.8 22'-2" 2a-3" 19-2- 17'-10" 14'-10- 16-V 15'-10" 14'-11" 13'-i(r I 17-7' 24'-0' 27-5" 21--l" 18'-10" 14'-1a- 60s 2.0 2Y-7" 21'-W 2tY-4" 18'-11" 16-4" IV -a- W-S' 15'-T 14'-8" 1T-3" 26-1" 2Y-10" 22'-6" 21'-0" 16-4" 90s 2 0 26-7" 24'-r 27-117' 21' 3' 19-4- 19'-0" 18'-10' 1T-0" le-s- 14'-1tY' 29-5" 26-10" 26-r 2Y-W 19'-4" 4500s 1.8 22'-9" 20•-7" 18.4- 16-4- 113--111" 16'-3" 15'-4" 14'-3" IT-0" 23'-10" 20'-7" 18'-9" 16•8• 13--11" 5000s1.8 23'-7" 21'-7" 29-2" 18'-0" 13--11- 16-lly' IT-11' 14--r 13'-0" 26-7" 22-1" 20-2" 18'-0 13--11" 24'-&' 22'-5" 21'-2" 19-e- 1S-5" 17'-0" 16-e- IT-4- IT-11" 27--1" 2Y-11" 21--10" 19'-W IS-5" 14" 6000s1.8 6500s1.8 25'-2" 2Y-W 21'-0' 2a-2" IS-5" 19'-0' 17'-11" 18'-11" 16-V 14'-3" 27'-9" 2S-T' 27-11" 2a-W 16-5" 60s 2.0 26-9- 24'-&- 23'-0" 21'--W 16-4- 2a-11" 19'-0" 17'-11" 16-7" 15--1" 25-7" 27'-0" 26-T 21'-10" 16-4" 90s 2.0 30'-l" 2r-5" 26-10" 24'-0" IT-6- 2Y-6- 21'-4" 2a-a- 18'-0" 16-9" W-3" 30'-4" 28'-7" 26-0" 19-6" 4500s 1.8 25'-2" 22-4• 20.4. 17'-11" 14•-1" 19.4- 18'-0" 17'-0" 15'-10" 14'-1" 25•-5" 22•-0" 20•-l" 17•-11" 14•-1" 6000s 1.8 2T-0" 2"' 2Y-4- I 2a-la' 15'-.T 21'-2" 19-4" 18'-2" 16-11" 15'-4" 25-0" 26-6- 23'-4" 2a-10" 15--9" 16" 6500s 1.8 27'-9" 2S-4" 23'-11" 21--l" 15'-9 21'-9' 19-9" 18'-0 17'-4" 15'-W XY-e' 26-11" 24'-6" 21--1- 16-9- 60s 2.0 29-7' 27'-0- 26-W 21'-10" 16-4- 23'-2- 21--1- 19-10- 18'-5- 16-4- 32'-0' 29-1(" 27'-4" 2v-ur 16'-4- 90s 2.0 33'-4. W-4" 28'-7" 26'-2" 19'-7" 26-0" 23'-7" 22'-2" 2a-6- 18'-7" 36'-10" 3Y-7" 31'-0" 1 26-7' I 19-T- 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 27/3 ' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c, require sheathing rated for such spacing - 7/j' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC° sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° sizing software. Shaded values do not sadsfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) One- Hour- Fire -Resistive Assembly -- 1 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. T ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI• Joists at 24" o.c or less. 3. Two layers V." Type X or two layers ''M." 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= 54MIIC=50 or Add 3'Y2" glass fiber insulation to fire assembly STC=55or Q an additional layer of minimum Y." sheathing STC=61 and 9%' glass fiber insulation to fire assembly: Base Cascade E%P • Easlem Specifier Guide • 08/04/2015 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 (: x4 min.) 8' on center max. Fasten at each joist with 2.8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCI° floor systems. f 4040 BCI• rim joist. See page 6. 0 BOISE CASCADE' Rii See pages 6 and 25. For load bearing cantilever details, see page Floor Framing t 00 BCI• blocking or 2x4 'squash" block on each side required when supporting a load -bearing wall above. BCI° Joists, VERSA -LAM" and ALLJOIST•' must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM'. ALLJOIST°, and BCI° Joists must be wrapped, covered, and stored off of the ground on stickers at all limes prior to installation. VERSA -LAM°, ALLJOIST° and BCI' Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI° Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI° Joists at the end of the bay. All hangers, BCI° rim joists, rim boards, BCI° blocking panels, and x-bracing must be completely installed and properly nailed as each BCI• Joist is set Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI° Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI• Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI° Joists to within '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 in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI• Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. 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. 1.1h" knockout holes at approximately 12" o.c. are pre -punched. F15 J' See page 7 for allowable hole sizes and location. VERSA -LAM* LVL beam. Endwall blocking as required per governing building code. BCI• Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM', ALLJOIST°, and BCI° Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI° joists in the flat direction. VERSA -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. Boise Cascade EWP • Eastern Specifier Guide - 08/04/2015 Flo, Floor Framing Details Additional floor framing details available with BC FRAMER® software END BEARING DETAILS Bell Belo Joist VIntosultable n1 f rim JoISL blocking. t`° Olmensionlumberle not suitable forNauseasrlmboardCawithBa• Joists. RiBCion lumber is not Blacking may be required8dforuseasrimperpendiculartowall, each flange. board with Bel. Joists. Consult design professional Use of BCN rimJoist re wires 2x6 of record end/or local building oNlclel. wall for minimum Joist ng. 1, ®1 BOISE CASCADE• Top Flange or Face One 8d nail Rimboard Mount Joist Hanger / each side at 1 bearing Solid block Note: Sal floor all posts Joist must be from above designed to carry 1W minimum bearing to bearing wall above when length (1.1/.' required for below. not stacked over 18' and deeper Joists) wall below. VERSA4.AM' To limit splitting flange, start nails at least 11k' Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. INTERMEDIATE BEARING DETAILS BCI• Joist Slope Cut Reinforcement flafall halnw ra<enra< nri°InN allnwahla 1 . For load bearing wall above stacked over wall below). A Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. Load bear Double Squash Block Vertical Load Obtfill strear/reaction value to cut end of BCI•jolst BCI• Joist shall not be used as a collar or rafter tension de. 2 x 6 min. rafter. Rafter shall be supported by ridge beam or other upper hearing support fit• 6 12 ifs- Sua Joist spacing fin] 12 16 19.2 24 2x4 4463 3347 2789 2231 2x6 7013 5259 4383 3506 i\ wall above , min metstackedover1. Squash blacks are to be In full contact _ BCI wall below) with upperfloorand lowerwall plate. Heel depth Belo Joist ' 2. Capacities shown are for a double Depth blocking 2xDloek. squash blacks ateach JaBtSPFar t9hle 24' better. below) I 2x bloddng required at bearing (not shown for derity). l Backer block Double BCI.loist t1/»min. plywood/OS8rated sheathing as reinforcement minimum 12' Connection Sheathing or Insta6 reinforcement with face grain horizontal. Instail on wide). Nallwlm rlmboard both sides of the Joist, tight to bottom flange. Leave Joist 10-loci palls Filler closure minimumY.' gap between reinforcemem and bottom of Hanger 'elow) • top flange. Apply construction adhesive to Contact BCI Joistsurfacesandfastenwith3rowsofmin.10d box nails at blocking6' oC Alternate nailing from each side and dinch. required for Filler block. Nall with 10. 10d nails Badterblodtrequlredwheretop flange Joist hanger load exceeds 250lbs. Iff<tnll fleht fn fnn flanow Web -Filler Nailing 12' ° on - center Connection valid for all applications. Contact Boise Cascade FWP Fndnaarino Mr enaeine enndiftnn°_ cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs End Wall Beann Minimum Heel Depth Roof Pitch 8112 7It2 8/ 12 9/12 10/12 12I12 2 x 4 41A" 41/W 1 41/." 1 4Y.- 411W 4'/." 2 x 8 31ii" 31A4" 21f." 2Y" 2'A." 2%" LATERAL SUPPORT BCI• Joists shall be laterally supported at the ends with hanjers, rlmboard, BCI• rim joist or blocking panels. BCI blocking panels or rim board are required at cantilever supports. Blocking maybe required at intermediate bearings for floor dlaphragm per IRC in high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR BCI•JOISTS Minimum end bearing: 1%* for all BCI•Joists. 3%" Is required at cantilever and Intermediate supports. longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI• rim joist, rim board or closure panel to BCI• Joist: Rims orclosure panel IV4 Inches thick and less: 2-8d nails one each in the top and bottom flange. BCI.4SObs/5000s rim joist: 2-30d box nails, one each in the top and bottom flange. BCI.6000s/60s rim Joist: 2-16d box nails, one each In the top and bottom flange. BCI.6500s//90s rim joist: Toe -nail top flange to rim BCIoist with 2- 10d box nails one each side of flange. rim joist, rim board or 6CI• blocking panel to support: Min. 8d nails@ 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI Ioisttosupport: 2- d nails, one on each side of the web, Placed 11h Inches minimum fromtheendofthe8CIJoisttolimitsplitting. Sheathing toBCl• Joist: Prescriptive residential floor sheathing nailing re(Luires 8d common nails @ 6" o.c. on edges and @ 12 o.c. in the field (IRC Table R602.3(I)). See closest allowable nail spacing llmittssonppage 24 for floor diapphragm nailing specified at G0 spacingthan IRC. Maximum bracingg spacingg for full lateral stability 18" for BCI. 451JOs & 5000s, 24" for larger BCD 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 1.8 or'/: wood panels Two %" w od panels or zx 500 s 1. 3/4" or ' A" wood panels Two 3/4" wgod panels or 2 x 6000s 1.8 11A' or two "' wood panels 2 x _ + he" or W wood panel 650ps 1.13 14i° ortwo wood ones 2x_+%' or 3/ 4" wood anel 60s2.0 1ffl' ortwo %, wood panels 2jx_+/.-or 1 wood panel 9Os2. 0 2x_lumber Double 2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus V4' 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 pasty pill Depth on] Series No W. S.r^ W.S.0 91h- 46000s .8 500s 11.8, 50006500s 1.8s 1. 8, 2300 N/A11'A' 4500s 1.8, 5000s 1. 8, 6000s I.S.6500s 1. 8 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, 6500s 1.8 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 Base Cascade EVJP • Eastern Specifier Gutde • O8/04/2015 BCI® Joist Hole Location & Sizing t BCI® Joists are manufactured with 1'/z' round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension of largest hole (knockouts exempt) see table below) No holes (except knockout) allowed In bearing zones see table below) O A 1 Vs' round hole may bel cut anywhere In the web. Provide at least 3' of clearance from other holes. Do not out holes larger than 1'h- round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/i' MINIMUM DISTANCE 0) FROM ANY SUPPORT TO THE CENTERLINE OF THE HOLE Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7in- 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" Any 12 1'-0" 1'-2" 2'-2" 3'-2" 4'-2" 4'-8" 5'-2" 9N, Span ftl[ Joist is 1'-0" 1'-7" 2'-11" 4%3" 5'-7" 6%3" 6'-11" Round Hole Diameter (in] 2 3 4 5 6 6'/2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8in 8 1'-0" 1'-1" 1'-5" 1'-10" 2'4" 2'-7" 2'-10" 3'-4" 3'-9" Any S 12 1'4" 1'-4" 2'-1" 2'-10" 3'-7" 3'-11" 4'4" 5'-0" 5'-8" Ill/.11 l" Joist 16 1'-0" 1'-10" 2'-10" 3'-9" 4'-9" 5'4. 5.-9" 6%9" 7'_7„ 20 1'-1" 2%3" 3'-6" 4'-g" 5'-11" 6'-7" 1 7'-2" 8'-5" 9'-6" Round Hole Diameter (in] 2 1 3 4 1 5 6_ 6%2 1 7 8 8% 19 10 11 12 13 Rectangular Hole Side I I I__ 2 3 3- 5 6- t 6- 8 t 9- in 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'- 8Any " 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'-9" 4'-3" 4'-4" 5'-0" 5'-7" 14 Span 16 1'-0" 1'-1" 1'-8" 2'-6" 3'-4" 3'-9" 4'-2" 5%0" 5'-8" 5'-10" 6'-8" 7'-5" Joist 20 1'-0" 1'-1" 2'-1" 3'-2" 4'-2" 4'-8" 5'-2" 6'4" 7'-2" 7.4" 8'-4" 9,_4" 24 1'4" 1%4" 2'-6" 3'-9" 1 57-0" 5% 6'-3" 7'-6" 8'-7" 87-9" 10--0" 11--2" Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 flys 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 6 8 9 10in] 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 2'-5" 2'-9" 31_2" 3'-71, 12 1'-0" 1'-1" 1'-2" 1%2" 1'-3" 1'-6" 1'-10" 2%5" 2'-11" 3'-0" 3'-7" 4%2" 4%9" 64" Any - ts" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-8" 2'-1" 2'-6" 3'-3" 3'-11" 4'-0" 4'-10" 5' 7" 6'-4" 7'-2" Joist 20 1'-0" 1'-1" 1'-2" 1%2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11" 5'-1" ' 6'-0" 7'4" 8'4" 8'-11" 24 1'-0" 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" 3'-9" 4'-11" 5'-11" 6-1" 7'-3" 8%5" 9'-7" 10'-9" 00 NOT cut or notch Range r 00 oa in web area as speolled 0 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out DO NOT cut the flanges Holes apply to either single or multiple joists in repetitive member conditions For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 11/9" 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 I knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC• software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC• software. Large 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 Sea Max Hole Size on QTholf/—Wdthdlar&gholo chart for Jaw Depth 0JoltSpan IMinimum 2x diameter/ I ) Simple Span Joist V-W Min I i Notes: IWI Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC• sizing software. Boise Cascade EWP • Eastern Specifier Guide - 080412015 Maximum Hole Size Joist Simple Multiple Depth Span Span SIN, 6" x 14" 6" x 12" 11'/e" 8" x 16" 8" x 13" 14" K x 18" 8" x 16" 10" x 17" 16" 11 x 18" 1 0" x 14" 12" x 16" Multiple Span Joist Q hole See Max Hole SIN on IQ hole r—% Jobt —rrl /--ChanfarlowDepthh 1 % jobt Sarin / Saari Muhiple Span Joist 12V Mln—tjtMuhlpla Span Jolt 12'4• Mln— Larger holes may be possible for either Single or Multiple span joists; use BC CALC° sizing software for specific analysis. Reinforced Load Bearing Cantilever Table BCI® Joists 4 N Roof Total Load I sf 35 45 55 Joist in 16 19.2 24 16 Main19.2 24 16 119.2124 m m 0 24 0 0 1 0 1 0 1 0 X 1 0 1 x I X 2s o 0 0 a o x o x x 26 0 0 x 0 x x x x x 30 0 0 X 0 X X X X X 32 0 0 X 0 X X X X X 34 0 0 X 0 X X X X X 36 0 X X X X X X X X 38 0 X X X X X X X X 40 0 X X X I X I X I X I X X 42 0 1 X I X I X I X I X I X I X X m c N 24 0 0 1 0 1 0 0 1 X 0 1 X X 26 0 0 0 0 0 X 0 X 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 o X X X X X 34 0 0 X X X X X X X 36 0 0 X X X X X X X 38 0 X' X X X X X X X 40 o x' x x x x x x x Cq 6 24 0 0 1 0 1 0 1 0 0 0 1 X X 26 0 0 0 0 1 0 x 0 x x 28 0 0 0 0 0 X X XCqX 30 0 0 0 0 0 X X X X 32 0 0 0 0 X X X X X 34 0 0 X 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X X X X X X X 40 0 T 0 X X X X X X I X mCR 0 24 0 0 1 0 0 1 0 0 0 0 X 26 0 0 0 0 0 0 0 X X 28 0 0 0 0 0 0 0 X X 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 X 38 0 0 X 0 X X X XI X 40 0 1 0 1 X 1 0 1 X IX I X I X I X a? m 0 v 24 0 0 0 0 0 1 WS 0 1 0 1 X 26 0 0 0 0 0 WS 0 0 X 28 0 0 0 0 0 X 0 Ws X 30 0 0 0 0 0 X 0 WS X 32 0 0 WS 0 0 X 0 X X 34 0 0 WS 0 0 x o x x 36 0 0 WS 0 WS X 0 X X 38 0 0 X 0 X X X X X 40 0 0 x 0 x x x x x 42 o o x o x x x x x m 0 N 24 0 0 1 0 1 0 1 0 WS1 0 1 0 1 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 0 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 4o 0 0 1 0 1 X X X X m c 24 0 0 0 1 0 0 0 0 0 1 WS 26 0 0 0 0 0 0 0 0 1 28 0 o 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 0 X 32 0 0 0 0 0 1 0 WS X 34 0 0 WS 0 0 1 0 1 X 36 0 0 WS 0 0 1 0 X X 38 0 0 WS 0 0 X 0 X X 5-01-0-T-0-T-71 0 lWSI x X X X a g c N _ r c 010 WN Roof Total Load I sf 35 1 45 1 55 Joist S acina linl 16 19.21241 16 19.2 24 16 19.2 24 CR 0 24 0 0 0 0 0 0 0 0 1 26 0 0 0 1 0 0 0 0 0 x 28 0 0 0 1 0 0 0 0 0 x 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 0 X 34 0 o 0 0 0 X 0 1 X 36 0 0 0 0ro X 0 1 X 38 0 0 0 0 X o 1 40 0 0 1 0 X 0 X A- X h m 24 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 1 28 0 0 0 0WS 0 0 X 30 0 0 0 0 0 1 0 0 X 32 o 0 o 0 o 1 o 1 X 34 0 0 0 0 0 X 0 1 X 36 0 0 WSJ 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X X a 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 0 1 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 2 a S 24 0 0 0 0 1 0 1 0 0 0 WS 26 0 0 0 0 1 0 IWS 0 0 IWS 28 0 0 0 0 0 WS 0 0 I 1 30 0 0 0 0 0 WS 0 WS x 32 0 o 0 0 0 wS 0 WS X 34 0 o ws o 0 1 o WS x 36 0 0 WS 0 0 X 0 Ws x 38 0 0 WS 0 WS X 0 x x 40 0 0 WS 0 WS X WS X x 42 0 0 WS 0 WS X WS X X y 24 0 0 1 0 0 1 0 IVVSI 0 0 1WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 WS 1 30 0 0 WS 0 0 WS 0 WS 1 c m 32 0 0 WS 0 0 WS 0 WS 2 34 0 0 WS 0 WS 1 0 WS X 36 0 WS 0 WS 1 0 WS X 38 0 L 0 WS 0 WS 1 WS 1 X 401 0 0 WS 0 WS1 2 1WS1 1 X 24 0 0 1 0 1 0 1 0 0 0 1 0 1VVS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 0 30 0 0 0 0 0 WS 0 0 1 0 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 1 36 o 0 WS o 0 WS o WS 1 38 0 0 WS 0 0 1 0 1 2 40 o 0 WS I 0 1WS1 1 0 I 1 I 2 m c 24 0 0 0 1 0 1 0 0 0 1 0 IVVS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 2 36 o 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1 2 40 1 0 0 1 WS 1 0 JVVS1 1 1 0 1 1 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALL° software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALL° software. N P c Roof Total Load I s 35 1 45 1 55 a a 0 016 Joist S acin in 19.2124 16 19.2 24 16 19.2124 24 0 0 0 0 0110000 0 WS 26 0 0 0 0 0 0 WS 28 0 0 0 0 0 0 WS 30 0 0 0 0 0 0 1 y 32 0 0 0 0 0 0 1 34 0 0 0 0 0 0 1 38 0 0 0 0 0 WS 2 38 0 0 0 0 0WS X400oVUS001x 24 0 0 0 0 0 0 0 0 0 28 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 0c y 32 0 0 0 0 0 0 0 0 0 m 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 1 24 26 0 { 0 10+o-, 0 0 0-40 4W3 0 0 0 0 0 WS f 0 0 WS 28 0_ 0 i 0+ 0 0 W30 0 Iwsr wsm3g 32 o o" o l ti o uv_s o wsr ----t--- 0 0 O t 0 0 WS 0 W5 r 1 0 34 0 j 0' MG. 0 o'V 0WSJ X 1 - 3s31i WS x o orwsoo •. ws o ws ; _ X ti -r- o wso_'ws , 1 a VUS' z WST 40 1,421-6- 0 0 WS i 0 1' WS WS X rWS 0 , WS-1 6- 1 x 24 26 010 00' 00 0+0 O i 0 0 t0 0 0 0 0 JWS m 28 0 0 0 0 0 WS 0 WS 30 0 0 0 0_ 0 0 YWS j 0+ O WS 0 32 0 OJ 0 0 0 `i WS F 0 WS WS_ 0 34 0 0 0 0 0 WS 0 WS 1 36 38 0 0 ' A 0 0 + WS 0 0 WS: 0 WS 1 0 0 1WS 0-WSt-2 40 O, 0, WS' o WS W51 0 i WS 2 24 00 0 i I 00 0 0 0 ,WS O t m 26 28 30 0 O 0 0 _0 0 0 O' 0 0 _0+O 0 0 WS t 0 0 WS 0 WS 0 0 WS 0 0 +WS A32 0 0 0 0 0 WS 0 WSr 1 TWS+1 in 34 00_CL 0 WS WS 0 1 W_ St 36 380} 0 1WS 0 0 IWS 0 0 0 0 -WS- I 0 2 0 TWSt-2 a0 o 24 26 0 0 L 0 0 0 1 0 0 0 1 0 o o o 0 0' WS o 0 tM c 2e 30 0+ 0- 1 0 0 0 t 0 6 o ti 0 O WS o o ws 0 0 WS y 32_ 0 0 0 0 _0 1 WS O r o WS 34 38 0 0+ 0 0 0 0' 0 _0 WS 0 0 WS 0 WS WS 0 WS 1 38 0 0 0 0 0 +WS 40 0 0 , WS 0 '1 , is 0 ,WS; 1 24 0 0 0 0 0 0 0 0! 0 26 0' 0 0 f 0 o0 0 0 0 28 01 0 0 0 0 0 0*0 0 32 0 T 0 0 0 0 0! 0- 0 1 0 0 m 34 0 0 1 0 O' 0~ O t 0 0 hWS 36 Ot0 TO 0 6 01 0'0TW$ 38 40 0 0 1 0 O' 0 1 0 0 0 0 0` 0 1 0 0 0 0 10 r 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 Boise Cascade EWP • Easton Specifier Guide • 08/0412015 Reinforced Load Bearing Cantilever Detail 2'6" 2'-0• The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of 2%0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC• software. PLYWOOD / OSS 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" D.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. a/aa' min, plywood/OSB or rlmboard closure. Nell with ad nail Into each BCI• Joist flange. blocking requiredrequired for Structural Panel cantilever block Uplift on back span shall be considered In all cantilever designs Non -Load Bearing Wall Cantilever Details BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the 8CI6 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 116d nails with BCI° 90s 2.0 joists. Clinch all nails. BCI.lolst blocking \ 0 Wood backer block0.Wood Structural 2x Closure Panel Closure See page 6 of Eastern 2x8 minimum 411.1, 1 `Drywall Ceiling or Back Span I Maximum Wood Structural Panel Soffit a Back Span Not to exceed 4'-0" These details apply to cantilevers with uniform loads only. 3 o ariring It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCe software. Specifier Guide BCI Joist blocking T_ Section View Minimum i',S Times Cantilever Length Back Span Maximum a Beck Span not to exceed 4'-0• Web Stiffener Requirements SeewebStiffener NOTES Small Gap: NalllneSchedule Web stiffeners are optional except as noted 2• max chart Web below. 2 • min. Stiffener Width Web stiffeners are always required in hangers max that do not extend up to support the top flange of the 8CI• Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturers installation requirements. NnInic' Web stiffeners are always required in certain 21 ad roof applications. See Roof Framing Details on 4•max. n9htnt Web Stiffener page 14. Liconcentrated required when ds 000 iin Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Web stiffeners applied to both Install the web stiffeners snug to the top flange sides ofthefolslweb in this situation. Follow the nailing schedule for Stiffener Specifications For Structural Lateral BCI Joist Capacity Restraint Minimum Series Min. Thick) in Hanger Width 4500s 1.8 1." Va" 25he 5000s 1.8 Y." a/." 25he 6000s 1.8 a/." 25he' 6500s 1 8 a/." 1" or 1 Y.." 2sha" 60s 2.0 a/." 25he 90s 2.0 2x4 lumber (vertical) intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed to increase the 8CI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., 8CI.6500s, double %? panel OK). Web stiffeners may be used to increase allowable reaction values See BCI° Design Properties on page 24 or the BC CALC° software. BCI• Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9%" 2-8d 2-8d 11vai 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 91/2" 2-8d 2-8d 11yell 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9%' 2-8d 2-8d 11%" 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9'/2" 2-8d 2-8d 11'/a" 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 11'/a" 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 11%l' 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Boise Cascade EWP • Eastein Specifier Guide • 08/040015 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'/" BCI® 4500s 1.8 117/e, BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/2" BCI® 5000s 1.8 117/8, 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 1 - 163 170 12 89 131 144 1 150 156 158 1 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 1 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 1 48 74 22 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVVP - Easlem Specifier Guide • 08/04/2015 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'r 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/s' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/2' BCI® 6500s 1 1.8 11'/e" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 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 75 117 107 122 124 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 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Boise Cascade EWP • Easiem Specifier Guide • 08/04/201 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 1 1 ' % Load BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 3'/2' Flange Width 11ye" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11%a' BCI® 90s 2.0 140' BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 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 42 78 45 91 61 97 29 41 82 55 94 30 1 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240 Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC 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 EWP • Eastem Specifier Guide • 08N4/2015 FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. 1 /. R03 SAFETY WARNING Roof Framing BCI® Rafters Structural ridge VERSA -LAM® or load -bearing wall required. Blocking or other lateral support required at end supports. When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCIO SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI° BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 10 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. BCI® 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 SCIN 4500s) 3'-0• o.c. or BCI.5000s) Mlnlmum Heal Depth Sw table at CW) 12 Min. 6 Ratter 81Y,11'.i• or 14" Web BCI* 4500s/50003/60009/6500s Filler Ceiling Joist ® 24' o.c. Maximum Root Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking' 31fi• Minimum Bearing 2x4 Well) Each End Maximum Span Lengths Without Roof Loads A" BCI.4500S 18 / 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" BCIa 4500s 1.8 / 50005 1.8 / 6000s 1.8 / 6500S 1.8 24'-6" If roof loads present, see Notes 2 6 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 9'A" 2,s" 1 1176" 39r 2'A" W, 4'A" 3W Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI• ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI° top flange with 1 -10d (3' long) box or larger nail. 6) 1x4 milers. must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI° Joist at beveled ends. Nail roof rafter to BCI° Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cascade EWP • Eastern Specifier Guide - 08/04/2015 Roof Framing Details Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope®1 Rimboard / VERSA -LAM* blocking. V" greater than 1/4/12. Ventilation cut• a of length, `/ of depth* 21-6' VERSA-LAM* blocking ntilation "V' cut: length,'/] of depth bloc*kingblocking Tiflange of BCI• Joists may for soffit e birdsmouth cut only at support. I 2'6• max. sthe low end o1 the Joist. irdsmouth cut 806 Joist Simpson VPA or USP TMP connectors or equal can Flange of 13CI. Joists may be birdsmouth cut only atlange must bear fully onwebstiffenerbeusedInlieuofbeveledplateforslopesfromthelowendoftheJoistBirdsmouthcutBCI• Joistplate, 3/ 12 to 12/12. flange must bear fully on plate, web stiffener required reeulred each side. each side. Bottom flange shall be fully supported. 1 lod nails 1 0Simpson or USP LSTA24 strap, palling per 1 , Simpson or USP LSTA24 strap where slope 2x4 one side for 135 PLF max. at 6• o.c. governing building code. exceeds 7/12 (straps maybe required for lower 2x6 one side for 240 PLF max slopes In high -wind areas). Nailing per governing ing VERSA- LAM building code. support btion. VERSA - LAM* LVL support beam. Backer block. Thickness per coffesponding BCI• series. 2x block BOO blocking Holes cut Beveled web stiffener 4'- 0" horix. for ventilation. on each side. Blocking on both sides of ridge may be required for 2'• horiz. shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. 1 1, st maybe ock Lhen L exceeds I 12" wide). 21-0•ing. I Joi- 10d nails. maxBlocking Haas required. gqNail I AoutriggerIthrough BCI• Cweb. DO NOT bevel -cut Joist ck. Nall beyond Inside face of wall, except iOd nails. for specific conditions In details x outrlgger shown on pages 6 and 13 of the Backer block required where top flange tched around BCI• Eastern Specifier Guide.Joist hanger load exceeds 250Ibs. flange. Outrigger Install tight to top flange. cing no greater n 24• on -center. LATERAL SUPPORT BCI• Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, 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 SCim 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 Rims or closure panel 1'/4 Inches thick and less: 2. 8d nails, one each In the top and bottom flange. SCI. 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI. 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI. 6500s/90s rim Joist Toe -nail top flange to rim Joist with 2-10d box nails, one each side of flange. BCI• rlm Joist, rim board or BCI° blocking panel to support: Min. 8d nails@ 6" o.c. per IRC. Connection per design professional of record's s ecifleation 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 8d common nails @ 6" o.c. on edges and @ 12 • o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing forminimum lateral stability. 18' for BCI.4500s and 5000s, 24' for larger BCI° Joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 Inch Into the joist Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Filler Block Thickness 4500s 1.8 1 " or'y' wood panels Two W wood panels or 2 x _ 5000s 1.8 3/4" woooodaneor''k•ls Two YV wood panels or 2 x 6000s 1. 8 154" or two'6' wood panels2x +'/Is' or %* wood panel 6500s1.8 1w'400d one 'er' wtwo° is2x_+WorIYVwood panel 60s 2.O 1' wo!t'od anelsOrt=' 2 x _ +'/,,* or %* wood panel 9Os2.0 2x_lumber Double 2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus y4' to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIm JOISTS FROM THE WEATHER BCIO Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI• Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 In 12 or less. VENTILATION The 1% inch, pre - stamped knock -out holes spaced at 12 Inches on center along the BCI° Joist may all be knocked out and used for cross ventilation. 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 birdsmouth cut only at the low end support. BCI° Joists with birdsmouth cuts may cantilever up to 2'- 6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and Intermediate supports may not be birdsmouth cut. Boise Cascade EWP • Eastern Specifier Guide • OB/04/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfj [psq 115% and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series M' Flange Width 2" Flange Width 9'W BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 11 Yi' BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 14" BCI.4500s 1.8 4112 4/12 8/12 or to to Less 8/1, 12/12 16" BCI° 4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 9'W BCI° 5000s 1.8 4/14/12 2 8/12 or to to Less 8/12 12/12 117/6" BCI' 5000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 14" BCI.5000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 Non- Snow 125% 20 20 20 10 15 20 23'-10 122'•T' 21'-7" 22'6" 21'-Y' 2(Y-2" 21Y-10" 19'-T 19-T' 28'-5" 26'-11" 26-F 26'-9" 25'-3" 24'-0" 24%10" 23'•4" 22'-1" 37-3' 36-T' 29-2" 1 V-5" 29.9" 2T-4" 1 28.3" 26'6" 264" 35.5' U-6- 31'4" 33'$" 31'-10" 30'-3" 31'-3" 29'-4" 2T-10 4'-10 23'6" 22'-5" 23'-5" 22'-1" 21'4" 21'4' 20'-5" 19'4" 29'-7" 28'-0" 26'-9" 27'41' 26'-4" 264' 25'-11' 24'-4" 23'-0" 33'-8" 1'40' 30'-5" 31'-9" 29'41 28'-5" 29'-5" 27'-7" 26'-2" 25 10 27-8" 21'-5" 19'-11" 25-11" 256" 23'-8" 30'-2" 254 16'-11" 37-3" 31'-T' 29'-10" 23'-7" 27 4" 20'-9" 28'-1" 26'-7" 24'-9" 1'-11'' 3(Y-2" 28--1" 25 15 21'-T' 2U4' 19-10' 25-T 24'-7' 27-5" 28-7 27-5' 256" 31Y-1" 294' 29-3" 226" 21'-2" 19'-7" 6-10" 25'-3" 23'_4" 3a-3" 28'-8" 264" 12" O.C. 30 10 21'6" 2U-6' 15-1" 26-T 24'-5" 27-9" 29-3" 2T-9" 2S-11" 31Y-2" 296" 2866" 22'-7" 21'4" 19'41 6'40" 25'-5" 23'-9" 3lY 4" 28' 11" 2T-0" Snow 30 15 20'-9" 19-T' 18'-2° 24'-5" 214" 21'6" 26-7' 26-11" 24%r 26-5" 27-9" 26-19' 21'-T' 20'-5" 18'41 25'4" 24'4" 22'-7" 28'-6" 2T6" 26-8- 115% 40 10 196" 19-11" 1T-10" 23-2" 276" 21'3" 25'3" 24'-11" 24'-2" 2T-0" 256" 25-1" 20'6" 19-8" 18'-7" 24'-5" 23'-5" 22'-2" 2T-2" 26-8" 25'-2" 40 15 19-5' 164' 1T-1' 22'-1" 21'6" 20'-4" 24%1' 23-7" 27-11" 264r 26-T 24'6" 20'-2" 19'-1" 17'-10' 23'-8" 27-9" 21'-3" 5'-10" 25'-4" 24'•1" 50 10 18'-3° 1T6' 164" 21'-2' 2a-10" 19-T 23-1" 27-10" 27-5' 24'6" 244" 24'-0" 19'-0" 18'-3" 17-3" 22'6" 21'-9" 2a-7" 4'-10" 24'6" 23'-5" 50 15 IT.11"i 17' " 163" 2a4' 2a-(r 19-e 27-2" t 21'-9" 21 T 23'6° 23-3- 27-9- 19'4" 18'4" 16-11 1'-10'121'-5" 20'-2" 23'-9"i23'-4"57-10' Non- Snow 125° 20 20 20 10 15 20 a 20'-5" 19'-3" 18'-3" 19-11" 1T-9" 16'-10" 25'-9' 24'-4" 23-3" 24'-3" 27-11" 21'-9" 276" 21'-1" Mr 29'-3" 27-2" 2S 4" 2T-T' 26-T 24'-5' 25'-T 24'4' 27-9" 31'-5" 29'-V 27-1" V-T 29-2" 26-2" 294" 26'-T 24'41' 22'-6" 21'4" 20'-4" 21'-3" 20'-0" 19'-0" 19'-8" 18'6" 17'-6" 6'-10' 26-5" 24'-3" 25'-4" 3'-10' 27-8" 23'6" 22'-0" 0'-10' 30'-6" 8'-11 27-2" 28'-9" 2T-1" T-10' 26'-8" 25'-0" 23'-9" 25 10 We 19-5" 194' 24-T 23'-1" 21'6" 264" 26-T 24%5" 2T-11' 2T4" 26-T 21'-4" 20'-2" 18'-10' 25'6" 24'-1" 27-5" 28'-1' 274" 256" 25 15 19-T 19-Y 1T-1" 274" 21'-9" 2(Y4" 24'4" 23-9" 27-11" 26-V 264 24'-5" 20'-5" 1914' 1T-9' 24'-0" 22'-10 21'-2" 26'-2" 266" 24'-1" 16" O.C. 30 10 19-7" 18'-7' 174' 27-5" 22-0" 2U'-7' 24'-T 24-0" 23-5' 25-1" 256" 26-T 20'-5" 19'4" 18'-1" 24'-1" 23'-1" 21'6" 26-3" 25'-9" 24'-5" Snow 30 15 19-7" 17-T 16V 21'-1" 2U-7" 15-7- 23-0" 27-5° 21'-9" 24'-7- 24'-T 23-3" 19'-T' 18'6" 17'-2' 22'-8" 22'-0" 2a-5" 24'6" 24'-1" 23'-3" 115% 40 10 176` 1T-1" 15-2" 20'-1" 19-T 15-3" 21'-10' 21'-T 21'-1' 23-4" 23•0' 27-T 18'-T' IT-10'16'-10' 21'-T' 21'-3" 20'-1" 23'6" 23'-2" 276" 40 15 15-1(r 166" 156' 19-1' 194r 19-2" 29-10' 20'-5' 19-10" 27-3° 21'-10' 21'-3" 18'-1" 1T4" 16-1" 20'-6" 20'-1" 19-3" 274" 21'-11' 21'4" 50450 10 16-2" 15'-10" 15-0" is-e 18'-1' 17-T 19'-11" 15-9' 19-T21'-4" 21'-1" 20'•9" 1T-2" 16'6" 15'6" 19'-8" 19'-5" 18'-8" 21'-5" 21'-2' 20-1 0' 15 15'6' 133" 14'6" 1T-T 1T-3" 15-10" 15-2" 1 19-10' 19-5" 20'-5- 2U'-1- 196` 164' 16'4- 164' 18'-10118'6" 18'-1" 201-7"12(Y-2" 19-9' Non- Snow 125° 20 20 20, 10 15 20 20-4" 19'3" 184' 19'•2" 18'-1" 17-2' 1T-9" We 15-9" 24'-2" 27-T 21'-2" 22'-10' 21'6" 20-5" 21'-2" 19.10" 19-T 26'-10" 24'-9" 23-1' 25'-11" 24.4r T 274 24'-1' 27-T 21'-3" 28'6' 25-5- 24'6" 28'-0' 264r 23'-10" 26-T 24'-8" 27.9" 21'-2" 20'4" 19--1" 19'-11 18'-10 1T-10' 18'6' 1T-" 16'-5" 25'-2" 3'-10' 227-9" 23'-9" 22'-5" 21' 4" 22'-1" 20'-8- 19'-7" 28'-8" 26'-7" 4'-10' 2T-O" 25'-6" 23'-11 25'-1" 23'-6" 22'-3" 25 10 19-3" 19-3-1 1T-0" 21'-10" 21'-5" 20-2" 2T-10" 2Y-4"1 276° 256" 24'-11" 24'-3" 20'-1" 19'4" 17'6" 23'6" 27-7" 21'-1" 25'-7" 25'-1` 23'-11' 25 15 164' IN" 16-T 20'-5' 19-10" 194" 27Z 21'-8" 20'-10" 23-9" 23-1" 27.4" 194' 18'-0" 16'6" 1'-11" 21'4" 19-11' 3'-10" 23'-3" 22'-5" 19.2" O.C. 30 10 18'-0" 175- 1G-3" 20'-5" 294' 19-5" 27-3" 21'-11" 21'4" 23' 10" 23' S" 2710' 1194'18'-2" 16'-11' 22'-0" 21'-7" 20-2" 3'-11" 23'6" 22'-11' Snow 30 15 15-11' 16'-T 1S6" 19Z 18'-T 19-2' 20'-11" 20'-5" 19-10" 27-T 21'-10' 21'-2" 18'-3" 1T-4" 164"20'6" 20'-2" 19-2" 22'-6" 27-0" 21'-3" 115% 40 10 15-2" 16-11" 15-2" 19-T 19-T 1T-8" 19'-11" 196' 15-T 21'4" 21'-0' 21Y-T 17'4" 16'4- 15'-10' 19'6" 19'4" 18'-10' 21'-5" 21'-1" 20'6" 40 15 15W 16-T 14'6« 17-5" 17-1- 15-7 1941' 19-T 20-3" 19-10" 194" 16-6- 16'-2" 15'-2" 18'6" 18'4" 17-10 20'4" 20'-0" 19'-5" 50 10_ 15 14'-9" 14'-1" 14'6` 13'-10" 14%1" 13'-T 156' 16'-0' 16-6 16-T 15-2" 154' 18'-2' 1T-5" Ifir- 1- 18-0" 1T-7 1T$" 16-9' 15-5' 186° 15-T 18° 18'-11` 1T-11' 6-10 15'-2" 16-6- 14'-11' 1_4'6" 14' 4" 17'-11" 1T-9" ll 16'-11"j 1T-5" 16- 19'-7" 18'-9" 19' 4" 18'-5"118'-0" 19-0" 50 Non- Snow 125% 20 20 20 10 15 20 18'-10 1T-10' 16'6' 17-9" 16'-9' 15'-11' 156" 15'S" 14'-T 27-T 20'-3" 18'-11' 21'-1" 19'6" 18'-3' 19-7- 194' 17-5" 24'-0" 27-1" 2(Y6" 23'-5" 21'-5" 19'-11' 2Z-C 20'-T 19-V 26-7 236" 27-1" 264' 22'•11" 21'-3" 24'-3" 274" 2(Y-4' 19'-T' 18'6" 17'-8" 18'6" 17'-5" 16'-7" 17'-2" 164" 15'-3" 23A" 1'-10' 20'-4" 22'-0" 20'-9" 19'-8" 20'-5" 19'-2" 18'-2" 25'-9" 23'-9 22'-2" 25'-0" 23'-1" 21'-5" 23'-3" 21'-9" 20'-5" 25 10 173" 16-10" 15-9" 156" 19-T 19-T 21'3" 21Y-10" 29-3" 27-9' 27-3" 21'6" 18'6" 17-T' 164" 21'-0" 20'--r 196" 2'-10" 22'-5" 21'-9" 25 15 16-1" 16-7" 14'-10' 18-2" 17-T 17-1" 19-10" 194' 18'6" 21'4" 217-T 19'-11" 17'-3" 16-8" 15'-5" 19'4" 19'4" 18'4" 21'4" 20'4" 20'-0" 24' O.C. 30 10 16-1- 16-10" 16-1" 16-T 1T-11" 1T6" 15-11" 19'-T 15-1" 11'-3" 2(Y-11" 29-5" 17'4" 16'-10' 15'6" 19'4" 19-3" 18'-9" 21'-5" 21'-0" 20'6" Snow 30 15 16-2" 14%9" 14'-4" 1T-2" 16-T 15-3" 19-9" 16-3" 17-9' 29-0" 196" 19-11" 16-3" 16-11' W-1 V 18%5" 18'-0" 1T-5" 20'-1" 19-8" 19-a' 115% 40 10 14'-5" 14'-2" 13-11" 164" 15-1" 16-9" 1T-10" 1T-T 1T-7' 19-0' 18'-9" 18'-5" 15-6" 15'-3" 14'-7" 17'-7" 1T4" 16--11' 19-2" 18'-10" 18'6" 40 15 1Y-8' 13-5" 134" 156° 153" 14'-10" 16-11" 16-7" 16-2' 19-1" 1T-9' 1T-3" 14'-9" 14'-5" 14'-0" 16-8" 16'4" 15'-11' 18'-2" 1T-10" 17'4" 50 10 15 13'-7' 17-T 13'-0" 1T" 1_7-9" 12'-1" 14'-11" 14'-3" 14'-9' 14'-0 14'6" 13'-9" 16'-3" 15.7" 15-1" 15" 16-T 14'•11" IN' 156" 1T-2" t6-0" 16'-10" 15'-3" 14-4- 13'6" 13'-11" 13'4" 13'-7" 13'-0" 16'-0" 15'4-14'41"j 16-10115'-7" 14'-3" 1T-5" 16'-2 17'-2" 16'-7" 50 Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade E1NP • Eastem Specifier Guide • 084412015 L Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load ps1[ [psq 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/1e" Flange Width z BCI° 6000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI° 6000S 1.8 4/12 4/12 8/12 or to to Less - 8/12 12/12 Me 6000S 1.8 4112 4/12 8/12 or to to Less 8/12 12/12 BCI° 6000s 1.8 _ 4/12 4/12 8/12 or to to Less 8/12 12/12 Non- 20 10 26'-0" 24'-6" 22'-9" 30'-11" 29'-2" 2T-0" 36-2" 33-2" 1 30'-9" 38'-1lY' 367' 34'-0" Snowl 20 1 15 24'-T' 23'-1" 21'-4" 29-3" 27-6" 264" 33-3" 31'-3' 1 28'-10" 36'-9" 34'-6" 31'-10" 12596 20 1 20 23'-6 22'-0" 1 20'-2" 27'-11" 26'-1" 24'-0" 31'-9" 29'-9" 1 2T4" 35'-1' 32'-10" 30-2" 25 10 24'-8" 2Y4' 21'-8" 294" 2T-9" 25'-10" 33'-4" 31'-0" 29'-4" 36--10" 34'-10" 32'-5" 25 15 23'-6" 22'-2" 2a-6" 28'-0" 264" 24'-5" 31'-10" 2T-11" 27'-9" 34'-11" 33'-1" 30'-8" 17, O.C. 30 10 23'-7" 22'-4" 20'-10" 28'-0" 26-T' 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 22'-7" 21'-4" 19'-9" 26-11" 26 4" 23W 30'-7" 28'-10" 26-9" 3S-a' 31'-11" 29'-T' 115% 40 10 21'-5" 20'-T' 19'-5" 2S-6" 24%6" 23'-1" 29-T 2T-10" 26-3" 31'4" 3a-9" 29-0" 40 15 21'-1" 20'-0" 18'-7' 25'-1" 23'-9" 22'-2" 2T-11" 2T-1" 25'-2" 29'-10" 29-3" 27-10" 10 19-10" 19--1" 18--1" 23'-T' 22'-8" 21'-0" 25'-9" 24'-6" 28'-8" 28'-3" 2T-1" 50 50 15 19'-10" 18'-11" 17-8" 23'-T' 22'-6" 21'-0" 26'-9" 26-8" 25'-3" 23'-11" 2T-5" 2T-0' 26-5" Non- 20 10 23'-6" 22'-2" 20'-7" 28'-0" 26-5" 24'-6" 31'-10" 30'-0" 27'-10" 35'-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20'-11" 19-4" 26'-6" 24'-11" 23'-0" 30'-2" 28'-4" 26'-2" 33' 4" 31' 4" 2811" 1250% 20 20 21'-3" 19'-11" 18'4" 25-3" 23'-8" 21'-9" 28'-9" 26%11" 24'-9" 31'-5" 29'-9" 27'-5" 25 10 22'-4" 21'-1" 19-8" 26'-7" 26-1" 2T-5" 3a-3" 28'-7" 26'-7" 32'-5" 31'-T' 29'-5" 25 15 21'4" 20'-1" 18'-T' 25'-4" 23'-10" 22'-1" 28'-3" 2T-2" 26-2" 3a-3" 29-5" 27'-9" c. 30 10 21'-4" 2a-3" 18'-10" 25'-5" 24'-1" 22'-5" 28W 27'4" 25'-0" 3a-4" 29'-9" 28'-3" O. C. Snow 30 15 2a-6" 19'4" 1T-11" 24'4" 23'4" 21'4" 26-8" 26'-0" 24'-3" 28'-6" 27'-10" 26-10" 115% 40 10 19-5" 18'-r 17-7" 23'-1" 22'-2" 20'-11" 25'-5" 26-a' 23'-10" 27'-2" 26'-9" 26'-2" 40 15 19'-1" 18'-1" 16-10" 27-2" 21'-0" 21Y-1" 24'-2" 23'-8" 27-10" 26-10" 264' 24'-8" 50 10 18'-0" 17'-S' 164" 21'-3" 2a-6" 19-6" 23'-2" 22'-11" 22'-2" 24'-9" 24'-6" 24'-1" 50 15 17-11" 1T-1" 164" 20W 20'-0" 19'-0" 2T-2" I 21'-10" 21'-4" 2T-9" 23'4" 27-10" Non- 20 10 22'-1" 2a-10" 194" 26-3" 24'.10" 23'-0" 29'-11" 1 28'-3" 26'-2" 33-1" 31'-2" 28'-11" Snow 20 15 2a-11" 19'4" 18'-2" 24'-11" 23'-5" 21'-7" 264" 26'-7" 24'-7" 30'-8" 29'-5" 27-2" 125% 20 20 19'-11" 18'-8" 1T-2" 23'-9" 27-3" 20'-5" 26'-10" 26 4" 23'-3" 28'-8" 27'-8" 25'-9" 25 10 21'-0" 19'-10" 18'-0" 24'-11" 23'-T' 22-a' 27-8" 26-10" 25'-0" 29-7" 28--11" 27'4- 25 15 20'-0" 18'-10" 17'-5" 23'-0" 22'-5" 2a-9" 25'-9" 25'-1" 23'-7" 27-T' 26AT 25'-11" 19. 2" 30 10 2a-1" 19-al 1T-9" 23'-9" 22'-T' 21'-1" 26-10" 25'-5" 24'-0" 274" 2T-2" 26'-6" O. C. Snow 30 15 19'-3" 18'-2" WAY' 22'4" 21'-T' 20'-0" 24W 23'-9" 22'-10" 26'-0" 2S-5" 24'-7" 115% 40 10 18'-3" 1T-6" 16-6" 21'-3" 20'-Ia' 19'-8" 23'-2" 22'-10" 22'4" 24'-9" 24'-5" 23'-11" 40 15 1T-10" 1T-0- 15'-10" 20'-2" 19-1a, 1TAT 27-0" 21'-7" 21'-0" 23'-6" 23'-1" 22'-" 50 10 16-10" 16'-2" 164" 19-5" 19'-2" 18'-3" 21'-1" 20-10 20'-6" 27-T' 22'-4" 21'-11" 50 15 16'-4" 16-1" 15'-0" 18'-7" 18'-3" 1T-10" 2a-3" 19-11" 19'-5" 21'-8" 21'-3" 20'-10" Non- 1 20 10 20'-6" 19'4" 1T-11" 24'4" 2T-(Y' 21'4" 2T-9" 26'-2" 24'-3" 29'-9" 28'-11 26-10" snowl 20 1 15 194" 18'-2" 16-10" 23'4" 21'-8" 20'-0" 25'-8" 24'-8" 22'-9" 27-5" 26'-T' 26-7' 125% 20 1 20 18'-6" 17'-3" 15'-11" 22'-0" 20'-7" 18'-11" 23'-11" 23'-1" 21'-7" 25'-7" 24'-9" 23'-T' 25 1 10 19'-5" 18'-4" 17-1" 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2- 26-5- 25'-10" 25'-2" 25 15 181-6" 1T-5" 16-2" 21'-2" 20'-T' 19-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'-2" 24" O. C. 30 10 18'-7' 1 T-' 16'-5" 21'-2" 20'-10" 19-6" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 2S-8" Snow 30 15 1T-7" 16'-9" 15'-T' 19'-11" 19-6" 18'-7" 21'-9" 21'-3" 2a-6" 23'-3" 22'-8" 21'-11" 115% 40 10 16-9" 16'-2" 15'-3" 19-0" 18'-8" 18'-2" 20'-8" 20'4" 20'-0" 27-1" 21'-9" 21'-4" 40 15 15'-11" 15'-T' W-8" 18'-0" 1T-8" 1T-2" 19-8" 194" 18'-9" 21'-0" 20'-7" 19-8" 50 10 15'-3" 14-11 14'-3" 17'-4" 1T-1" 16-10" 18'-10" IV-8" 18'4" 19'-10" 19-5" 18A. 50 15 14'-7" 14'" 1 13'-11" 18'-T' 16'4" 15'-11" 17-11" I 1T-4" 16'-0" 18'-3" 1T8' 16-10"— MP - Eastem Specifier Guide • OM4/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/16" Flange Wdth 9'/.' BCI.6500s 1.8 11 W BCI.6500s 1.8 14" BCI.6500s 1.8 16" BCI.6500s 1.8 Live Load psfl Dead Load psf] 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8112 8/12 to 12112 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-l" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10.. 125% 20 20 24'-3" 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'-l" 33'-10" 31'-1" 25 10 25'-5" 24'-l" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34'-1" 31'-7" 12" O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31--1" 29'-0" 36'4" 34'4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0" 26'-4" 25'-3" 23'-10" 29'-11" 28'-8" 27'-l" 33'-0" 31'-8" 29'-11" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" 27'40" 25'-11" 31'-5" 30'4" 28'-8" 50 10 20'-6" 19'-8" 18'-8" 24'-4" 23'-4" 22'-2" 27'-8" 26'-7" 25'-2" 30'-2" 29'-4" 27'-10" 50 15 20'-6" 19'-6" 18'-3" 24'-4" 23'-2" 21'-8" 27'-0" 26'4" 24'-8" 28'-11" 28'-5" 27'-3" Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snow 20 15 23'-0" 21•-7" 19'-11" 27•-4" 25'-8" 23'-8" 31•-l" 29'-2" 26-11" 34'-4" 32'-3" 29'-9" 125% 20 20 21'-11" 1 20'-6" 18'41" 26'-l" 24'-5" 22'-5" 29'-8" 27'-9" 25%6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-l" 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" O.C. 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" Snow 30 15 21'-1" MA I" 18'-6" 25'-1" 23'-8" 22'-0" 28'-l" 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27--1" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50 10 18'-6" 17'-9" 16'-11" 22'-l" 21'-2" 20'-1" 24'-5" 24'-l" 22'-10" 26'-l" 25'-9" 25'-3" 50 15 1 18'-6" 17'-8" 16'-6" 21'-5" 21'-0" 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 24'-7" 24'-0" Non- 20 10 22'-10" 21'-6" 20'-0" 27'-l" 25'-7" 23'-9" 30'-10" 29.-l" 27'-0" 34'-0" 32.-1" 29.-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-l" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30'-3" 27'-11" 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'-1" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31.4' 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23--1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'11" 19.2" O.C. 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29'-1" 28'-7" 27'-4" Snow 30K15 19'-10" 18'-9" 17'-5" 23'4' 22'-3" 20'-8" 25'-7" 25'-0" 23'4' 27'-5" 26'-9" 25'-11" 115% 40 18'-10" 18'-l" 17'-l" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26--1" 25'-8" 25'-2" 40 18'4' 17'-6" 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9"22'-1" 24'-9" 24'-4" 23'-8" 5017'-5" 16'-8" 15'-10" 20'-5" 19'-10" 18'-10" 22'-3" 22'-0" 21'-5" 23'-9" 23'-6" 23'-l" 50 17'-3" 16'-7" 15'-6" 19'-7" 1 19'-3" 18'-5" 21'-4" 21'-0" 20'-6" 22'-10" 22'-2" 21'-2" Non- 20 10 2VA" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11" 25'-0" 31'-4" 29'-9" 27'-7" Snow 20 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25'-5" 23'-5" 28--11" 28'-0" 25'-11" 125% 20 20 19--1" 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 1 24'-2" 22'-2" 26'-11" 26'-0" 24'-6" 25 10 20'-0" 18'11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'A" 18'-0" 16-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'-4" c. O.C. 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4" 17'-4" 16'-l" 21'-0" 20'-6" 19'-1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'4" 115% 40 10 17'-5" 16'-8" 15'-9" 20'-0" 19'-8" 18%9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11" 2214" 40 15 16'-9" 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" 50 10 16'-l" 15'-5" 14'-8" 18'-3" 1 18'-0" 1 17'-5" 1 19'-6" 19'-0" 18'-5" 19'-10" 1 19'-5" 18'-9" 50 15 15'-5" T 15'-2" 14'-4" J 17'-3" 16'-8" 15' "" 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 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. Base Cascade EWP • Eastern Specifier Guide - 08/04/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psn 115% and 125% Load BCI® 60s 2.0 Series 25/16" Flange Width Duration BCI® 90s 2.0 Series 31/2" Flange Width 11'/V BCI.60s 2.0 14" BCI.60s_2.0 4/12 4/12 1 8/12 or to I to Less 8/12 ;12/12 16" BCI° 60s 2.0 11Yi' BCI.90s 2.0 14" BCI.90_ s_ 2.0 4/12 1 4/12 1 8/12 or ' to to Less ! 12/12 16" BCI.90s 2.0 4/12 or Less 4/12 to 8/12 8/12 to 12112 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37'-7" 39'-0" 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'-11" 39'-4" 36'-4" 46'-5" 43'-7" 40'-3" 125% 20 1 20 30'-10' 28'-10' 26'-6" 35'-1" 32'-10' 30'-2" 38'-10' 36'-4" 33'-5" 35'-3" 33'-0" 30'-4" 39'-11" 37'-5" 34%5" 44'4' 41'-5" 38'-1" 25 1 10 32'-5" 30'-7" 28'-6" 36'40' 34'40' 32'-5" 40'-10' 38'-7" 35'41" 37--1" 35'-0" 32'-7" 42'-0" 39'-8" 36'-11" 46'-6" 44'-0" 40'-11' 25 15 30'-11" 29'-1" 26'-11" 35'-2" 33'-1" 30'-7" 38'-11' 36'-8" 33'-11" 35'-4" 33'-3" 30'-10' 40--1" 37'4" 34'41" 44'-4" 41'4" 38'-8" 12" O.C. 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" 35'4" 44'4" 42'-1" 39'4" Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3" 32'4' 34'-0" 32'-1" 29'4' 38'-6" 36'-4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'4" 30'-9" 29'-0" 35'-6" 34'4" 32'-2" 32'-3" 30'-11" 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'40" 36'-8" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'40' 27'40' 34'41" 33'-1" 30'-10' 31'-9" 30'-0" 28'-0" 36'-0- 34'-0" 31'-9" 39'-10" 37'-9" 35'-2" 50 10 26'-1" 25'-0" 23'-9" 29'-8" 28'-6" 27'-0" 26'-5" 32'-11" 32'-11" 31'-6" 29'-11" 29'-10" 28'-8" 27'-2" 33'-10" 32'-5" 30'-10' 37'-6" 36-11" 34'-2" 50 15 26'-1" 24'-10' 23'-3" 29'-8" 28'-3" 31'-4" 29'-3" 29'-10'y 28'-5" 26'-7" 33'-10" 32'-3" 30'-1" 37'-6" i 35'-8" 33'-5" Non- 1 20 1 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'41" 36'-9" 34'-1" 35'-4" 33'-4" 31'-0" 40'-1" 37'-10" 35'-1" 44'-5" 41'-11" 38'-11' Snowl 20 1 15 29'-3" 27'-6" 25-5" 33'-4" 31'-3" 28'-10' 36'-11' 34'-8" 32'-0" 33'-6" 31'.6" 29'4" 37'-11" 35'-8" 32'-11" 42'4" 39'-6" 36'4" 1259/6 20 1 20 27'-11" 26'-2" 24'-1" 31'.9" 29'4" 27'-4" 35'-2" 32'41" 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'-10' 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1" 36'-0" 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'4' 32'-0" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'4" 37'_10" 35,-1" 16" O.C. 30 10 28'-1" 26'-7" 24'-10' 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3" 30'-5" 28'-4" 36'-4" 34'-5" 32--2" 40'-3" 38'-2" 35'-8" Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'41" 32'-0" 29'-8" 29'-0" 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 28--0" 26'-5" 33'-1" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 15 25'-1" 23'-9" 22'-2" 28'-7" 27'-1" 25'-3" 31'-8" 30'-0" 27'-11" INA" 27'-2" 25'-4" 32'7" 30'-10" 28'-9" 36'-1" 34'-2" 31'-10" M 10 23'-7" 22'-8" 21'-6" 26'-10' 25'-9" 24'-6" 29'4' 28'-7" 27'-1" 25'-11" 24'-7" 30'-7" 29'-5" 27'-11" 33'-11" 32'-7" 30'-11" 15 23'-7" 22'-6" 21'-0" 26'-10' 25'-7" 23'-11" 28'-7" 27'-8" 26'-5" 25'-9" 24'-1" 30'-7" 29'-2" 27'-3" 33'41" 32'-4" 30'-3" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'41" 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" 3]01" 28•-1' 25'-10' 34'-0" 31'-10" 29'-3" 37.4 35-4 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" 33'40" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'41" 28'-2" 26•-1" 33'-1" 31'-2" 28'-11" 30'-1" 28'-4" 26'-3" 34•-1" 32'-1" 29'-9" 37'-9" 35'-7" 32•-11" 19.2" O.C. 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" 35'40" 33'-6" 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" 30'41" 28'-8" 36'-3" 34'-3" 31'40" 115% 40 10 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29'-0" 27'-4" 27'-5" 26'-3" 24'40' 31'-0" 29'40" 28'4" 34'-5" 33'4" 31'4" 40 15 23'-7" 22'-4" 20'-10' 26-10' 25'-5" 23'-8" 28•-1" 27'-0" 25'-7" 26'41" 25-6" 23'40' 30'-7" 28'41" 27'-0" 33•40" 32--1" 29'41• 50 10 21'-3" 20'-3" 25'-3" 24'-2" 23'-0" 21'-11" 25'-10' 23'-9" 25'-3" 23'-0" 24'-5" 21'-11" 25'-4" 25,_4" 24'-4" 24'-2" 23' 1" 22'-7" 28'-8" 28'-8" 27'-7" 27--5. 26'-2" 25'-7" 31'-10" 29'-8" 30'-7" 28'-8" 29'-1" 27'-5" 50 i 15 22'-2" 22'-2" 2'-2" 19'-9" 23'-9" 23'-0" Non- 20 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'.9" 29'-0" 27'41 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" 23-41" 31'-5" 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" 34'4" 32'-4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26--1" 24'-2" 30'-8" 28'41" 26'-9" 27'40" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'41" 32'41" 30'-6" 24" O.C. 30 10 24'-5" 23'-1" 21'-7" 27'-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" Snow 30 15 23'-4" 22'-1" 20'-6" 26.-7" 25'-1" 23.-4" 27'-4" 26'-1" 24'-5" 26'4" 25'4" 23'-5" 30'-3" 28'-7" 26'-7" 33'-7" 31'-8" 29'-5" 115% 40 10 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10' 24'-9" 24'-1" 23'-1" 25'-4" 24'-4" 23'-0" 28'-8" 27'-7" 26--1" 30'-11" 30'-0" 28'40' 40 15 21'-10" 20'-8" 19'-3" 22'-5" 21'-6" 20'-5" 22'-5" 21'-6" 20'-5" 24'41" 23'-7" 22'-0" 27'-9" 26'-8" 25'4' 28'-0" 26'41" 25'-6" 50 50 10 15 20' 6" 19'-0" 19' 8" 18'-4" 18'-9" 17'-6" 20'-8" 19'-0" 20' 2" 18'-4" 19' 6" 17'-6" 20'-8" 19'-0" 20'-2" 18'-4" 19'-6" 17'-6" 23'-5" 23'-4" 22'-6" 22'-4" 21'-5" 20'-11" 25'-7" 23'-6" 24'-11" 22'-9" 24'-1" 21'-8" 25'-9"' 23'-8 22'.11" 25'-2" 24'-4" 21'-10" s j NO Boise Cascade EVVP • Esslem Specifier Guide • 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 13/4' Flange Width 9'/" BCI® 4500s 1.8 11 %" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow 115% Non- Snow 125% U240 Snow 115% I Non- I Snow 125% U240 Snow 115% Non- Snow 125% U240 Snow 115% I Non - Snow 125% U240 6 315 343 338 367 353 383 356 387 7 270 294 289 315 302 329 305 332 8 236 257 253 275 264 287 267 290 9 210 228 225 245 235 255 237 258 10 189 205 202 220 211 230 214 232 11 172 187 184 200 192 209 194 211 12 147 160 169 183 176 191 178 193 13 125 136 156 169 162 177 164 179 14 108 118 107 139 151 151 164 152 166 15 94 102 88 121 131 141 153 142 155 16 83 90 73 106 115 126 137 133 145 17 73 80 61 94 102 111 121 125 136 18 65 1 67 51 84 91 99 108 113 123 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 73 79 83 90 22 56 61 47 66 72 76 82 23 51 54 1 42 61 66 69 75 24 47 48 37 56 60 54 64 69 25 43 43 32 51 56 48 59 64 26 47 51 42 54 59 27 44 48 38 50 54 28 41 44 34 47 51 46 29 43 47 1 41 30 40 44 1 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 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. Boise Cascade EWP • Eastern Speurier Guide - 08/04/2015 Roof -Load Tables- -- -- - — --- -- -- ---- Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3%" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 91/2" BCI® 5000s 1.8 11 W BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load I Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 220 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 162 177 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 42 78 85 71 93 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 33 55 59 48 27 51 55 43 28 1 47 50 38 71 Boise Cascade EWP • Eastern Specifier Guide • 08N412015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLQ 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z" per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 9'/2" BCI® 6000s 1.8 117/s" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load I Deflect. Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 175 167 182 170 185 15 126 137 111 150 163 156 169 159 173 16 111 121 92 140 153 146 159 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 130 125 136 20 63 63 48 91 99 80 108 117 119 129 21 55 55 42 83 90 69 98 107 112 122 22 48 48 36 75 79 60 89 97 88 102 111 1 23 42 42 32 69 70 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 54 73 79 27 43 1 43 33 1 59 63 48 67 1 73 65 28 1 1 55 1 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. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 117/a" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load I Deflect. Total Load I Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115a/o Non- Snow 125% L/240 Snow 1150/6 Non- Snow 125% L/240 Snow 115% Non- Snow 125e L/240 Snow 115a/0 Non - Snow 1250/0 L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 41 31 67 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 Boise Cascade EWp - Eastern Specifier Guide - 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2" 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 31/2" Flange Width 11"/s' BCl0 6Os 2.0 14" BCI®60s 2.0 16" BCI.60s 2.0 11'/s' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load LRAct 1 Total Load -Defle I Total Load Deflect 1 Total Lo d Deflect- 1 Total Load Defiect 1 Total Load Defle Span Length Snow o Non- Snow 01 124n Snow 0 Non- Snow 0 Snow 0 Non- Snow 0 Snowl0 Non- Snow 0 i l Snow Alt Non- Snow o I f Snow o, Non - Snow o 6 413 449 413 449 413 449 507 551 510 555 1 - 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 8 309 336 309 336 309 336 380 413 383 416 385 419 9 275 299 275 299 275 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 53 53 41 40 40 31 58 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade EV.P - Eastein Specifier Guide - 0810412015 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® Design Properties BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 106 lb-in2] K x 106 Ibs] Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1' W Bearing 3'/2" Bearing 315V Bearing 5'/." Bearing No WSM WSM No WS01 WSM NoWSMWSMNoWS01WS1219% 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500S 11A 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 ' 2525 3350 9'/ 2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 2525 2750 5000s 11Ya 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% 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11'/. 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 9Y 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11'/e 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 3. 2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 60s11% 2. 0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 016 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 4. 3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 4350 90S11% 2. 0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 016 4.9 13050 1330 9 1-2-5-5-0-1 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) 0 - 5W1' W12 384 EI + K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness [lb -in 2] K = shear deformation coefficient [lb] BCI® Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O. C. Spacing inches End of Joist inches O. C. Spacing inches End of Joist inches 8d Box (0.113'e x 2.5") 2 1 Y2 4 1'/2 8d Common 0.131'e x 2.5') 2 1'/2 4 3 10d & 12d Box (0.128'e x T, 3.25') 2 1'/2 4 3 16d Box 0.135'0 x 3.5' 2 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148'e x T, 3.25") 3 2 6 4 16d Common 0.162'e x 3.5' 3 2 6 4 BCI® Diaphragm Table (1) BCI• Series Dia hra mCapacity m(3) 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 edges inbuildingcode6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 lb/ft for 4" o.c. nailing, staggered @ panel edges inbuildingcode60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. NOTES: If more than one row of nails is used, the rows must be offset at least 2 inch. Simpson Strong -Tie A35 connectors may be attached to the side of 1300 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EWP • Eastern Specifier Guide • 08J04i2015 Boise Cascade Rimboard a.e Boise Cascade Rimboard Product Profiles 110, 11/8" 1 rr BC RIM BC RIM BOARD® OSB BOARD®* 15/16'" 13/4 rr VERSA -LAM® VERSA -LAM® 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. e14 Min. 6d nails at 6' D.C. per IRC. Connection per design professional of record's specification for shear transfer. Parallel See chart for vertical load capacity. Connection per design professional of record's specification for shear transfer. Exterlor Wall Sheathing Me& U/-' thickness BCN/Ns•Joists \ Perpendicular or parallel to rim q die through Dohs (ASTM A307 Grades Aaa. SAE J422 Grades i or 2, or higher with washes and nub) or W die lag strews (full penetra0on), araggered Min. connection for 40110 par dock load) Deck Jolt Length I Connection 12'-0' d leas 2 rows W bolt or lag screw, 24' o.c. 300 pit mac 12'-1'-1 -W 2 rows 41 bob at lag screw, 16• o.a (450 pit maL) 1 Note: For stow bade groeter than 40 pst andbr dead bads greaterthan10psf, ire oo 211: per neu pr values shown above. Treated Ledger Use only fasteners that ate approved for use with corresponding wood heatment BOISE CASCADE' Rimboard Notes: Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescriptive Residential Wood Deck ConstnJcf. I Guide. Boise Cascade Rimboard Properties Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product fpin fib]Ib/ft lb/in lb/in Ibfin Ibfin V BC RIM BOARD*n1 3300 3500 180 Limited s an capabilities, see note 2ppVBCRIMBOARD° OSB m 1'A" BC RIM BOARD° OSB M 4400 3500 1 180 Limited span capabilities, see note 2 is/re' VERSA -LAM* 1.4 1800 (1) 6000 4450 Permitted per building code for all nominal 2' thick framing floor diaphragms 1800 1,400,000 225 525 1'/4" VERSA -LAM* 2.0 3100 (') 5700 I 4300 Permitted per building code for all nominal 2" thick framing floor diaphragms 3100 2,000,000 285 750 NotesProduct Closest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1" BC RIM BOARD* m 1'W' BC RIM Plea" VERSA -LAM V/." VERSA -LAM* Narrow Face [in] product information. 1" BC RIM BOARD* OSB (4 BOARD* OSB (2) 1.41800 01 2.031000) 2. See Performance Rated 8d Box (0.113'e x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131"e 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 & 12dCommon & further nailing information. 1.0Sinker (01_48:e_X_3" -3.25:) 6 6 16dCommon (0.162"o x 3.5') Boise Cascade EWP • Eastem Specifier Guide - 08t0412015 VERSA -LAM® Products An Introduction to VERSA -LAM® Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. V-ERSA-LAM® Beam -Architectural -Specifications --.- Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design- VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing Notes 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. Allowable- Holes in- VERSA - LAM®- Beams See Note 3 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. ye span 5. The maximum round hole diameter permitted is: End Bearing Beam Depth Max. Hole Diameter 5%' 3/:' 7'/4„ V 9%" and greater 2" 3 Depth 3 Depth 1/3 Span - V' 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 Specificationm 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. Base Cascade EVVP • Eastem Specifier Guide • OSM/2015 VERSA -LAM° Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Provide Strap per code If top plate is moisture barrier and not continuous over header. Verity hanger lateral restraint space y fair capacity with at bearing. hanger required between manufacturer concrete and wood. 0 Trimmers :1® Slope seat cut Bevel cut r Beam to concrete/masonry walls t Wood top plate must be flush i with Inside of well Sloped seat cuL i Hanger Not to exceed t Inside face I of bearing. t 00 NOT bevel cut VERSA4.AM6 beyond Inside face of wall without approval from Blocking not Boise Cascade EWP Engineering Moisture barrier between t • shown for clarity. t or BC CALC* software analysis. t • concrete and wood VERSA - LAM° Installation Notes Bearing at column VERSA LAM' column Pperdresign nconnectorsional ord Bearing framing into wall Strap per code If top plate Is not continuous B09 Ill Minimumof' b" air space between beam and wall pocket or adequate barrier must be VERSA -LAM* beams are intended for interior applications only and should be kept as dry provided between beam and concretelmasonry. as possible during construction Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region' s Specifier Guide. Multiple--Member-- Connectors - --- - -- - Side -Loaded Applications Maximum uniform Side Load [pit] Nailed m h` Ola. Through Bait r'n Y.' Oia. Through Boll Number 2 rows 16d 3 rows tad 2 rows 2 rows 2 rows 2 rows ( 2 rows ® 2 rows of Sinkers ® Sinkers 6 24' o e 12" o.c. (8J 8' o c 24" o.c. 12' o.c. 6' o e. Members 12" o c. 12` o.c. sta eyed sta erect sta erect ste ered sta eyed sta eyed 11%" VERSA - LAMP (Depths of 18" and less) 2 1 470 1 705 1 505 1 1010 2020 560 1 1120 2245 3m 350 1 525 375 755 1515 420 840 1685 4M use bolt schedule 335 670 1345 370 745 1495 3'W' VERSA -LAM* 2m use bolt schedule 855 1 1715 1 N/A 1125 2250 N/A 1'/." VERSA - LAM* (Depths of 24") Number of Members Nailed nn W Ola. Through Bail Dia. Through Bolt(" 3 rows 16d Sinkers @ 12" o. c 4 rows 16d Sinkers @ 12'o. c. 3 rows @ 24' o. c. 8" sta ered 3 rows Q 18" o. c 6" stannered 3 rows ( M 12' o. c 4' sta ered 3 rows ® 24" o c. 8" stannered 3 rows @ 18" o. c. 6" staaaered 3 rows Q 12' o. c. 4" staQaered 2 705 940 755 1010 1515 840 1120 1685 3 m 525 705 565 755 1135 630 840 1260 r__47( oT_luse bolt schedule 505 670 1010 560 745 1120 1. Design values app to common bolls Nat conform ANSI/ASME standard 818. 21.1981 fASTM A307 Grades A& B. SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shag be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for W bolts and 2W for 'A' bolts Bolt holes shall be the same diameter as the boll 2 The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0.135' diameter x 3.5' length, 164 sinker nads = 0.148' diameter x 3 25' length 4. 7' wide beams must be top -loaded or loaded from both sides (lesser side shall be no less than 5%of opposite side). Top -Loaded Applications For top - loaded beams and beams with side loads with less than those shown. Plies Depth Nailing (1) Maximum Uniform Load From One Sid! 2) IM.." plies Depths 11' R" & less 2 rows 16d box/sinker nails 12" o.c. 400 pif Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pit Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c 800 pff 3) 1'/."" plies nl Depths 11'/.` & less 2 rows 16d box/sinker nails @ 12" o.c. 300 pif Oe the 14" - 18" 3 rows 16d box/sinker nails 12" o.c. 450 If De th = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 pff 4) 13/." plies De the 18" & less 2 rows IN bolts @ 24' o.c., staggered 335 pff Depth = 24" 3 rows W bolts 9D 24" o.c., Staggered eve 8' 505 pff 2) 3' b" plies Depths 18" & less 2 rows IN bolts @ 24' o.c., staggered 855 pif Depth 20" - 24" 3 rows IX bolts @ 24' o.c, sta gered eve 8' 1285 pff 1. The nag schedules shown apply to and by 25%for non -gnaw load roofs 7. Connection values are based upon both sides of a 3-member beam. where the buildup code slows the 2012 NOS. 2. 16d box nails = 0135 diameter x S. Use allowable load tables or BC 8. FiatenMasterTrusill Simpson 3 5' length, 16d sinker nails = 0.148' diameter x 3. Y length. CALC• software to size beams. Strong -Tie SOW or SOS, ondUSP WS be to 3. Beams wider than 7' must be 6 An equivalent specific gravity of 0.5 may be used when designing screws my also used connect mulNPb member VERSA- desfpned by the engineer of record specific Conn coons with VERSA LAM' Mama contact Bob* Casesda EWa Engineering for 4. Alivaluesintheseladesmaybeincreasedby 15%for snav-bad roofs LAMS further irdormatom Boise Cascade EWP • Eastern Specifier Guide • D8104/201S 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 connect a multiple -ply VERSA-LAM* floor beam Given: Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14" _ in Find. A multiple 1'/V ply VERSA -LAM* that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting. 14'/ 2 + 18'/ 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC* to size beam A Triple VERSA -LAM* 2.0 3100 1%" x 14" is found to adequately support the design loads 3. Calculate the maximum pill load from one side the right side in this case). Max Side Load = (18' / 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1'/." VERSA -LAM*, 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c, 525 pit is greater than 450 plf OK Bolts: W' diameter 2 rows @ 12" staggered 755 pit is greater than 450 pit OK VERSA -LAM® Floor Load Tables VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load (plf] KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports linchesl Span ft] 1'/." VERSA -LAM* 2.0 3100 Double VERSA LAM 2 0 3100- LAM6 2.0 3100 or Triple Ply ? VERSA -LAM 2.0 2.00100 or Ouadrupl a?VERSA LAM 2.0 IW M* 2.0 3100 or 7W 9'W 117/," 14" 714" 1 9'W' 11%" 14" 1 16" 18" 24" 9W' 1I' ' 14" 16" 1 18" 1 20" 24" 11'/i' 14" 1 16" 1 18" 1 20" 1 24" 763 1063 1424 1795 1525 2126 2849 3520 4387 5232 5226 3189 4273 5384 6580 1 7848 1 7845 7838 5697 7179 8773 10463 10459 10451 6 762 1525 1.8/4.1 2.4/6.1 3.3/8.2, A110. 1.8/4.4 2.4/6.1 3.3/8.2,4.11I0.1 5112.8 6115 6115 2,416.1 3.3/8.2,1.1/10.1 5/12.8 6/15 6115 8115 3.3/8.2.4.1110.3 5112.8 6115 8/15 1 6115 479 746 979 1 1207 957 1 1492 1957 2414 2886 3402 3013 2237 2936 3622 4328 5103 5876 5870 3914 4829 5771 6803 78U 7826 8 1 322 724 643 1 1447 2171 1.513.7 2.315.7 317.5 3.719.3 1.5/3.7 2.3/5.7 317.5 3.7/9.3,4.4/11.1 5.2/13 6115 2.3157 3/7.5 3.7/9.3,4.4/11.1 5.2/13 6115 1 6/15 3/7.5 3.7/9.3,4.4/11.1 5.21131 6115 1 6115 243 1 551 745 1 909 487 1102 1489 1 1817 2148 1 2502 1 3126 1653 1 2234 1 2728 1 3222 3753 1 4322 4688 2978 3635 4206 1 5003 5763 6251 10 165 1 370 721 329 741 1447 1 - 1111 1 2171 2894 1.513 2.115.12.917.1 3.518.7 1.513 2.115.12.917.1 3.518.714.111044.8112 1 6115 2.115.32.9/7.1 3.5/8.7,4.1/f04.8112;5.5/13.8 8/1S 2.9/7.1 3.518.7,4.11104 4.8112 5.5113.6 6/15 182 1 413 665 1 808 364 825 1330 1617 1904 2209 2839 1238 1995 2425 2858 3313 3800 4259 2659 3233 3807 4417 5067 5679 11 124 278 544 247 S57 1087 83511.7/4.412.817 1631 2175 1.5/3 1.7/4.4 2.8/7 3.4/8.5 1.5/3 1.7/4.1 2.8/7 3.418.5 4/10.1 4.7111.71 8/15 3.4/8.5 4I10.1 1.7/11.7,5.4/11.4 8115 2.817 3.4/8.5 4/10.1 4.7111.75.4/13.4, 8/15 139 317 585 728 279 1 634 1 1170 1456 1709 1 1977 2601 950 1755 2184 2564 2965 3390 3901 2340 2912 3418 3953 4519 1 5201 12 95 214 419 686 191 429 837 1372 643 1256 2058 1675 2745 1.513 1.513.7 2.716.8 3.418.4 1.513 1.5/3.7 2.7/8.8 3.4/8.1 3.9/9.9,4.6111.4 6/15 1.5/3.7 2.7/6.8 3.418.4 3.9/9.9 4.6/11.4, 5.2113 6115 2.7/6.8 3.4/8.4 3.9/9.9,4.6/11.4, 5.21131 6115 109 1 248 488 662 217 495 976 1324 1550 1789 2399 744 1464 1288 1 2326 2683 1 3059 1 3598 1952 2647 3101 3577 4078 4797 13 75 1 169 329 540 150 1 337 1 659 1079 50611.513.112.418.113.318.313.919.74.5/ii.ii.1/12.fI 998 1819 1317 2159 1.513 1.5/3.1 2.4/6.1 3.3/8.3 1.513 1.5/3.1 2.4/6.1 3.3/8.3 3.9/9.74.5/11.2 6115 6/15 2.1/6.1 3.3/8.3 3.9/9.74.5/11.25.1/12.7t 6/15 86 1 198 390 585 173 1 395 1 779 1 1171 1418 1633 2226 593 1169 1756 1 2128 2449 1 2786 3338 1558 2342 2837 1 3265 3715 1 4451 14 60 1 135 264 432 120 1 270 1 527 1 864 1290 405 1 791 1296 1 1935 1055 1728 2580 1 - 1.5/3 1 1.513 2.1/5.3 3.2/79 1.513 1 1.513 12.115.3 3.217.9 3.8/9.6 4.4111 6115 1.513 2.115.3 3.217.9 3.819.8 4.4111 15112.51 6115 2.115.3 3.2/7.9 3.819.8 4.4111 5/12.5 1 6115 70 160 316 509 139 320 631 1011 1307 1502 2076 479 947 1527 1960 2253 2558 3113 1262 2038 2614 3003 3410 4151 15 49 110 214 351 9B 220 429 1 703 1049 1493 329 1 643 1 1054 1 1573 2240 858 1405 2098 2987 1.513 1 1.5/3 1.814.8 2.917.4 1.5/1 1.5/3 1.8/4.8 2.9/7.4 3.8/9.54.3/10.9 6115 1.513 11.8148 2.9/7.4 3.8/9.5,4.3/10.44.9/12.3 6115 1.8/4.8 2.9/7.4 3.8/9.5,4.3/10.94.9/12.8 8115 57 1 131 259 1 427 113 262 518 854 1 1151 1390 1944 393 777 1281 1 1727 1 2085 2364 2017 1036 1708 2303 2780 3151 3889 16 40 1 90 177 1 289 80 1 181 1 353 579 1 864 1230 271 530 868 1 1298 1 1848 - 707 1158 1728 2461 1.513 1 1.513 1 1.614 12.818.6 1.5/3 1 1.5/3 1 1.614 12.816.613.618.9.4.3110.7 6115 1 513 1 1.614 2.6/6.8 3.6/8.9,4.31101.4.9112.2 6/15 1.614 2.6/6.6 3.6/8.9,4.3/10.7,4.9/12.2 6/15 108 215 355 93 1 217 430 710 1018 1 1274 1 1826 325 645 1065 1527 1911 1 2196 2739 860 1420 2036 2547 2929 3652 17 1 75 147 241 67 1 151 295 483 720 1 1026 1 - 226 442 724 1081 IS39 1 2111 - 589 965 1441 2052 2814 1.5/3 1.513.8 2.315.9 1.513 1 1.513 1.5/3.8 2.3/5.9 3.3/8.4,4.2/10.5 6115 1.513 1.5/3.8 2.3/5.9 3.3/8.4,4.2/10.5 4.8112 6/15 1.5/3.8 2.3/5.9 3.3/8.4,4.2/10.5 4.8112 6/15 90 180 1 298 77 1 181 1 360 596 894 1134 1701 271 1 540 894 1341 1701 1 2051 2552 720 1191 1788 1 2268 2735 3402 18 64 1 124 203 56 127 248 407 607 864 191 1 372 610 910 1296 1778 496 813 1214 1 1728 2371 4.8/11IAS.01114.41.513 1.513.2 2115.2 1.5/3 1 1513 1.513.2 2.115.2 3.117.E 419.9 159114A 1.513 1.513.2 2.115.2 3.117.8 4/9.9 4.8/11.95.9/14. 1.513.2 2.115.2 3.117.8 410.9 76 152 1 252 6S 152 1 304 504 758 1 1018 1 1592 229 457 1 757 1 1137 1524 1863 2398 609 1009 1 1516 2032 2484 3184 19 S4 105 173 48 108 211 341 518 1 735 162 318 1 519 1 774 1102 1512 - 422 691 1 1032 1470 2016 1.513 1 1.5/3 1.9/4.7 1.513 1 1.513 1 1.513 11.914.71 2.817 13.719.4 5.8114. 1.5/3 1.513 1.9/4.7 2.817 3.7/9.4,4.8/1145.8/14. 1.5/3 1.914.7 2.817 3.7/9 4,4.6/11.4S.8/14. 65 130 215 54 1 129 1 259 430 647 015 1496 194 389 646 071 1 1373 1678 2243 1 519 861 1295 1830 2237 2991 20 46 90 US 41 1 93 1 181 296 442 630 1493 139 271 445 664 1 945 1296 2240 362 593 985 1260 1728 2987 1.513 1.513 1.714.2 1.513 1.513 1.513 1.7/4.2 2.5/6.3 3.8/8.93.8/14. 1.513 1.513 1.714.2 2.518.3 3.618.9,, 3/10.85.8/14. 1.513 1.7/4.2 2.5/6.3 3.6/8.9,1.3/1085.8114 96 160 95 192 320 482 692 1301 142 288 480 721 1038 1382 1956 384 640 965 1383 1842 2608 22 68 111 70 136 223 332 473 1122 104 204 334 499 710 97413.919, 1683 272 445 665 947 1299 2244 1.5/3 1.513.5 1.513 1.513 11.513.512.115.21 3114 5.6/13. 1.5/3 1.5/3 1.513.5 2.115.2 317.4 95.6/13. 1.513 1.5/3.5 2.1/5.2 317.1 3.9/9.95.6/13. 72 122 71 145 243 368 529 1092 106 217 365 552 703 1095 1638 290 486 736 1057 1460 2184 24 52 Be 54 105 172 256 365 864 80 157 257 394 547 750 1298 209 343 512 729 1000 1728 1.513 1.513 1.5/3 1.513 1.513 1.8/4.1 2.5/6.35.1/12. 1.513 1.5/3 1.513 1.814.4 2.516.1 3.4/8.63.11129. 1.913 1 1.5/1 1.8/4.4 2.5/6.3 3.418.8 5.1111121 56 94 54 Ill 188 286 412 1 227 80 107 282 1 429 1 618 855 1390 223 376 572 824 1139 1853 26 41 67 42 1 82 135 201 287 1 680 63 124 202 1 302 1 430 590 1020 165 270 403 574 787 1350 1.5/3 1.513 1.513 1 1.513 1 1.513 1.513.7 2.115.3!4.7 111.9 1.513 1.513 1.513 11.5/3.7 2.1/5.3 2.917.314.7 11.1 1.513 1 1.513 11.513.7 2.1/5.3 2.9/7.34.7/11. 74 1 87 1 148 228 326 792 61 130 222 338 489 678 1188 174 296 451 652 904 1584 28 54 66 108 161 230 544 51 99 162 242 344 472 816 132 218 322 459 630 1088 1.513 1.513 1.513 1.513.2 1.814.6.1.4/10. 1.513 1 1.513 1 1.5/3 1513.2 1.814.8 25163,4.4/10. 1.5/3 1 1.5/3 1.513.2 1.814.E 2.516.3i44110. 59 68 1 118 180 262 639 102 176 271 1393 548 959 137 235 1 361 523 1 728 1279 30 1 54 1 88 131 187 1 442 1 1 80 132 197 1280 384 1i84 107 178 T262 371 1 512 885 1.5/1 1 1.513 1 1.5/3 1.513 1.6/4 Il.819.5 1 1.513 1.513 1 1.5/3 1 1.614 2.215.5 3.819.5 1.513 1 1.513 1 1.5/3 1 1.614 12.215513810.5 Total Load values are limited by shear, moment or deflection equal to LI240. Total Load values are the capacity of the beam in addition to its own weight Live Load values are limited by deflection equal to L1360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value v40 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 the beam Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam For 2-ply 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may bepossible to exceed the limitations of this table by analyzing a specific application with the BC CALL software. Base Cascade EkvP • Eastern Specifier Guede • 08I002015 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 Reauired Bearino Length at End / Intermediate Su000rts finches) Span ft] 1'/.' VERSA -LAM' 2.0 3100 Double Ply 1'/.' VERSA -LAM* 2.0 3100 or 3K" VERSA -LAM 2.0 3100 Triple Ply 1'/." VERSA -LAM' 2.0 3100 or 51/.' VERSA -LAM 2.0 3100 QuadruplePly 1%' VERSA -LAM$ 2.0 3100 or 7" VERSA -LAM 2.0 3100 71/." 91Y.- Ill1%- 1 14" 7Y." 1 91,9' 111Y." 1 14" 1 18" 1 18" 24" 91W' IllWI 14" 1 Is- 1 18" 1 20" 1 24" 11%" 1 14" 1 16" 1 18" 1 20" 1 24" 878 1223 1639 1 2065 1755 2448 3278 1 4130 1 SO47 5226 3669 4917 6195 7570 7848 7845 7838 6558 8260 10094 10463 10459 104516 215 2.617 38/9.44.7111. 2/5 2.817 3.8/9.44.7111.85.8114.t15232 6/15 6115 2.817 3.819.4,1.71It U.8114.5 6/15 6/15 6115 3.810.4 4.7/11.85.8/14.5 6/15 1 6115 6115 598 858 1 1128 138191197 1717 2252 2779 3321 3915 3913 2575 13370 4168 4961 15872 5876 15870 4101 1158 6642 7829 7834 7826 8 482 965 1. 8/1.8 2.6/6.8 3.518.84.31.814.8 2.616.8 3.5186,4.3110.65.1/1271 6115 6115 2.616 6 3.5/6.64.3/10.65.1/12.7 6115 e i 6115 3.5/8.6,4.3/10.65.1112.7 8/15 6115 6115 326 637 3351182 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 10 247 11.513.112416.1 556 494 1111 1667 4/ 10 1.5/3.1 2.4/8.1 3.3/8.2 4/10 4.7I11.95.5/13.8 8/15 2.4/8.1 3.3/8.2 1/10 1.7/11.95.5/13.8 8/15 6115 3.3162 4/10 47/11.95.5/13.8 6115 6/15 244 528 1 765 931 487 1 1052 1 1531 1861 1 2192 1 2543 1 2839 1577 1 2296 1 2792 3288 1 3814 4265 4259 3062 1 3723 1 4383 1 5085 87 5679 11 186 418 371 835 1253 1. 5/3 2.2158 3.218.1 3.919.8 1.513 2.2/5.8 3.2/8.1 3.0/0.84.8/11.615.4/13.4 8/15 2.2/5.8 3.2/8.1 3.9/9.84.6/11.65.4/13.4 8115 a/15 3.218.1 3.919.848/11.65.4/13.4' 6115 1 6115 187 424 671 1 838 374 1 $48 1 1347 1676 1968 2276 2601 1272 1 2021 1 2511 1 2952 1 U14 3903 3901 2694 3353 1 3936 4552 1 5203 1 5201 12 143 1 322 628 13.117.813.9/9.7 1 - 288 1 643 1 1256 965 1 1884 2512 1. 5/3 1 2/4.9 1.5/3 1 214.9 3.1/7.8 3.9/9.74.5/11.35.2/13.1 6115 214.9 3.1/7.8 3.9/9.74.5/11.35.2/13.1 6/15 6115 3.117.8 3 9/9.714.5111.3.5.2/13.11 6115 1 8M5 146 1 332 573 762 292 1 665 1 1146 1 1524 1785 1 2060 1 2399 997 1 1719 2287 1 2678 1 3089 1 3522 3598 2292 1 3049 3571 1 4110 4698 1 4797 13 112 1 253 494 225 508 988 759 1482 1978 1. 5/3 1.7142 2.917.2 3.8/9.5 1.513 1.7/4.2 2.0/7.2 3.8/9.54.5/11.251/12.9 8/15 1.7/4.2 2.9/72 3.8/9.54.5/11.25.1/12.95.9/14.71 8115 2.917.213.81954.5111.2,5.1/12.95.9114.71 8/15 16 265 493 674 233 530 987 1349 16U 1880 2n8 796 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 4278 4411 140 1_. 51311.5/3.6 203 396 648 180 405 791 1296 608 1187 1944 1582 2593 2. 716.7 3.619.1 1.513 1.5/3.8 2.7/67 3.6/9.1 4A/11 5.1112.71 6/15 1.513.8 2.716.7 3.619.1 4.41it 5.111275.8114.1 6115 2.718.7 3.6/9.1 4.1/11 5.1/12.75.8114.4 18115 94 215 423 586 188 429 848 1173 1505 1730 2076 644 1288 1759 2258 2595 2948 3113 1691 2346 3011 U59 3926 4151 15 73 1 165 322 527 146 329 643 1 1054 1 404 965 1581 1288 2108 1. 5/3 1 S13.1 2.518.1 3.4185 1.513 1,513.112.516.1 3.118.54.3110.9 5/12.5 6115 1.513.1 2.5/6.1 3.1/8.54.31f0.9 5112.5 5.71142 8115 2.516.1 3.418.54.3110.0 5112.51.7114.2 8115 77 176 347 515 153 352 695 1029 1327 1601 1044 528 1042 1S44 1990 2402 2723 2917 1389 2058 2653 3202 3630 3889 16 60 136 265 434 121 271 530 868 1206 407 795 1303 1944 1060 1737 2593 1. 5/3 1.5/3 2.215.4 3.217.9 1.513 1 1.513 122/5.4 3.2/7.9,4.1/10.24.9/12.3 6115 1.5/3 2.2/5.4 3.2/7.9,4.1/10.24.9/12.35.6114 16115 2.2/5.4 3.217.9,4.111014.9/12.35.6114 6/15 63 148 289 455 127 292 577 910 1173 1468 1829 438 ON1365 1760 2201 2531 2743 1154 1820 2346 2935 3374 3657 17 50 113 1 221 1 362 101 1 226 442 1 724 1081 339 663 1086 1621 884 11.9/4.81317.5 1448 2161 1. 5/3 1 1.513 11.914.81 317.5 1.5/3 1 1.513 11.914.81 317.5 13.919.614.81121 6115 1.513 1191481 3/7.5 3.919.8 4.8/125.5113.81 6/15 13.9198 4.811215.5/13.8 6115 53 122 242 399 108 1 244 484 799 1 1045 1307 1728 367 728 1 1198 1587 1961 2364 2588 988 1598 2089 1 2614 1 3151 1 3451 18 42 95 1 186 305 95 1 191 372 610 1 910 1296 288 558 1 915 1 1368 1 1944 744 1220 1821 1 2593 1. 513 1 1.513 J 1.714.3 2.817 1.513 1 1.513 11.714.31 2.817 3.6/9.14.5/11.4 6115 1513 11.7/4.31 2.817 3.6/9.14.5/11.45.5/13.7 6115 11.714.31 2817 3.6/9.1,4.5/11.45.5/13.71 6115 103 205 11 339 89 1 208 1 410 677 938 1 1171 1 1634 310 1 615 1 1016 1404 1757 2147 2450 820 1 1354 1872 2312 1 2862 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 633 1037 1546 2204 1. 5/3 1.5/3.8 2.5/8.3 1.513 1.5/3 1.5/3.8 2.5/6.1 3.4/8.64.3/10.9 8115 1.5/3 1.5/3.8 2.5/8.3 3.4/8.64.3110.85.3/13.1 6115 1.5/3.8 2.516 313.418.6.4.3110.85.3113.11 6115 881 175 289 1 75 176 350 579 843 1055 1551 263 525 868 1265 1583 1934 2328 699 1157 1686 2110 2579 3101 20 fill 136 222 62 139 271 445 664 945 208 407 887 998 1 1418 543 889 1327 1890 1. 513 1.513.4 2.315.6 1.513 1.513 1.5/3.4 2.3/5.8 3.3/8.24.11102j 6115 1.5/3 1.513.4 2.3/5.8 3.3/8.24.1/f0215/12.5 6/15 1.5/3.4 2.3/5.8 3.3/8.24.1/10.25/12.5 8115 85 130 216 54 130 280 1 431 649 869 1 1407 194 390 1 647 1 973 1 1303 1593 2111 520 862 1297 1738 1 2124 1 2815 22 1 52 1 102 11.914.71 18748 104 204 334 199 710 157 308 501 748 1085 1481 408 888 991 1420 1948 1. 513 1.513 1.513 1 1.513 1 1.513 11.914.71 2.817 13.7/9.31 6115 1.513 1 1.513 11.014.71 2.817 3.719.3,4.5/11.3, 6115 1.513 11914.71 2817 3.719.3,4.5/11.3 6115 99 164 1 98 1 197 1 329 1 498 711 1259 146 1 296 1 493 1 744 1068 1334 1889 395 1 658 1 992 1 1422 1 1779 1 2518 24 79 129 80 157 257 384 547 121 236 388 576 820 1125 11 314 515 788 1094 1500 1. 5/3 1.613.9 1.513 1513 1.613.9 2.315.9 3.318.35.9/14. 1.513 1.513 1.613.9 2.315.9 3.318.3,4.2110.45.9114. 1.513 1.8/3.9 2.3/5.9 3.3/8.3,4.2/10.45.9/11. 78 8 75 153 258 387 555 1089112 ne 38J 580 833 1132 1804 305 511 773 1110 1510 2119 26 62 1163 102 124 202 302 4301020 95 185 304 453 845 885 1529 247 405 601 860 1180 2039 1. 5/3 513.3 1.513 1.513 1.513.3 215 2.8/7.1,5.4/13. 1.513 1 1.5/3 11.513.31 2/5 12.8/7.1 3.819.65.4/13. 1.513 11.513.31 215 2.8/7.1 38/9.6,5.4/13. 60 101 58 120 1 202 306 441 919 87 1 180 303 459 1 661 1 914 1 1378 240 1 404 1 612 1 882 1 1219 1837 28 49 81 51 99 1 162 242 341 816 78 1 148 243 363 1 517 1 709 LL224 198 1 324 1 484 1 689 1 945 1633 1. 5/3 1.5/3 1.513 1 1.513 1 1.5/3 11.714.312416.1 5112.6 1.5/3 1 1.513 1 1.5/3 1.7/1.3 2.4/8.1 3.4/8.4 5/128 1.5/3 1 1.513 1.7/4.3 2.4/6.1 3.4/8.4 S/12.8 81 95 1 161 1 246 355 1 797 68 1 143 1 242 1 369 533 738 1198 190 1 323 1 492 1 710 1 984 1591 L3O6680113211972801664821219981295120576996161126313931560176813271. 513 1 1.513 1 1.513 1.5/3.7 2.1/53,4.7/11. 1.5/3 1.5/3 1.5/3 1.513.7 2.1/5.3 2.917.3,4.7111 1.5/3 1 15/3 1.5/3.7 2.1/S.J Total Load values are limited by shear, moment or deflection equal to 1_1180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to 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 Huth the 8C CALC* software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral suppon is provided at each support and continuously along the top edge and applicable compression edges of the beam. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 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 suppon 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 arty number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may bepossible to exceed the limitations of this table by analyzing a specific application with the BC CALL software. VERSA -LAM® Roof Load Tables VERSA -LAM® 2.0 3100 (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 ft] 1'/." VERSA-LAM'2.0 3100 Double Ply1'/." VERSA-LAM62.0 3100 or 31W VERSA -LAM 2.0 3100 Triple Ply1'/." VERSA -LAM' 2 0 3100 or 5/." VERSA -LAM 2.0 3100 Quadruple Ply 1'/.' VERSA -LAM' 2.0 3100 or 7' VERSA -LAM 2.0 3100 T/." 9W 11'/i' 14" 71/4' 9'1W 1 11Yi" 14" 16" 1 18" 24" 9'r4" 11Y:" 14" 16" 18" 20" T27 11M." 1 14" 1 16" 1 18" 1 20" 1 24" 054 1330 1782 2245 1908 2660 3564 4491 5234 5232 5226 3990 5346 6736 7851 7848 7845 7838 7128 8981 10467 10463 10459 10451 6 2.2/5.5 3.117.84.1110.25.1112. 2.2155 3.1/7.64.1110.25.1112.9 6/15 6115 6/15 3.1/7.611/10.25.11129 ell 8I15 8115 6115 1/10.25.1/12.9, 6115 6115 6115 6115 640 1 933 1 1225 1511 1279 1867 2449 1 3022 1 3611 3919 3913 2800 1 3674 1 4532 1 5417 1 5879 1 5876 5670 4899 16043 1 7222 7838 7834 7826 8 482 965 2/4.9 2.917.113.819.4,4.8/11. 2/4.9 2.917.113.8/9.4,4.6111.65.5/13.8 8115 8/15 2.9/7.1 3.8/9.44.8/11.65.5/13.8 0115 8/15 8115 3.819.4,4.6/11.65.5113.8 6115 6/15 6/15 328 1 693 1 932 1138 651 1386 1 1864 2275 2689 3132 3126 2079 2797 3413 1 4033 4698 4695 4688 3729 4550 5378 6263 6259 6251 10 247 1 556 1 - 404 1111 1617 1.5/3.1 2.7/8.8 3.6/8.9,1.1/10. 1.513.1 2.7/8.6 3.6/8.9,4.4/10.95.2/12.9 6115 1 6115 2.7168 3.6189,4.4110.95.2/12.9 6115 6115 6/15 3.6/8.9,4.4/10.952/12.9 6115 6/15 6115 244 552 933 1 1012 487 1104 1665 2024 2364 2765 2839 16% 2498 3037 3576 4148 4265 4259 3330 4049 4767 5531 5687 5679 11 186 418 815 371 835 1831 1253 2446 3262 1.513 2.3/5.8 3.5/8.8,411.10. 1.513 2.3/5.8 3.518.8,4.3/10.7 5/12.8 5.8/11.6 8/15 2.3/5.8 3.5/8.84.3110.7 5112.e,5.8/14.6 6115 6115 3.5/8.84.3/10.7c 5/12.6 k5.8/14.6 6115 6115 187 424 733 912 374 848 1465 1823 2141 2475 2801 1272 2198 2735 3211 3713 3907 3901 2931 3647 4281 4951 5209 5201 12 143 322 628 286 643 1256 965 1884 2512 1.513 1 214.9 3.1/8.4,4.2110. 1.513 1 214.9 3.4/8.1,4.2/10.54.9/12.35.7/14.3 6115 214.9 3A/8.4,4.2/10.54.9/12.35.7/14.3 6115 6115 3.4/8.14.2/10.54.9112.35.7/14.3 6115 1 6115 146 332 623 829 292 1 665 1 1247 1 1658 1942 1 2240 1 2399 997 1870 2487 2913 3360 3604 3598 2494 3316 3884 4480 4806 4797 13 112 253 494 810 225 508 988 1819 759 1402 2420 1078 3238 1.513 1.714.2 3.117.8.4.1110. 1.513 1.714.2 3.117.8,4.1110.4,4.8/12.1 5.8/11 8115 1.7/4.2 3.1/7.8,4.1/10.44.8112.1 5.6114 6115 6115 3.117.8,4.1110.4,4.8/12.1 5.6111 1 6/15 1 6115 116 265 521 1 734 233 530 1043 1467 1777 2046 2226 796 1564 2201 2666 3068 3345 3338 2085 2934 3554 4091 4459 4451 14 90 203 396 648 180 405 791 1296 608 1187 1944 1582 2593 1.513 11.513.6 2.817 1 419.9 1.513 1.513.8 2.817 1419.9 4.8112 5.5/13.8, 6115 1.5/3.8 2.817 4/9.9 14.8112 5.5113.6 6115 6115 2.817 1 419.9 14.8112 i5.5/13.t 6115 1 6115 94 1 215 423 638 188 429 846 1276 1638 1882 2076 644 1268 1914 2456 12823 3120 3113 1691 2552 3275 3763 4159 4151 15 73 1 165 322 527 146 329 643 1054 1573 494 ea 1581 2360 1 - 1286 2108 3146 1.513 1.513.1 2.516.1 3.719.2 1.513 1.513.1 2.516.1 3 7/9.2,4.7111.85 4113.E 8115 1.5/3.1 2.5/6.1 3.7/91,'4.7/11.85.4/13.6 8/15 8/15 2.516.1 3.719.2.'4.7111.85.4/13.6 6115 6115 1 1742 1- 2813 2923 2- 3897 3889 16 60 136 65 4344 121 271 530 868 12gg 407 705 1303 1944 13060 1737 2593 1.513 1 1.513 2.2/5.4 3.5/8.6 1,513 1 1.513 2.2/5.4 3.5/8.64.4/11.15.4/13.4, 6115 15/3 2.2/5.4 3.5/8.64.4/11.15.4/13.4 6115 6115 2.2/5.4 3.5/8.6,4A/11.1,5.4/13.4 6115 1 6115 63 146 289 476 127 1 292 1 577 951 1 1277 1 1597 1 1829 438 868 1427 1915 2395 2749 2743 1154 1902 1 2553 3193 1 3665 3657 17 50 113 221 362 101 228 N2 724 1081 1539 339 663 1088 1821 2308 88411.9/4.813.1/7.8,'4.2/10.55.2/13.116115 1448 1 2161 3078 1 - 1.513 1 1.513 1.9/4.8 3.1/7A 1.513 1 1.513 1.9/4.8 3.1/7.8,4.2/10.55.2/13.1, 6115 1.513 1.914.8 3.1/7.8,'4.2/10.55.2/13.1 6115 1 6115 6115 53 1 122 242 1 399 106 244 494 799 1137 1122 1726 367 726 1198 1705 2133 2572 2588 968 1598 2274 2945 3429 3451 18 42 95 18611.714.312.817 305 85 191 372 610 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.5/3 1 1513 1.513 1 1.513 1171431 2.817 1 419.9 49/12.3, 6115 1.513 11.714.31 2.817 419.9 4.9112.35.9/14.9" 6115 1.7/4.3 2.817 1419.9 4.9112.3S.9114.9,' 6/15 103 205 339 89 206 410 677 1016 1275 16U 310 615 1016 1524 1912 2336 2450 820 1354 2032 2549 3115 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 2268 633 1037 1548 2204 3024 1.513 1.513.8 2.516.3 1.513 1 1.513 1.5/3.8 2.5/6.3 3.719.34.7111.7 6115 1.5/3 1.5138 2.516.3 3719.34.7/11.75.7I14T 1.513.8 2.5/6.3 3.7/9.3,4.7111.75.7114.3, 6115 88 175 289 75 176 350 1 579 869 1149 1551 263 525 868 1303 1723 2105 2326 699 1157 1737 2297 2807 3101 20 1 69 136 222 62 139 271 1 445 664 945 208 407 667 296 1418 19" 43 880 1327 1890 2593 1.5/3 1.5/3.4 2.3/5.6 1.513 1 1.513 1.5/3.4 2.315.8 3.4/8.4,4.4111.1 6115 1.5/3 1.5/3.4 2.3/5.8 3.4/8.1,4.4/11.1-'5.4/13.6 6/15 1.513.4 2.3/5.8 3.118.4,4.4/11.15.4113.8 6/15 85 130 1 216 54 130 260 431 649 928 1407 194 390 647 973 1393 1735 2111 520 862 1297 1857 2313 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.5/3 1.513 11.914.7 1.513 1 1.513 1 1.513 11.014.71 2.817 1 419.9 6 115 1.513 1 1.513 11.914.71 2.817 1419.9 4.0112.1 6115 1.513 11.9/4.71 2.817 1 419.0 4.9112.3 6115 99 184 98 197 329 496 711 1288 146 296 493 744 1068 1453 1932 1 395 658 992 1422 1937 2578 24 79 129 80 157 257 384 547 121 236 388 576 820 1125 314 515 768 1094 1500 1.5/3 11.613.9 1 1.513 1 1513 1.013.9 2.315.9 3.318.3 6115 1.513 1 1.513 1.6/3.9 2.315.9 3.3/8.3,4.5/11.3, 6115 1.5/3 1.613.9 2.315.9 3.318.3!4.5111.3 8/15 78 1 1 75 153 256 387 555 1164 112 229 383 580 833 1150 1747 305 511 773 1110 1533 2329 26 62 101 83 124 202 302 430 1020 95 165 304 453 645 685 1529 247 405 604 860 1180 2039 1.513 1.513.3 1.513 1.513 1.5/3.3 215 2.8/7.1 5.9114. 1.513 1 1.513 11.513.31 215 12.817 ......... 7 5.9/14. 1.5/3 11.513.31 215 2.817.1 3.919.7 5.9114. 60 101 58 120 202 306 441 1001 87 180 303 459 1 681 914 1501 240 404 612 882 1219 2001 28 49 81 51 99 182 242 344 816 76 148 243 363 1 517 709 1224 198 324 484 689 945 1833 1.513 1.513 1.513 1 1.511 1 1.5/3 1.714.3 2.4/6.15.5/13. 1.513 1 1.513 1 1.513 11.7143 2.4/6.1 3.1/8.45.5113. 1.513 1 1.513 1.7/4.3 2.1/8.1 3.4/8.45.5/13. 81 95 161 246 355 861 68 143 242 369 533 738 1291 190 1 323 492 710 984 1721 30 66 80 132 197 280 1 66" 62 121 198 295 420 576 996 161 263 393 580 768 1 1327 1.513 1 1.513 1 1.5/3 11.5131 2.115.3 5.1112.6 1.513 1 1.513 1 1.513 1.5/3.7 2.1/5.3 2.9/7.35.1/12. 1.513 1 1.513 1.513.7 2.115.3 29I7.35.1/12. 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 L/240. Check the local building code for other deflection limns that may apply. Mare 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 SC CALL software if the length of arty span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-py 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 ssible to exceed the limitations of this table by analyzing a specific application with the BC CALC software. Base Cascade EV4P • Eastern Specifier Guide • 08/04/2015 VERSA -LAMS Allowable Nailing_ and Design Values_ Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM•/VERSA-RIMo. Use nails as specified by Simpson Strong -Tie. VERSA -LAM® Design Values Nailing Parallel to Glue Lines Narrow Face) i' Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1Y." thickness and greater. 2 rows of nails (such as for a metal strap) are allowed (use W minimum offset between rows and stagger nails). Grade Width in Depth in Weight Ib/ft Allowable Shear Ib Allowable Moment ft-lb]in' Moment of Inertia Grade Width in Depth in Wei gght Ib/ft[lb] Allowable Shear Allowable Moment ft-lb]in' Moment of Inertia 0 Mo a N CX t" 1 %: 3'Y2 1.5 998 776 5.4 c0 0 0 w 1 5'/. 8.0 5237 6830 63.3 5'% 2.4 1568 1821 20.8CO 5 ' 8.4 5486 7457 72.8 7'% 1 11.0 7232 12566 166.7 7'% 3.2 2066 3069 47.6 9'% 14.1 9227 19908 346.3 c c 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'% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 9'% 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0 11% 6.0 3948 10638 244.2 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 7 9'% 166 12303 26544 461.7 3'/2 5'/2 5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 9Y2 17.1 12635 27916 500.1 9'% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9% 9.6 6318 1 13958 250.1 11% 21.4 15794 42550 976.8 11% 11.4 7481 19210 415.3 14 25.2 18620 1 58069 1600.7 11% 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 1 8 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 1 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 106 psi)(') F, si (2N]) F si (2)(') F, si (2)l°) F.„ ( si)1 1 F,L si ('Xii) SG VERSA-LAM48eams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA-LAM6 Studs 1.72650 1.7 2650 1 285 1 1650 3000 750 0.5 VERSA -LAM• Columns 1.82750 1.8 2750 1 285 1 1825 3000 750 0.5 1. This value cannot be adjusted for load duration 5. Tension value shall be multiplied by a length factor. (4/L)14 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)19 where d = member 6. Stress applied parallel to the gluelines. depth [in] Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16% Boise Cascade EWF • Eastern Specifier Guide • 08/04/20f 5 VERSA -LAMS 1.8 2750 Columns E t c Allowable Axial Load lb 31/: ' x 3'/: ' 3'/: ' x 4'/: ' 3'/:" x 5'/: ' 3'/s ' x 5'/s ' 3%" x 7" J 100% 115% 125% 100% 115% 1 125% 100% 1 115% 125% 100-A 115% 1 125% 100% 115% 125% 4 15,265 16,750 17,650 19.100 20,950 1 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 1 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'/:" 5'/:' x 5'/:' 5W, x 51 51/:" x 7" 51/:" x 71/:" 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% 4 31.670 34.750 36,625 5 26,615 28.560 29,705 6 21.950 23,215 23,950 34,355 37,695 39,715 36,010 39.495 41,610 7 18.140 19,005 19,505 30,700 33.170 34,625 32,165 34,750 36,280 8 15,135 15,755 16,110 27,095 28,910 29,975 28,390 30,295 31,405 36,160 38,590 40,000 37.450 39,960 41,420 9 12,770 13,225 13,490 23,815 25,180 25,980 24,950 26.385 27,220 31.770 33.600 34.670 32,910 34.800 35.910 10 10,895 11.240 11.440 20,950 22,005 22,620 21,950 23,060 23,700 27.950 29,360 30.190 28.960 30.420 31,260 11 9,390 9,660 9,810 18,500 19.340 19.820 19,385 20.260 20,770 24.690 25.810 26,450 25.570 26.720 27,400 12 8,170 8.380 8.500 16.420 17.085 17,475 17,200 17,910 18,305 21,910 22.800 23.320 22,690 23.620 24,150 13 7.165 7,335 7,430 14,640 15,185 15,500 15.340 15.910 16,240 19,540 20,270 20,680 20.230 20.990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17.510 18.110 18,460 18,140 18.760 19,110 15 11.820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16.330 16,850 17,150 16 10.690 11,005 11,185 11,200 11,530 11,720 14,270 14,690 14,930 14.780 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010 18 8.860 9.090 9,220 9,285 9,525 9,660 11,820 12,130 12.300 12,250 12,560 12,740 19 8.110 8,310 8,420 8,500 8,705 8.825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 7,720 7,810 7,990 8.090 9,950 10,170 10.300 10,300 1 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 NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NOS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 100 psi Bending: Parallel to Gluelines (Beam): Fb = 2750'(12/d)19 psi Perp to Gluelines (Plank): Fb = 2500•(12/d)1° psi Compression Parallel to Grain: Fqi = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): Fcii = 750 psi Perp to Gluelines (Plank): Fcl = 450 psi Tension Parallel to Grain: Ft = 1650 psi VERSA-STUD®-1.7 2650 - - --- -------------- - , Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain Fc [psi] Modulus of Elasticity E [psi] Horizontal Shear F [psi] VERSA-STUD®1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1.300,000 150 Western Woods # 2 Grade 675 9001 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs. Repetitive member and size factors have not been applied. Dimension lumber values taken from from 2012 NDS Supplement: For further design information, please see VERSA -STUD 1.7 2650 Design Values for Wood Construction (per 2012 IBC/IRC). Eastern Tall Wall Guide. Boise Cascade EWP - Eastem Specifier Guide • 08/04/2015 Computer Software t O CV ro.r,wrl•wr..• s ti tr ••rm• trr nq w•••• . er.r dBCFRAME"' raft . 1 l -1 _ ._ - - • L,„ Mwpr• OIL 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® 8t 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. ptptotrA L1LJA•000A, Ia., tr-•• a,..l.•.,.141IA Iraf•VCllp _ mssvllwtan Ir fa)asl• Y.7aCtpl fV tI7:SJ 16R v tlltmua ' Iraa•aml•a 7<WrtiClrtl .r 4•l4..ft tuft ulf L.s r 6t6. L.. i fltr A trrw alN1yRV71tI kn 1 !61•ravr N )14?1Illy N a•rse)na tv/»lt/wefs. ttr?,t woaYGl SN :atOOf K'a iT Lt?J11.4ir.•fil II ' I.? fnVrnL•M i tr lr• aw I yf Ma. Q' frrr.ilCAlew Mr a awa•wn•w I _ ____ ______ Iw a a Boise Cascade EWP - Eastem Specifier Guide - 08,ua/151 a RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.OGB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024x768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us a Try! BC CALC® 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:Nwww.bcconnect.com/bcdeployerfndex.htm rw..rrr.a..n I+. wwcl Mrar. sl..,.) O..a / u ftlper.l 95- u }o!Ig ..tile Nwrf trgr rr r wr—. 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Single Joist - Top.F.lange Single Joist -Face Mount Face Mount Skewed 45° Joist Hiiiliiieanger 1 ITS lus SUR/L Joist SCI• Hanger opacity Joist BCIe Hanger opacity a ' Joist BCI• Hanger Capacityat e b i s D bs cadJoist 4500s ITS1.81/9.5 993 6-tOd 4500s IUS1 8119 5 950 8-10d I 4500sl SURILI 8119 1081 12-16d I 2-10dxl'/i" 9,A„ 5000s ITS2.06/9.5 993 6-tOd 9,A„ WOOS IUS2.06/9.5 950 8-10d 9,A" 50005 SUR/L2.06/9 1097 14-16d 2-10dx1Y," 6000s ITS2.37/9.5 1225 6-tOd 6000s IUS2.37/9.5 950 8-10d 6000s SLIRIL2.37/9 1343 14-16d 2-10dx1'A" 6500s ITS2.56/9.5 1225 6-10d I 6500sl IUS2.56/9.5 950 8-10d 6500s SUR/L2.5619 1343 14-16d 2-10dx1'fi" 4500s ITS1.81/11.88 1068 6-10d I 4500s IUS1.81/11.88 1185 10-10d 4500s SUR/1-1.81111 1306 16-16d I 2-10dx1'fi" WOOS ITS2.06/11.88 1068 6-10d I WOOS IUS2.06/ii.88 1185 10-10d WOOS SUR/L2.06/11 1350 16-16d 2-10dx1'/i" 11%;' 6000s ITS2.37/11.88 1237 6-10d 11,A„ 6000s IUS2.37/11.88 1185 10-10d 11,, 6000s SUR/L2.37111 1385 16-16d 2-1Odxl'A' 6500s ITS2 56/11.88 1237 6-10d 65005 IUS2.56/11.88 1185 10-10d 6500s SURI1-2.56111 1385 16-16d 2-10dx1'A" 60s ITS2.37/11.88 1237 6-10d I 60s IUS2.37/11.88 1185 10-10d 60s SUR/L2.37111 1385 16-16d 2-10dxl'A" 90s ITS3.56/11.88 1518 6-10d I 90s IUS3.56/11.88 1420 12-iOd 90s SUR/L410 1906 14-16d 2-10dxl' ' 4500sl ITS1.81114 1075 6-10d 4500s IUS1.81/14 1420 12-10d 4500s SURIL1.81/14 1675 20-16d 2-10dxl'A' WOOS ITS2.06114 1081 6-10d 5000s IUS2.06114 1420 12-10d 5000s SURIL2.06/11 1693 18-16d 2-10dxl'A" 6000s ITS2.37/14 1262 6-10d 60005 IUS2.37/14 1420 12-10d 6000s SURIL2.37/14 1693 18-16d 2-10dxl'A" 14" 6500s ITS2.56/14 1262 6-10d 14 6500s IUS2.56/14 1420 12-10d 14" 6500s SURI/L2.56/14 1693 18-16d 2-10dxl'A' 60s ITS2.37114 1 1262 6-10d 60s IUS2.37/14 1420 12-10d 60s SURIL2.37/14 1693 18-16d 2-10dx1'fi" 90s ITS3.56114 1 1520 6-10d 90s IUS3.56114 1420 12-10d 90s S1IR/1 414 2050 18-16d I 2-10dx1'A" 4500s ITS1.81116 1081 1 6-10d I 4500s IUS1.81/16 1660 14-10d 4500s SUR/L1.11V14 -1887 20.16d 2-10dx1'/4" 5000s ITS2.06116 1087 6-tOd 5000s IUS2.06/16 1660 14-10d WOOS SUR/L2.08/11 1920 18-16d 2-10dx1'fi" 60005 ITS2.37/16 1268 6-10d 6000s IUS2.37/16 1660 14-10d 60005 SUR/L2.37/14 1920 18-16d 2-10dx1'A" 16 162500s ITS2.56/16 1268 6-10d 16 6500s IUS2.56/16 1660 14-10d 16 6500s SURUL2.58/14 1920 18-16d 2-10dxl'A" ITS2.37116 1268 6-10d 60s IUS2.37/16 1660 14-10d 60s SUR/L2.37/14 1920 18-16d 2-10dxi'N' r IITS,,33.,5y6/1r6.. 1520 (( 6-10yd I 90s IUS3.56/1166 1 1425 14-10d 90 s SUR/L414 1 2,250 r. 118-1-16d 2-10dxI1W l:Jl•A:LLLaCJI•.1C13u i • 'r'+'•1 • . : 171:1k7Sblj• ° 1 • VLL UJ ° • •'`J.1:u%CA'At-1Si - . 1kMITBU / HU MIU LSSU Dist BCI• Hanger a achy Dist BCI• Hanger opacity Joist BCI' Hanger opacity llbsl Header Joist Deothfibsi Header Joist 45005 MIT49.5 2305 8-16d 2-10dxl'A" 4500s MIU3.58/9 2305 16-16d 2-10dxl' " 4500s LSSU125 995 9-10d 7-10dxl'A' 9,A, 50005 MIT4.12/9.5 2305 8-16d 2-10dx116" , „ IM1U4.12/9 2305 16-16d 2.10dx1'N' 5000s LSSU2.08 995 9-10d 7-10dxl'N' WOOS MIT359.5-2 2305 8-16d 2-10dx1'A. 9A 6000s MIU4.7" 2305 16-16d 2-10dxin 9N6000sl LSSU135 995 9-10d 7-iOdxl')V' 6500s MIT39.5.2 2305 8-16d 7-10dxl'A" 6500s MIU5.12/9 2305 16-16d 2-10dx1' " 6500sl LSSUM310 1425 14-10d 7-10dx54" 4500s MIT411.88 2305 8-16d 2-10dx1yS" 4500s MIU3.58/11 2880 20-16d 2-'-dAIf." 4500s LSSU125 995 9-10d 7-10dx1'/e" 5000sMIT4.12/11.8 2305 8-16d 2-10dx1A" 5000s MIU4.12/11 2880 20-16d 2-10dx1A" SOOOs LSSU2.06 995 9-10d 7-10dxl'A" IIY." 60005 MIT3511.88-2 2305 8-t6d 2-10dx1A" , „ 6000s MIU4.75/11 2880 20-t6d 2-10dx1A" 65005 MIT311.88-2 2305 8-t6d 2-10dx1'A" 11' 6500s MfU5.12/11 2880 204 2-10dx1'A" 11y1 6000s LSSU135 995 9-10d 7-10dx1'/4" THAT _ n o w.a 4VPA , N., 4,ul Mw oist BCIe Hanger Capacity a Dist BCIe Hanger opacity as e e D bs Header Joist De To Plate Rafter 4500s THA11.81/22 1181 6-10d 2-10dx1'A" 4500s LSSUI25 995 9-10d 7-10dx1'A" SOOOs THAl2.08/22 1181 6-10d 2-10dx1'A" 50005 LSSU2.06 995 9-10d 7-10dx1'/S" 9A 6000s THAMS22 1393 6-10d 2-10dx1yS" 9A 6000s LSSUI35 995 9-10d 7-10dxl'N' lM- M ME Im 14" L+ 11) 1+ZM For more information, call Simpson Strong -Tie at 1.800.999.5099 or visit their website at General Notes www. strongtio.com Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions, contact supplier or Simpson Strong -Tie for further information. Capacity values shown are either hangger capacity values see support requirements below) or 8CI• Joist and reaction capacities - whichever is less. All capacity values are downward loads at 100%load duration. Use sloped seat hangers and beveled web stiffeners when 8CI• Joist slope exceeds Y.." per loot. Leave ' ha" clearance (%" maximum) between the end of the supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard Y.." deflection by %2". For proper installation of the VPA, the 2-1Odx1%" joist nails through the bend tabs must be installed at approximately a 45- degree angle. Support Requirements Support material assumed to be Boise Cascade structural composite lumberorsawn lumberi'Douglas /irorsouthem pins species). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers with I Od and 16d nails is 1'/." and 2", respectively. Boise Cascade EVJP • Eastern Specifier Guide • 08/04/2015 m ng_C_o_nneat o_r-s - U_S_P S_t ITHO L THE SKH Joist BCI° Hanger Capacity Nailina Joist gCl° Hanger Capacity ai i Joist BCI° Hanger Ca cit a'h ago bs i e bs HeaderJoist t yHeader 4500s THO17950 993 6 lad 2 10dx1'h" 4500s THF17925 910 8 lad 2 10dxl'S' 4500s SKN1720LIR 1153 14 lad 10 10dx1'h" 9h„ 5000s TFL2095 993 6 10d 210dx1'h" 9,h« 5000S THF20925 910 8 lad 210dxl'W' 9%„ WOOS SXH2020LIR 1153 14 lad 1010dx1'h" 6000s TFL2395 1225 6 10d 2 10dx1'h" WOOS THF23925 1275 12 lad 2 10dx1'h" 6000s SKH2320LIR 1384 14 lad 10 10dx1'h" 6500s TFL2595 1225 WiOd2 dx1'—' 6500s THf26925 1275 12 lad 2 10dx11W 6500s SKH2520LIR 1384 14 lad 10 10dx1'h"4500s THO17118 1068 dx1'h" 4500s THF17112 910 8 lad 210dxl'S" 4500s SKH1720LIR 1434 16 lad 1010dx1WOOS TFL201i81068dx1'h" WOOS THF20112 910 8 IOd 2 10dxl'N' WOOS SKH2020LIR 1434 16 lad 10 10dx1'h" dx1' h" ,„ 6000s THf23118 1300 14 10d 2 10dx1 S" , 6000s SKH2320UR 1434 16 10d 10 tOdx1'h" i.. [ x 11h eenn_ ruenG.... nnn .. ni n .n.... n, 11 h" eenn- n,.u««n•.n ..n. .a .n •.n .ng._-..„ 14" 16" ME '."' mr......."..,.....n.Em THO Double BPH THE Double HD LSSH Joist gCl• Hanger a acity Joist gCl• Hanger Capacity Joist gCl• Hanger Capacity abs] Header Joist DenthfIbsI Header Joist Denteade I Jost 4500s THO35950 2050 10 lad 2 10WIN' 4500s THF35925 1370 12 lad 2 10dx1`R' 9, h„ 5000s THO20950.2 2330 (101 16d 6 lad 9,h« WOOS THF20925-2 1390 (121 lad 6 lad 9'h" WOOS THO23950.2 2825 (101 16d 6 lad 6000s THF23925.2 1625 14 lad 6 lad s 0 6500sTHO25950-2 2825 (101 16d 6 lad 6500s THF2S92S-2 1390 12 lad 6 lad SOOs 1 9 0 4500s THO35118 2050 10 lad 2 1Odx1'W 4500s THF35112 1825 16 lad 2 10dx1'h" 20 0 0 WOOS THO20118.2 2330 10 16d (61 lad 5000s THF20112.2 1855 (161 lad 6 lad 11,/, 0 0 ; 11,/ 1, WOOS THO23118-2 2925 10 16d 6` 10d 11,, 60005 THF23118.2 1855 16 lad 6 lad 14" 16" rth 6500s THF25118.2 60s THF23118.2 1855 1855 16 10d 16 lad 6 10d 6 lad 14„ 1140 90sIHD712022551616d6lad1140 14 45005 THF35140 2320 16 lad 21 IOdx1'h" O s 3 0 0 0 5000s THF20140-2 2320 20 10d 6 lad 5 6 5 0 0 6000s THF23140.2 2540 20 10d 6 10d 2J 0 ' 6500s THF25140-2 2500 20 lad 6 lad 90s J5 60s THF23140-2 2540 20 lad 6 lad 16" 1140 90sHD714028202016d8lad1140 16" 4500s THF17157-2 2425 221 lad 2 10dx1'h" 5000s 6000s THF23160-2 3050 24 10d 6 lad 1920 16500sl HF25160.2 60s 1 THF23160-2 90s H07160 1 3000 3050 3385 24 10d 1 16)lad S P For more Information, STRUCTURAL CONNECTORS' USP Structural Connectors a'•'" / 1 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 C t f f f 24 10d 1 161lad 24 16d 8 10d Variablev TMP du"` BCI° Hanger Petty bsdeJoist a o s Joist De SCI° Hanger a city Too Plate ase e Rafter onnec ors or u er m ormation. 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''/4" per foot. Leave % 6" clearance /e" maximum between the end of the supported joist end the head of the hanger. For 8CI° Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3" (1'h"for THO hangers). Minimum support width for face mount hangers with tad and 16d nails is 1Y.." and 2", respectively. 9' h" 5OOSI 9, h„ am 1112 6 0i J 0 ' ' SOOas 6000s 50s 00 J125 36 0 d 1' ' Was 6500s; 51375 6 4500s 4500s; 1150 6 tad 4 10d 1' " WOOS MSH2322 323 1431 lad11,h„ 6000E 1290 lad A I Odx% " 6 0 6500 35 5 6 Od d s M 3 6 Od Od ' ' 6 s 5 6 Od 90s M H422 186 6 0 6 0 90s MP4 1800 6 0 4 0 14" 550 6 0(411061W 14 4 00sl TMP175 1150 6 0 0 5 s WOOS TMP21 1290 0 Od ' " WOOS MSN2322 550 6 0 x ' " 60005 MP23 1525 6 0 4 0 1' ' J 2 550 0 5 5 5 6 0 Od ' 322 1550 6 Od Od 60S 6 0 d ' " 90s 850 6 Od 0 ' " 16" 4500S— 2 668 16 50 6 0 Od ' " 50 0 s 6 Od ' " 6 s 23 6 P6Od 3 550 6 Od 0 ' " 6 Autual 66 ad ' " s I IMP255 Od ` " 53 . r..t.- Rin A., r16AP s 1 _ti. _ _ Y J. r` fir• - .•"" ', r` 1: `-; ' ^ /'- mil'- .'-' y. ,',. • I' low - Boise Cascade has a proven track record of providing •f • '' I _ = r`.-= is a -; `:; • ,w d- -. • - . ` .,. quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses. - `' 7. 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://wwwbc.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 FSC® 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 PEFCO Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. i Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA -LAM®, and ALUoisr 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 r1-800-232-0788' BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates For information about Boise Cascade Engineered Wood Products, Including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Your Dealer is: If no dealer is listed, call 1-800-232-0788 QDBoise Cascade Engineered Wood Products Great products are only the beginning® Copyright ® Boise Cascade Wood Products, L. L.C. 2014 ESG 0810412015 fib Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designg rely on lumber values established by others. MiTek® RECORD COPY RE: WP0072 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Starlight Homes Project Name: W P0072 Model: 2406 Tampa, FL 33610 4115 Lot/Block: 72 Subdivision: Wyndham Preserves Address: City: Sanford `'State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: 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 22 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. I Seal# I Truss Name Date11IT12924885JAl1/10/18 118 IT12924902IJ1 1/10/18 12 1 T129248861 Al 1 1/10/18 119 I T12924903 I J3 1 1/10/18 13 1 T129248871 Al B 1 1/10/18 120 I T12924904 I J5 1 1/10/18 I 14 I T12924888 I A2 1 1/10/18 121 I T12924905 I J7 1 1/10/18 1 5 I T12924889 I A3 1 1/10/18 122 1 T129249061 MG 1 1/10/18 1 16 I T12924890 I A4 1 1/10/18 1 1 1 1 1 1 1 1 1 1 17 1 T12924891 1 A5 1/10/18 18 1 T129248921 AM 1 1/10/18 19 1 T129248931 AM 1 1/10/18 110 1 T1 2924894 1B1 1 1/10/18 Ill I T12924895 I B2 11 /10/18 112 1T129248961 B3 1/10/18 113 I T12924897164 1 1 /10/18 114 I T 12924898185 1 1 /10/18 15 1 T12924899 1 B6 1/10/18 16 1 T12924900 1 C 1/10/18 117 1 T12924901 1 CG 11 /10/18 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 - Tampa. Truss Design Engineer's Name: Velez, Joaquin 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. 1 7 - 3 1 9 9 JIN V PaIF< 0 68182 0. STATE OF J# 4'41 O N A' `,,,`,` Joao n Val PE No.68182 MR USA, I . FL Cen 6634 6W4 arke Blvd. Tampa FL 33610 Date: January 10,2018 Velez, Joaquin 1 of 1 Job Truss Truss Type oty ply Tt2924895 WPOO72 At Hip t 1 Job Reference (aphorist) eulders 1•1rstsouree, rerrpe, ream cny, 1-10naa suttee r_Q.V a —9 io —, mn".. „ - y= r ID:ECa84dD_FaL_2b8bRaOyPDysC2g-IWfEbCzKJam4_exU_pU2bRr5_gOKSTnSOIOHSDzwmRR 1-0 5-7.5 10-a-4 17.0-0 21.0.0 27.7-12 32-4.11 36.0-0 9-0 5 7-5 4.9-0 6.7.12 4-0-0 6.7-12 4.9.0 57-5 0 Scale = 1:68.1 5.00 12 5x6 = Sx8 = lot 5x8 II ` " 19 17 5xe II 3x4 = 4x6 = 3x8 = 3x4 = 06 = 3x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in floc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.19 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.56 15-17 >809 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(rL) 0.17 13 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 213lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpi 6-18, 8-18, 9-17 SLIDER Left 2x4 SP No.3 3-0-2, Right 20 SP No.3 3.0-2 REACTIONS. (lb/size) 2=146010-3-8, 13=146010.3-8 Max Horz2=104(LC 12) Max Uplift2=-375(LC 12), 13=-375(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2703/1207, 3-4— 2631/1214, 4.5_ 2543/1194, 5-6=-2462/1196, 6-21=-1988/1004, 7-21=-1911/1023, 7-8=-1772/1013, 8-22= 1910/1023, 9.22=-1987/1004. 9-10— 2463/1196, 10-11— 2544/1195, 11.12— 2631/1214, 12-13=-2703/1207 BOT CHORD 2-20=-1028/2363, 19-20=-971/2261, le-19= 971/2261, 17-18= 655/1771, 16.17=-958/2261, 15-16=-958/2261, 13-15— 1014/2363 WEBS 6-20=-23/330, 6-18=-622/374, 7-18=-201/472, 8-17=-181/475, 9-17=-623/374, 9-15=-23/331 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-9.10, Interior(1) 2-9-10 to 17-0-0, Extedor(2) 17-0-0 to 21-0.0. Interior(1) 28-4-8 to 39-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 2 and 375 lb uplift at joint 13. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily d"Itin paranWere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 100MOIS BEFORE USE. Design valid for use orgy with Mllek®conneclois. this design Is rased only upon para inters shown. and Is for an indNkkxY building component. not a miss system. Before use. the building designer insist verity the alolcab lilty of design rxaarnelers and properly Incorpanale this design Into the overall building design. Bracing Indtcaled Is to Uuckling of individual Russ web and/or chord members orgy. Additional temporary and permanent taaCktg M iTek' proven) Is always required for slablllly and to ptevenl collapse wllh possible personal hpry and bxopeny damage. for general gt/dance regarding the 6904 Parke East Blvd. lnbilcallon. storage. delivery. esectlon and bracing or trusses and tnra systems, seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component Tampa. FL 33610safetyinformationavollablefromtrussRaleInstitute. 218 N. Lee Street. sure 312, Alexandria, VA22314 Job Truss Truss Type oty ply T12924886 W P0072 At A Hip 1 t Job Reference (optional) Builders FaslSouree. Tempe, Plant City. Florida 33566 r 9av a Mug 19 zv.. m..k inausl •es. Inc d ue•• ue • I0-ECa84dD_FaL_2b8bRaOyPDysCZg-hun?Ou?arBOo0y4t5EWIgswPuU6eZN2ITIVOX6zwmRP 1-0 54.9 10-t16 17.5-0 207*0 2710.10 32.5.8 38-" g-0 5 61 5.4-13 6-5-10 3-2-0 6.5.10 5.4-13 5.6.9 -0 5.00 F12 5x6 = 5x8 = Scale = 1:68.1 US II — — •. " 18 17 - - 0x0 n 3x4 = 06 = 3x8 = 3x4 = 4x6 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.30 15.17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(rL) -0.84 15-17 >540 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(rL) 0.15 13 n/a rJa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 214 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.7-8 oC pudins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid telling directly applied or 6.2.11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 8-18, 9-17 SLIDER Left 2x4 SP No.3 2-11.13, Right 20 SP No.3 2-11-13 REACTIONS. (lb/size) 2=1460/0-3-8, 13=1460/0.3-8 Max Horz2= 107(LC 13) Max Upilfl2= 378(LC 12), 13— 378(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2741/1186, 3.4=-2669/1197, 4-5=-2589/1191, 5-6= 2498/1195, 6.21— 1959/980, 7-21= 1883/999, 7-8=-1746/987, 8-22=-1881/999, 9-22=-1958/980, 9-10=-2499/1195, 10-11=-2590/1191, 11-12— 2669/1197, 12-13=-2741/1186 BOT CHORD 2-20=-1013/2396, 20-23=-943/2204, 19-23=-943/2204, 19-24=-943/2204, 18-24=-943/2204, 17.18=-622/1745, 17-25= 929/2204, 16-25=-929/2204, 16-26=-929/2204, 15-26= 929/2204, 13-15=-999/2396 WEBS 6-20=-60(378, 6-18=-000/390, 7.18= 220/488, 8-17=-197/494, 9-17=-601/390, 9-15=-60/379 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -1.0.0 to 2-9-10. Interior(1) 2.9.10 to 17-5-0, Extedor(2) 17-5-0 to 20-7.0, Interior(1) 25-11-8 to 39-0-0 zone;C-C for members and forces & 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 lb uplift at joint 2 and 378 lb uplift at joint 13. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE ma-7473 rev. Id02MIS BEFORE USE Design valid tot use orgy Win Nillek®conneclors Ills design is based only upon parameters Shown. and is for an Individual building component, not a Inns system. Befoto uso. the lxltaing designer musl verity the a1411cobllty of design Wanetets and property Incorpotate this design Into Ile ovetail banding design. Bracing Indicated is to prevent buckling of IndMdual tens web and/ot chord members only. Additional temporary and permanent bracing MiTek' It always requited for stability and to prevent cotiapxo vAlh posA)le personal Injury and property damage. For general guidance regarding Ilse labicatktn. storage, delivery. erec lion and bracing of lases and truss systems. seoANSI/TPl I Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N Lee Sheet. Suite 312. Alexandlo. VA 22314. Tamps. FL 33610 oITruss Truss Type ty T12924887 WP0072 A18 Hip 1 t Job Reference(optional) Budders FirstSource. Tempe. Plant Gay. Florida 33566 r.6,tu s Aug to zut r in rex industries, inc. wed don id 12.51 32 zd ie rage i ID:ECa84d0_Fal 2b8bRaQyPDysC2g•hun?Ou?arBOoDy4t5EW 1 gswRgU412NUIT t VOX6zwmRP 1-0 15.5.8 22.6.8 29.9.15 38-0.0 0 8.2.1 7-3-6 7.1-0 7.3.7 8.2.2 0 0 Scale - 1.68.5 5 o0 12 5x8 = Sx6 = 6 20 21 7 v, N n 5x8 II 18 " 16 15 13 Sxe 11 2x4 11 4x6 3x4 = 3x8 = 4x6 — 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.80 Ven(LL) 0.18 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 086 Ven(TL) 0.46 16-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.22 Horz(TL) 0.18 11 We rVa BCOL 10.0 Code FSC2014/TPI2007 Matrix) Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlins. 5-6,7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. BOT CHORD 20 SP No.2 WEBS 1 Row at midpi 4-16, 6-15, 9.15 WEBS 2x4 SP No.3 SLIDER Left 20 SP No.3 4-4-13, Right 2x4 SP No.3 4-4-13 REACTIONS. (lb/size) 2=1460/0.3-8, 11=1460/0.3-8 Max Horz 2=-95(LC 17) Max Uplift2=-365(LC 12). 11=-365(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2711/1248, 3-19=-2631/1250, 3-4=-2633/1270, 4.5=-2127/1076, 5-6=-2052/1094, 6-20=-1902/1088, 20.21=-1902/1088, 7-21=-1902/1088, 7-8=-2053/1094, 8-9=-2128/1076, 9-10=-2633/1270, 10-22=-2631/1250, 11-22= 2711/1248 BOT CHORD 2-18=-1073/2393, 17-18=-1073/2393, 16-17=-1073/2393, 16.23=-772/1902, 15.23=-772/1902, 14-15=-1056/2393, 13-14=-1056/2393, 11-13=-1056/2393 WEBS 4-18=0/306, 4.16_ 587/341, 6-16=-118/469, 7-15— 133/470, 9-15=-587/342, 9-13=0/306 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft: Cat. 11; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) -1-0-0 to 2-9.10. Interior(1) 2-9-10 to 15.5-8, Exlerfor(2) 15-5-8 to 27-11-0, Intedor(1) 27-11.0 to 39-0.0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 ps( bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365lb uplift at joint 2 and 365 lb uplift at joint 11. 7) "Seml-dgld pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MB-7473 rov. 104KI2015 BEFORE USE. Design valid lot use only Win MI lok® connectors. R* dosign is based only upon p farnelers shown. and Is lot an IndlAdual building component, not a truss syslef n. Before use, the building deslgrlei must verily the apxtllcotAlly, of design Ixaarnolers and property ineoq)oiale this design Into the overall building design. Bracing Incilcoled Is to buckling of kWMckKd Iniss web anal/or chord members only Additional temporary and permanent bracing MiTek' prevent Is always required lot stability and to prevent collalm with rxissbie personal IMay and pxoporly damage for general guidance tegardIng the 6904 Parke East Blvd. fabrication. storage, delivery, erection ( W bradng of trusses and fniss systems, seeANSI/rPI l Quality Criteria. OSB-69 and SCSI 8uitding Component Tarrpa, FL 33610SafetyInformationavailablenountrussNoteInstitute. 218 N. I oe Street. Suite 312. NexarWda. VA 22314. Job I rusS type fyply Tt2924888 W P0072 A2 j. r.SS Hip 2 1 Job Reference(optional) Builders FiralSoutce, Tampa. Plant City, Florida 33566 7 640 s Aug 16 2017 MTak Industries. Inc. Wed Jan 10 12 51.34 2018 Pe90 1 r , 10,ECa84dD FaL 2b8bRaOyPOysC2g-eHvIRZ1rNpGWTFEGOfYWIHOIiHnmIHD1wL_Ub_zwmRN t-0 7.73 IS-0-0 23.0-0 30.4.13 38-0.0 9- 4 7-7-3 7.4.13 8-0-0 7-4.13 7.7.3 0-0 Scale = 1:68.5 5.00 12 5x8 = 5x6 = 6 20 21 7 l SxBII 18 16 15 — 13 5x8II 2x4 II 4x6 3x4 = 3x8 = 06 = 20 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 1-5,8-12.2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 4.1.2, Right 20 SP No.3 4-1.2 CST. DEFL. in loc) Well L/d PLATES GRIP TC 0.97 Ven(LL) -0.21 15-16 >999 240 MT20 244/190 BC 0.83 Ven(TL)-0.5015.16 912 ISO WB 0.21 Horz(TL) 0.18 11 rVa rVa Matrix) Weight: 200 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-8.4 oc bracing. WEBS 1 Row at midpt 4-16, 6-15, 9-15 REACTIONS. (lb/size) 2=1460/0-3-8, 11=146010.3-8 Max Horz 2=- 93(LC 13) Max Uplift2=-361( LC 12), 11=-361(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD 2- 19= 2736/1246, 3-19=-2653/1254, 3-4=-2655/1269, 4.5=-2172/1084, 5-6= 2098/1101. 6-20=-1945/ 1096, 20.21=-1945/1096, 7-21=-1945/1096, 7-8=-2099/1101, 8.9=-2172/1084, 9-10=-2655/ 1269, 10-22=-2652/1254, 11-22=-2736/1246 BOT CHORD 2- 18=-1073/2409, 17-18=-1073/2409, 16.17_ 1073/2409, 16-23=-788/1944, 15.23=-788/ 1944, 14-15=-1060/2409, 13.14_ 1060/2409, 11.13=-1060/2409 WEBS 4-18= 0/288, 4-16=-549/318, 6-16=-94/474, 7-15=-108/474, 9.15=•548/318, 9-13=0/288 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1.0.0 to 2-9-10. Intedor(1) 2-9.10 to 15-0.0, Extedor(2) 15-0.0 to 28-4-8, Interior(l) 28-4-8 to 39-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 361 lb uplift at Joint 2 and 361 lb uplift at joint 11. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING • Verfly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MO-7473 rev. lat)"015 BEFORE USE De*p wilt for use only with Milek®connectots. this design Is Ixaed orgy upon parameters shown. and B for an Indlvlckx5 buldIng componlent not a Inns system. Before rise, the Ixllding designer must verity the aWica lity of design lxltamoters and rxoperiy Incotpaato Ih6 design Into the overall Ixildfrlg design 9ractng Indicoted Is to txuckdng of Individual Ines web and/or chard rncmLws only. Addillonal temporary apt peimanenl bracing MiTek' prevent Is alwaysre" od for sidAlty and to lxevenl collapse wllh poss9tle personal "By and property damage. for general gtildatce regarding the 6904 Parke East Blvd fabrication. stoiatge, delivery, election and Ixacfrtg of lasses and truss systems seeANSI/TPI I Quality Criteda, OSS-89 and SCSI Building Component Tonpa. FL 33610 Satisfy Information aveAablefromTrusshateInstitute, 218 N. Lee Street. Salto 312, Alexon dda, VA 22314. Job I russ russ ype ry PtyJob T,29246ea WP0072 A3 Hip 2 t Reference o clonal e iBuildersFustsource. Tempo. Plant cny, Florida 33566 ID ECa84dD_FaL 2b8bRaOyPDysCzg.6TT7ev1T86ON4PpSnN411UYyLh5Nmlm89?k28RzwmRM i-0• 8-0.2 13-0.0 79-0.0 25-0-0 29.11.74 38-0-0 9-0 0 802 4.11.13 6-0-0 6-0-0 4.11-14 8.0.3 -0 Scale = 1.67.3 5x8 = 2x4 II 5x8 = 5 216 22 7 Sx8 II 16 ' r 16 15 14 "' 12 Sx8 II 2x4 II 3x6 = 3x8 = 3x6 = 2x4 II 8 02 1300 1900 I= 29.11.14 38 0-0 a.,t.,a 1 a.nn a.n a-tt-ta a Plate Offsets (Y Y)-- f5:0.5-12.0-2-81.f7:0-5-12.0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) -0.18 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Ven(TL) -0.45 15.16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 HOrz(TL) 0.17 10 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 209 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 SLIDER Lett 20 SP No.3 4-3-13, Right 2x4 SP No.3 4-3-13 REACTIONS. (lb/size) 2=1460/0.3-8, 10=1460/0.3-8 Max Horz 2=81(LC 12) Max Uplift2=-351(LC 8), 10=-351(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2695/1266, 3-19=-2617/1268, 3.20=-2618/1285, 4-20— 2532/1286, 4-5— 2282/1181, 5-21=-2311/1246, 6-21=-2311/1246, 6-22— 2311/1246, 7.22=-2311/1246, 7-8=-2282/1181, 8-23=-2532/1286, 9-23=-2618/1285, 9-24=-2617/1268, 10.24=-2695/1266 BOT CHORD 2-18=-1083/2374, 17-18=-1083/2374, 16-17=-1083/2374, 15-16=-871/2066, 14-15=-856/2066,13-14=-1068/2374,12-13=-1068/2374,10-12=-1068/2374 WEBS 4-18=0/257, 4-16=-412/267, 5-16=-132/372, 5-15=-201/472, 6-15=-362/280, 7-15=-201/472, 7-14=-132/372, 8-14=-412/267, 8-12=0/257 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (&second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Ops1; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1.0.0 to 2-9-10, Interior(1) 2-9-10 to 13-0-0, Exterior(2) 13-0.0 to 30.4-8, Interior(1) 30.4-8 to 39-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 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.Opst 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 351 Ib uplift at Joint 2 and 351 lb uplift at joint 10. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Verily design Parameter end READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-74M rov, 141103MIS BEFORE USE. DeslW, Valli tot use only VAlh MllekS conrneclofs. this design 6 based only upon laramelers shown. and Is lot an trxOvidual b ulidtng component. not a truss system Before use, the bullalng designer must verity Irte aprxicabElry, of design rxnamelers and properly Incorporate this design Into the overall IxAc lnG design. Wactng indicated Is to prevenl buckling of Individual Ifuss web and/or chord met nbers only. Additional temporary and permanent bracing MiTek' Is always regaled lot stability and to prevent coiapso with Ixysetle personal kYtay and properly damage. For general guidance regadlng the tatxkallon. storoge. delNery, erection and bracing of Inrsses and tnar systems seeANSI/TPI I Qualify, Criteria. OSS-99 and SCSI Wilding Component 6204 Parke East Blvd. Satery Irdormation available from truss Rate institute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tampa. FL 33610 Job ruse Truss Type ty T12924890 W P0072 A4 Mp 2 1 Job Reference(optional) Budder, 1`11050urCe, lampa, went Gay Honda =66 im.. 5 A.9 .o ev. r men ek mvusmea, i— vm ew ix u i 4o aw wo W. , ID:ECa84d0_FaL_2b8bRaOyPDysCZg-agIVrF25uOW EtZOeK4b_gi54Z5SVV6pKORbgtzwmRL 10 5 4 e 1 l -0-0 2:2& 27-" 32-7.8 1:2-0 9-0 0 5 4 8 5 7-9 8-0-0 8-0-0 5-7.9 5 4-0 Sx8 = 5.00 20 II 20 5x8 = Scale = 1:67 3 Sx8 II 18 17 '. 15 " 13 12 5xB II 2x4 11 3x6 = 30 = 3x8 = 3x4 = 3x6 = 2x4 II 4 0N Sd-8 5.48 11-0-0 1900 f 27.0.0 :sz-t-a ulna 5-7.9 a-0-0 8-0-0 5.7.9 5.4-0 Plate Offsets (XY)-- 5.0.5.12 0-2-81 (7.0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(ILL) -0.22 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Ven(TL) -0.56 13-15 >809 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.52 HOrz(TL) 0.18 10 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 201 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 5-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 20 SP No.3 2-10-10, Right 2x4 SP No.3 2-10-10 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 5.5.8 oc bracing. REACTIONS. (lb/size) 2=1460/0-3-8, 10=1460/0-3.8 Max Horz 2=70(LC 16) Max Uplifl2— 371(LC 8), 10=-371(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2730/1309, 3.4=-2661/1321, 4-5=-2440/1233, 5-19=-2732/1425, 6-19=-2731/1425, 6-20=-2731/1425. 7-20=-2732/1425, 7-8=-2440/1233, 8-9=-2661/1321, 9-10=-2730/1309 BOT CHORD 2-18=-1136/2391. 17-18=-1136/2391. 16-17=-965/2225, 15-16=-965/2225, 14-1 5=-949/222 5, 13-14=-949/2225, 12-13_ 1120/2391, 10-12=-1120/2391 WEBS 5-17=-48/345. 5-15=-318/728, 6-15=-488/363, 7-15=-318/728, 7-13=-48/345 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCOL=3.Opsf; h=15f1; Cat. II: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) -1-0-0 to 2-9-10, Interlor(1) 2-9-10 to 11.0.0, Exterior(2) 11-0-0 to 32.7-8, Interlor(1) 32.7-8 to 39-0-0 zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2 and 371 lb uplift at joint 10. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.` WARNING - Verily deatin pa smeters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE U11.7479 rev 10103 OI S BEFORE USE. Design villa for use only with Mliek® connectors. [his design Is based only upon patarnelers shown, and Is fa an Wlvkhal txtBding component, rat a truss system. Before use, the Ixdklnp designer must veddy the alANicablilty, of design parameters and Ixoporly Incorpaote this design Into the over,,. building design Bracing Indicated Is to Ixevenl tutc.dlrvj of Individual tars wu4) and/or chord members only. Additional lempotary crxl pennonent bxacing MOW Is always tecµdred ar stobUtty and to Ixevenl collapse with poss"a personal Inlay and Ixopedy damage. for general guidance regarding the ratxk,Ilon, storctga. delivery, erection and tucking of trusses crnd truss systems. seeANSI/TPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon avallafxe Ian muss Note Institute. 218 N. Lee Street, Sidle 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss fuss type ty T12e24ee, WP0072 A5 Hip 2 1 Job Reference (optional) Builders FustSoutce. Tampa. Plant City. Florida 33566 7 640 s Aug 16 2017 14Rek Industries. Inc Wed Jan 10 12:51:37 2018 Papa , ID:ECa84dD_FaL_2b8bRaOyPDysC2g•2sau3b3lfke5Klzrun6DNvdGJVomEc3UdJD8CJzwmRK 1-0- 4.7.12 15A•0 22.4.0 29-0.0 33.4.4 38-0-0 9.0 4.7.12 4-4.4 6-8-0 6.8-0 6.8-0 4.4.4 4.7.12 0 Sx6 = 5.00 12 3x4 = 3x4 = 36 = 21 6 7 a 22 Scale = 1:67.3 1Wd 5xe II to 17 16 15 14 Sx8 II 3x8 = 4x6 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-5-11, Right 20 SP No.3 2-5.11 REACTIONS. (lb/size) 2=1460/0.3.8, 12=1460/0-3-8 Max Horz 2=-58(LC 13) Max Uplift2=-391(LC 8), 12= 391(LC 9) 30 = 4x6 = 3x8 = CSI. DEFL. In loc) I/defl L/d PLATES GRIP TIC 0.88 Ven(LL) -0.27 16 >999 240 MT20 244/190 BC 0.81 Ven(TL)-0.7316-18 625 180 W B 0.33 Horz(rL) 0.18 12 rVa n/a Matrix) Weight: 190 lb FT = 209b BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. WEBS 1 Row at midpi 6-18. 8-14 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2673/1335, 3.19=-2612/1334, 19-20=-2599/1336, 4-20=-2582/1340, 4-5=-2563/1263, 5-21=-2366/1229, 6.21=-2366/1230, 6-7=-3183/1570, 7.8=-3183/1570, 8-22=-2366/1230, 9.22=-2366/1229, 9.10=-2563/1263, 10-23=-2582/1340, 23-24=-2599/1336, 11-24=-2612/1334, 11-12— 2673/1335 BOT CHORD 2-16=-1145/2333, 17.18=-1387/3102, 16-17=-1367/3102, 15-16— 1389/3102, 14-15=-1389/3102, 12-14=-1132/2333 WEBS 5-18=-234/652, 6-16=-960/483, 6-16=0/256, 8-16=0/256, 8-14=-960/483, 9.14=-234/652 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph: TCDL--4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Extenor(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 9-0-0. Extedor(2) 9-0-0 to 34.4-8, Interlor(1) 34-4-8 to 39-0.0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 vide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 2 and 391 lb uplift at joint 12 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING - Verily design paramsfers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A&7473 rev. I0403MIS BEFORE USE Design valid for use orgy wtlh W lek® connectors. trgs design Is based only upon paamelers shown, and Is for an trWMckwl CWdIng component, not a muss syslern. Before use. the building desionet rntrsl verify the apolcabllty of design Ixramelers and piolx rly Incarloiale this design Into the overall bUkAng design. Brachg Indicated Is to l rovenl bticklIng of InclWual tnm web and/or chord mernbets only. Additional temporary and permanent tracing MOW k always iecµlrod (of stablllty and Io Irevent collapse with p"mypersonalay and Ixopeny danage For general gaialdce regarding Me labricatkx,, storage, delivery, ere01kx1 aril tracing of musses anal truss system; seeANSI/IPl1 Quality Criteria. OSS•89 and SCSI Sullding Component 6904 Parke East Blvd Safety Information available from truss Plate Institute. 218 N. Leo Street. Sidle 312, AtaxarKida. VA 22314. Tampa. FL 33610 Job Truss Type oty Ply 712924892 WP0072 AM HIP GIRDER . 2 Job Reference (optional) ounaers rusraource, iarrpe. ream wy, nanaa a,uvv . v+v a ..vy .v w.. oa.ee a.vva...aa, .. av vv., ... ...., . oya , ID:ECa84dD_FaL 2b8bRaGyP0ysC2g•SRGOhdScyfOg8AiP2wM/lYfsyixbRu6wJHRppezwmRH i-0• 3.7.12 7-02 13-0.14 19-0-0 24.11.2 No-o 34.4.4 38-0.2 9-0 0 3-7-12 3.4.4 6.0.14 5 11.2 5-11.2 6-0 14 3.4 4 3.7.12 3 5.0012 6x8 = Sx8 = 4 21 22 5 23 24 7x10 = 5x8 = 6 25 26 7 27 28 86x8 Scale = 1:67.3 Sx6 = 20 19 29 30 18 17 31 32 16 33 34 IS 14 35 36 13 12 Sx6 = 4x12 II 2x4 II Sx8 = 400 MT20HS= 5x8 — 210 II 5x8 = 2x4 II 4x12 II 2x4 11 4x 10 MT20HS = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) 0.29 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ven(TL) -0.63 16 >714 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.12 10 We rVa BCDL 100 Code FBC2014/TPI2007 Matrix) Weight, 498lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. 4-6,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 2=2923/0-3-8, 10=2960/0.3-8 Max Harz 2=-46(LC 13) Max Uplift2=-1027(LC 4). 10= 1064(LC 5) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5601/1969, 3.4=-6025/2182, 4-21=-5647/2065, 21-22=-5648/2065, 5.22— 5649/2065, 5-23=-9325/3427, 23-24=-9325/3427, 6-24=-9325/3427, 6.25=-9325/3427, 25-26_ 9325/3427, 7-26— 9325/3427, 7-27=-5726/2140, 27-28=-5724/2139, 8-28=-5723/2139, 8-9=-6109/2264, 9.10=-5677/2043 - BOT CHORD 2-20=-1699/4888, 19-20_ 1699/4888, 19-29=-3025/8464, 29-30= 3025/8464, 18-30=-3025/6464, 17-18=-3025/8464, 17-31=-3025/6464, 31-32— 3025/8464, 16-32=-3025/8464, 16-33— 3062/8504, 33-34=-3062/8504, 15-34=-3062/8504, 14-15=-3062/8504, 14.35=-306218504, 35-36=-3062/8504, 13.36_ 3062/8504, 12-13=-1764/4955, 10.12= •1764/4955 WEBS 3-19= 320/887, 4-19=-552/1797, 5-19= 3251/1198, 5-17--0/468, 5-16— 357/1021, 6-16=-647/399, 7-16— 314/966, 7-15=0/468, 7-13=-3199/1157, 8-13=-526/1770, 9-13=-338/907 NOTES- (12) 1) 2-ply truss to be connected together with I Od (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9.0 oc, 2x6.2 rows staggered at 0.9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope); Lumber DOL=1.60 plate gnp 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. Continued on oaae 2 Q WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MX7473 rov. IOMMIS BEFORE USE. Design valid for use only with Mllek0 connectors. INs design Is tamed only upon parameters shown. and Is for an kldlActual building component. not o Iturss system. Beforo use, the b (didng designer r nursl verity lho appllcaUllly of design pxxarnelets and popedy Incorporctle Ihb, design info the ovorall lending design. 1lraakg Indicated Is to buckling of Individual miss web aril/or chord members only. Addllonal temporary and potmanenl brackg WOWprevent is always required lot stability and to prevent collcpse with posslUe personal k,kay and property damage. rot general guidance regarding the atxIcatkxl. storage, ddlvery, eracllon and bracing o1 Inisse5 aril inrss systems, seeANSI/fPI I Quality Criteria. OS11•E9 and 6CSI 8ultding Component 6904 Parke East Blvd Safety Information avaltabie from truss Plate Institute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type a H y T12924992 WPo072 AM HIP GIRDER 1 2 Job Reference Banal Builders 1`11615oUrCe.-larnpa. plant Gay. Mims, 33baa 1.o-,v a ^-y 'o • • ^,,•'^ ,,,"""„'• ^•` •• a "a;" •" •.-' • „"" •" • ">r_ _ ID: ECa84dD_FaL_2b8bRaQyPDysC2g-SRGOhd5cyfOgBAlP2wW YFsylxbRu6wJHRppezwmRH NOTES- (12) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1027 lb uplift at joint 2 and 1064 lb uplift at joint 10. 10) 'Semi -rigid pitchbreaks With fixed heels' Member end fixily model was used In the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 120 lb up at 7-0-0, 126 lb down and 120 lb up at 9-0.12, 126 Ib down and 120 Ib up at 11-0.12, 126 lb down and 120 lb up at 13-0-12, 126 lb down and 120 lb up at 15-0-12, 126 lb down and 120 lb up at 17-0-12, 126 Ib down and 120 lb up at 19-0-0, 126 lb down and 120 lb up at 20-11-4, 126 lb down and 120 lb up at 22.11.4, 126 lb down and 120 lb up at 24-11-4, 126 lb down and 120 lb up at 26-11.4, and 126 lb down and 120 lb up at 28-11-4, and 231 lb down and 220 lb up at 31.0-0 on top chord, and 346 lb down and 154 lb up at 7-0-0, 77 lb down at 9-0-12, 77 Ib down al 11-0.12, 77 lb down at 13-0-12, 77 lb down at 15-0-12, 77 lb down at 17.0-12, 77 lb down at 19-0-0, 77 Ib down at 20.11-4. 77 lb down at 22-11-4, 77 lb down at 24-11-4, 77 lb down at 26-11.4, and 77 lb down at 28-11-4, and 346 Ib down and 1541b up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ven: 1-4=-54, 4.8=-54, 8-11=-54, 2.10= 20 Concentrated Loads (Ib) Ven:4=-126(B)8_-184(B) 19=-346(8) 5=-126(8) 17=-53(B) 16— 53(8)6=-126(B) 15=-53(B) 7=-126(B) 13=-346(B) 21 =-126(B) 22=-126(8) 23=-126(B) 24=-126(B) 25— 126(B) 26= 126(B) 27=-126(8) 28=-126(8) 29= 53(B) 30=-53(B) 31= 53(B) 32= 53(B) 33=-53(B) 34— 53(B) 35=-53(8) 36=-53(8) WARNING - VsAly dosign paramWos and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7479 rov. I&V=15 BEFORE USE. Design valid for use orgy with Mllek®conneclors. Bis design is bled orgy upon parameters shown, and Is rot an Individual building Component. rot a truss syslem. Belore use. the txildtng deslgna-4 musl verily the alrAficalAlty, of deslgn parameters and Ixopedy Incorporate Ihls design Into the overall txNding design. Bracing biddlcaled Is to prevent b ucakg of trldlvkk al bust wob and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requited rot stability and to prevent collapse Win posslAo personal trlluy and property damage. For general guidalco regarding Slo labxlcatlon. storage, delivery. election and txocirg of frames and tans systems seeANSI/TPI I Quality Criteria, DS8-89 and SCSI Suliding Component 6904 Parka East Blvd. Safety Information avaliabxe trot fit= Plate Institute. 218 N. Lee Street, Suile 312. Alexandria, VA 22314. Tanga, FL 33610 Job russ Truss Type ty Y Tf2g24693 WP0072 AMi HIP GIRDER t 2 Job Reference(optional) Builders FustSoufce. Tornpa. Plard City. Florida 33566 7.6.0 s Aug ro evr r Mir su mvusuws, inc. nav sail ry is ai 4c cv , o r ye I D: ECa84d0_FaL_2b8bRaOyPDysCZg • PpOn617s UGGNOUrohLiO4zLC R Vc3vlk DmbwvtXzwmRF t-0• •3.7.12 7-0-0 12.11.8 16.11-0 24.10.8 314.0 34.4.4 38-0.0 94 0 3.7.12 3.4.4 511$ 511•S 5.115 61.8 3m4 37.12 6x6 = 2x4 II 7x10 = 5.00 12 4 21 22 5 23 24 6 25 26 I It Sx8 = Scale s 1.67.3 20 11 6xS = US = 20 19 27 28 t8 17 29 30 16 31 32 15 14 13 12 5x6 = 4x12 11 2x4 11 44 = Sx8 _ 2x4 11 012 = 4x6 = 2x4 11 402 11 Sx8 = LOADING(pst) 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 FBC2014lrP12007 CSI. TC 0.54 8C 0.35 WB 0.81 Matrix) DEFL. in (loc) Vdefl Ud Ven(LL) -0.29 16 >999 240 Ven(TL) -0.66 15-16 >683 180 Horz(TL) 0.11 10 n/a rVa PLATES GRIP MT20 244/190 Weight: 498lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc puffins 4.6,6.8: 2x6 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 2=296210-3-8, 10=278810-3-8 Max Horz 2=-46(LC 9) Max Uplift2— 101 O(LC 4). 10= 921(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5672/1931, 3.4=-6136/2154, 4.21=-8601/3066, 21.22=-8602/3066, 5.22=-8604/3067, 5-23=-8602/3065, 23-24=-8602/3065, 6-24=-8602/3065, 6-25=-9027/3168, 25-26=-9027/3168, 7-26_ 9027/3168, 7.8=-9028/3169, 8-9=-5739/1959, 9-10=-5319/1748 BOT CHORD 2-20=-1666/4951, 19-20=-1666/4951, 19-27=-1921/5682, 27-28=-1921/5682, 18-28=-1921/5682. 17-18=-1921/5682, 17-29=-3389/9823.29-30=-3389/9823, 16-30=-3389/9823, 16-31=-3391/9813, 31.32=-3391/9813, 15.32=-3391/9813, 14-15— 1735/5297, 13.14=-1735/5297, 12-13=-1504/4642, 10-12=-1504/4642 WEBS 3-19=-310/931, 4-19=-3/440, 4.17=-1203/3374, 5.17=-738/469, 6.17_ 1423/473, 6-16=0/561, 6-15=-943/367, 7-15=-461/272, 8-15=-1522/4278, 9.13=-275/856 NOTES- (11) 1) 2-ply truss to be connected together with I Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9.0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (8) 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, VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15fl; Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1010 lb uplift at joint 2 and 921 lb uplift at joint 10. 9) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss Continued on Dape 2 O WARNWO • voft dedgn paramofore and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7479 rev. 10100/2016 BEFORE USE Design valid for use orgy Win Mllok®conreclors this design Is based orgy upon paromefers shown, and Is for an Individual building component. not o Inns system Before use. the btdkSng designer must vodty the applicability of design p arameteis and ptoperly incotporole this design Into the ovoiall Ixdlalng design Wachs Indicated Is to prevent txtckling of Individual truss web and/or chord members only. Adcllllonal ternpofary sled pormonenl Ixocing MewItalwaysrequiredfairstabilityandtoptoventcollapseWinpossiblepersonalinjuryandproperlydamage. For gonetal guidance rogadlng the 6904 Parke East Blvd. kitrlcatktn, storage. dollveM erection and bracing or Intssesand Inns systems. soeANSI/IPI1 Quality Criteria. OSS•99 and SCSI Wilding Component Tanya. FL 33610SafetyInformationavallabtoIrantrussPlateIns0lule. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Job I russ uss ype ry Ply T12924893 WP0072 AMt 1"'IPGIRDER t 2 Job Reference Banal Builders FlrslSoutca, Tarlpa. Plant City. Florida 33566 1640 8 AUg 16 ZUl r MIr aK industries. inc. woo Jan lu 12.61 4z ZU 16 rage e ID:ECa84d0_FaL 2b8bRaOyPDysCZg-Pp0n617sUGGN0UrohLiO4zLCRVc3vlkOmbwvtXzwmRF NOTES- (11) 10) Hanger(s) or other connection devices) shall be provided sufficient to suppon concentrated load(s) 134 lb down and 120 lb up at 7-0-0. 116 lb down and 120 lb up at 9-0-12, 116 lb down and 120 lb up at 11-0.12. 116 lb down and 120 lb up at 13-0.12, 116 lb down and 120 lb up at 15-0.12, 116 lb down and 120 lb up at 17-0-12, 116 lb down and 120 lb up at 19-0-0, and 116 lb down and 120 lb up at 20-11-4, and 116 lb down and 120 lb up at 22-11-4 on top chord, and 319 lb down and 126 lb up at 7-0-0, 89 lb down at 9-0-12, 89 Ib down at 11-0-12. 89 lb down at 13-0-12. 89 lb down at 15.0.12, 89 lb down at 17-0.12. 89 lb down at 19.0-0, 89 Ib down at 20-11-4. and 89 lb down at 22-11-4 and 1024 Ib down and 378 Ib up at 24-10.8 on bottom chord The design/selection of such connection device(s) Is the responsibility of others. 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4-54, 4-8-54, 8-11=-54, 2.10=-20 Concentrated Loads (lb) Vert: 4_ 116(F) 19=-319(F) t 7-56(F) 5=-116(F) 6=-116(F) 16=-56(F) 15=-1024(F) 21=-116(F) 22=-116(F) 23=-116(F) 24=-116(F) 25-116(F) 26=-116(F) 27-56(F) 28=-56(F) 29=-56(F) 30=-56(F) 31 =-56(F) 32=-56(F) WARNING - Verify dadgn paremetert end READ NOTES ON THIS AND INCLUDED ARTEK REFERANCE PAGE A07.7472 rev. 1003?015 BEFORE USE Design valid for use only wilh Mllek®conneclors Ihls design Is based only upon parameters shown, and Is for an Individual building cornponenl, nol a Inns system. Before use, the building deslgnot must verily the appllicatwlty of design parameters and properly Incotpotate this design Into the overall tuAdng design Bracing IrWlcoled Is to prevent bucMing of fndlvkltK71 Russ web and/or chord members only. Addllkuxd temporary and permanent braclrlg Mew is always required lot stability and to prevent collapse with possUe personal property damage Fa general guidance regarding the 6904 Parke East Blvdfatukallon. storage, delivery, election and txaclrlg of Misses and Miss systems. sooANSUTPI I Quality Criteria, OSB-89 and SCSI Building Component Torlpa. FL 33610SalaryInformationavallablefromBussHateInstitute. 218 N. Lee Sheol. Stslo 312. Alexarndda. VA 22314. Jobpuss TrussType ty Ply Tt2e24asa WP0072 B1 Roof Spet:ael 1 1 Job Reference(optional) tsualaeterusasoure*.Iampa, rmra ny,t-ronaaoaaoo -•^emu•---•......- - -'-' I D: ECa84dD_FaL_2b8bRaCyP0ysC2g-"Je8UFaOE2eO__F20ddAtNlvx4eFawiF9TOzzwmRE 6.6.0 t-o 0 6.0.0 0 13.0•0 ao 6.0.0 o s•4.0 0.4.0 Scale: 1/2•=1r Sx8 = 3x6 11 2x4 11 3x4 II LOADING (psi) 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 YES Code FBC2014/TPI2007 CSI. TC 0.53 BC 0.43 W B 0.58 Matrix) DEFL. in Ven(LL) -0.05 Vert(TL) -0.14 Horz(fL) 0.01 loc) Well L/d 6.7 >999 240 6-7 >999 180 6 n/a rVa PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. SLIDER Left 20 SP No.3 3-3-11 REACTIONS. (Ib/size) 6=474/Mechanical, 2=532/0.3-8 Max Horz 2=111(LC 12) Max Uplift6_ 146(LC 9), 2=-135(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-691/309, 3-8=-654/312, 3-4=-619/321 BOT CHORD 2-7=-359/571, 6-7=-358/578 WEBS 4.6=-575/358,4.7=0/284 NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Ops1; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6.0.0, Exterlor(2) 6.0-0 to 9-0-0 zone.C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 146lb uplift at joint 6 and 135 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING • Vedy dedyn perarrWam and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PACE M/F7473 rev. 14MM16 BEFORE USE. Desl9n valid for use only vAlh Mnek®conneClofs. IMsdeslgn Is based only upon parameters shown, and Is for an hdlNdual bulding compohont. not a Was system Before use. the txtnalng deslgnet must verity the appllcablilry, of design pxarcxneleis and properly I ncot otafe this design into the over,, txsalng design. Bracing indicated is to rxevenl buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' h always regtArod for stability and to pxevont col,aim wllh possllsle personal IaNay and properly damage. For general gtildance regaiding the krtxlcafbn, storage. delivery, erection and bracing of Inasos and hiss systems seoANSL11P11 Quality Criteria, OSS-89 and SCSI Building Component 6904 Perk* East Blvd safety Information available from truss Plate Institute. 216 N. Lee Street. sure 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type ry Tt2924e95 WP0072 82 Root Special 1 1 Job Reference(optional) tsettaers rasibource. larrrpa. rani HHy. ranee J 00 ..........y ... ... ........... ..._. .. ._ _.. .___._ _e_ ID:ECa84dD FaL_2b8bRaQyPDysCZg-tOy9Je8UFaOE2e0__F2DddAtOmvx7eLWM?FgTOzzwmRE 140 6.4-0 a 9-0 9-7.2 13-0-0 6.4.0 • 2-4-0 0.11.2 3.4.14 Scale = 1:24.7 3x4 = axe II 30 = to 3x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.07 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Ven(TL) -0.17 10-11 ' >892 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.20 Horz(TL) 0.02 10 n1a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 68lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end venicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-6.2 oc bracing. SLIDER Left 2x4 SP No.3 2-3.1 JOINTS 1 Brace at Jt(s): 6 REACTIONS. (lb/size) 10=474/Mechanical, 2=532/0-3-8 Max Horz 2=93(LC 12) Max Upliftl0=-130(LC 13), 2=-140(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-744/357, 3-12=-694/366, 4-12=-661/368, 4-6=-420/279, 6-7=-420/279, 7-8=-626/384 BOT CHORD 2-11=-384/626, 10.11=-344/547 WEBS 8-10=-623/405 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2.0-0, Intedor(1) 2-0.0 to 6.4-0, Exterior(2) 6-4-0 to 8-7-10 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 10 and 140 lb uplift at joint 2. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vnlry dedirn parameters and READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE M9.7473 rev. MUMS BEFORE USE. Design valid lot use only vAlh MI Iek6 connoctors. this design is Ixtsed only urxm pu amelers shown. and Is lot an Individual building component, not a Russ system. Before use. the bulkling designer must verify the applicabilityfy of design Wometers and Ixopoily I ncotporate this design Into the ovewll building design. eaci ng Indicated is to prevent Lxtckling of Individual truss web aril/a Chord members only. Addllkxlal temporary and permanent bracing WOW is always terauAred lot stability and to lxevenl collgne vAth possible personal trtpay and Ixopody damage For general guidance regarding he fabrication. storage, dollvcry, erection and bracing of trusses and truss systems. seeANSI/tPi I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avUpable from truss Plale Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty ply T12924896 WP0072 83 Root Special t 1 Job Reference(optional) tsutraele 1-ustaouree. Tampa, rram any, i awwa aaaoo • a ^w , , • ,•"•^ •••-••••- -- -..._ ._._. -- i' • -•- ID:ECa84dD_FaL_2b8bRaQyPDysCZg-LCVXX_86OtX5fo?Bomks90QboJH6N' vP0yPl:wmRO 1-0-0 6.4-0 _ _ 10.8-0 13-0-0 1-0-0 i 6.4-0 44-0 2.4-0 4x6 = 3x6 11 Scale = 1:24.3 LOADING (psi) SPACING- 2-0.0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) 0.04 7-8 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Ven(TL) 0.11 7-8 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(rL) 0.02 7 Na n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD SLIDER Left 2x4 SP No.3 3-4-14 REACTIONS. (lb/size) 7=474/Mechanical, 2=532/0-3-8 Max Horz2=73(LC 12) Max Upiifl7=-126(LC 13), 2=-143(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.9=-668/310, 3-9- 624/313, 3-4=-589/326, 4-10=-589/343, 5-10=-630/334 BOT CHORD 2-8=-277/544, 7-8=-383/655 WEBS 5-7- 723/450, 4.8=-13/283 Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 9-5-11 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf: BCOL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1.0-0 to 2-0.0. Interior(1) 2-0-0 to 6.4-0, Extedor(2) 6.4.0 to 9-4-0, Intedor(1) 10-8-0 to 12.10-4 zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 7 and 143 lb uplift at Joint 2. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9)'Thls manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verily dodgn paremeten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MLI-7473 ray. 140 MIS BEFORE USE. Design valid for use only YAM Mllek® connectors. SNs desfQn Is b aSed Only upon parafnelen shown and is tof an Individual building component, nor a knas system. Before use. Iho IxACAng designer musl verify the apf111cabilty of design 1xitarnelets and properly Incorpoiale this design Into the overall building design. Bracing Indicated Is to prevent buckling or Indlvkdual Inns web and/or chord members only. Adalllornal temporary and permononl bracing WOW Is always fe%Aied fa slablkly and to lxevent collalne wllh pOalUle personal trnprryarnd rxopony damage rot genotal guldmce tegardtrng me faLxkalkxL storage. delivery. erection and bracing of trusses and Inns systenn. seOANSI/TPI I Quality Criteria, DSS-89 and SCSI Building Component 6004 Parka East Blvd Safety Information available from Iruss Rate Institute. 218 N. too Skeel. Sure 312. Alexandria. VA 22314. Tampa. FL 33610 Job I fuss Truss Type oty Ply T12924897 WP0072 84 Common t 1 Job Reference (optional) tsusaers t-ustsoufce. Iarnpa. r•rant csy, monaa Sabo I —s Aug ,oau,. meeR nwuauma. a,c... ,v . ea , 10: ECa84d0_FaL_2b8bRaOyPDysCZg-pO3vkK9knBtyHxaNMTFSibzgfeP6HbfSZ9aUszwmRC 1- 0-0 6.4-0 12.6-0 I-" 6-4-0 1 6.4-0 - - Scale = 1:23.1 4x6 = 3x6 11 2x4 If 34 11 LOADING( psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.41 BC 0.37 WB 0.10 Matrix) DEFL. in Ven( LL) -0.03 Ven( TL) -0.08 Horz( fL) 0.01 loc) I/dell Lld 6- 7 >999 240 6- 7 >999 180 6 rt/a n/a PLATES GRIP MT20 244/190 Weight: 55lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-4-14, Right 20 SP No.3 3.4.14 REACTIONS. ( lb/size) 6=467/0-3-8, 2=52510.3.8 Max Horz2=-43(LC 13) Max Uplift6=-121(LC 13), 2=-143(LC 12) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-659/334, 3-8=-615/338, 3-4=-581/346, 4-5=-581/362, 5-6=-657/347 BOT CHORD 2-7=-211/536, 6-7=-211/536 WEBS 4-7_ 1/268 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuit=140mph (3-second gust) Vasd=108mph; TCOL=4 2psf; BCOL=3.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 6-4-0, Exleffor(2) 6-4-010 9.4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 [all by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 143 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verity dedgn pmonotwe end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MIF7473 rev. I41413Q016 BEFORE USE. Design valid for use only vAth Mltek0 connectors. ills design is based only upon parameters mown. and Is (of an "Actual building component. not a truss syslern. Before trse, the Ix/poing designer must vedty the applicability of design lalarnelers and property Incorporate this design Into the overall building design Bractrtg Indicated Is to bucidktg of Individual truss web and/or chord mernbLrs only. Additional temporary and permanent bracing WOW preventIt always required for slab9tly and to prevent collapse vAth possible pofsotal"and property damage. For general guidance regatding the 6904 Parke East Blvd ktbilcallon, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/FPI I Quality Cdfeda, DSB-89 and BCSI Building Component Tampa. FL 3300 SafetyIrdormadonavallableborntrussPlateInstitute. 218 N. Lee Street. Suite 312. Adexandda. VA 22314. Job Truss Truss Type ty Tt2924898 W P0072 BS Common i Job Reference o (tonal Buildats FuslSoutce. Tarpa, Plant City. Florida 33566 r ow s hup to cu r t mu ea mausnros, me .r , , ,c a ya ' ID:ECa84d0 FaL_2b8bRa0yPDysCZg-pO3vkK9knByHxaNMTFStbzl?jeR6HcfS29aUszwmRC 1-0-0 6-4-0 12-8-0 13.6-0 1-0-0 6-4-0 6.4-0 1 O 4x6 = 3x6 11 2x4 11 3x6 11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-4-14, Right 2x4 SP No.3 3-4-14 REACTIONS. (lb/size) 2=523/0-3-8, 6=523/0-3.8 Max Horz2=-42(LC 17) Max Uplift2=- 1 43(LC 12), 6=-143(LC 13) Scale: 1/2'=V CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.39 Vert(LL) -0.03 2-8 >999 240 MT20 244/190 BC 0.37 Ven(rL) -0.07 2-8 >999 180 WS 0.10 Horz(TL) 0.01 6 Na IVA Matrix) Weight: 57 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-9=-653/327, 3.9=-609/329, 3.4=-575/342, 4.5=575/342, 5-10=-609/329, 6-10=-653/327 BOT CHORD 2-8=-203/531, 6-8=-203/531 WEBS 4-8=0/267 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-" to 2-". Interfor(1) 2-0-0 to 6-4-0, Extedor(2) 6.4-0 to 9-4-0 zone;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 143 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily da ign puamotonirend READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7Q3 rov. I400t2/2015 BEFORE USE. Design vatM lot use only wllh Mllek® connectors. Inls design is tosed only upon paamelers shown, ad Is for an Individual lidding component. not a truss system. Berne use. the txAk9ng daslgner must veNy, the applicability of cleslgn paarreters and prop efty Incorporate Ihk design Into the overall b ullcl design. Bracing Indicated Is to prevent budding of Individual trim web and/or chord members only. Ack91bna1 temporary and permanent tracing WOW 6 awoys legrlred rot slablllty and to prevent collapse wllh possible personal k*ffy and properly damage. For genetal gUda,ce rogaraing the 6904 Parke East Blvd fabrIcatkrLstorage. delivery. erection arxf bracing of trusses and trim systems seeANSIMI I Quality Criteria. OSS-89 and SCSI Building Component Tampa, FL 33610 SafetyInformationavalkiNefromtrussPlatoInstitute, 218 N. Leo Street. Sulle 312. Alexandria, VA 22314. Job I fuss fuss ype ty ply r129248ee W P0072 86 Common Supported Gable 1 1 Job Reference (optional) nWtaets mesibource. tempe. rtam coy, mortars 7Jaaa r 04V a hug ro zvt r mt res maustnes, mc. WOU don tv foal w avw rUV. , ID:ECa84dD_FaL 2b8bRaOyPDysCZg-HbdHygAMYVnpv59ZwAmKEpV?U73vrkPphDu7OlzwmRB 1-0 0 6.4-0 12.8-0 13.8-0 1-0 0 6-4-0 6.4-0 1-0.0 Scale: 1/2'=1' 06 = 3x6 11 „' - 3x6 11 Plate Olisets (Y Y)-- 12:0.4-3.0-0-41, 110:0-4-3.0.0.41 LOADING(psf) SPACING- 2-0-0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 10 rVr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(TL) 0.00 10 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(fL) 0.00 10 Na rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 61 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-7-1, Right 20 SP No.3 1-7-1 REACTIONS. All bearings 12-8.0. lb) - Max Horz 2=-42(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 15, 16, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 10, 14. 15, 16. 13, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Comer(3) -1-0.0 to 2-0.0. Extedoi(2) 2-0-0 to 6-4-0, Comer(3) 6.4-0 to 9-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 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 100 lb uplift at joint(s) 2, 10, 15, 16, 13. 12. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNWO - Vedfy design Paremetwe and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE M11-7473 rev. t4031201S BEFORE USE Design valid lot use only Win Milek/9connecfors. INs design is rased only upon parameters shovm. and is lot an Individual building component. not a Inrss system. Beloto Ina, the Ixlldlng designer tnusl verity the applicability of design parameters and property Incos oiate this design Into the overall btdalng design. Bracing Indicated Is to buckling of Individual truss web and/or chord rnembers only. Adalplon al temporary and pats cmenl bracing MiTek' prevent is always tequlred for stability and to prevent collapse with possible personal prop only damage. For general guidance regarding the falxlcarlon. storage. delivery, erection and txac(t1g of Inrsws rind Inns systems, seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Wilding Component 6904 Parke East Blvd. Safety Information avallalnle (torn truss Plate rnslllute. 218 N. Lee Street. Wlo 312. AlexanWa. VA 22314. Temps, FL 33610 Job Truss Truss Type Qty Ply T12924900 WP0072 C MONOPITCH SUPPORTED 3 1 Job Reference (optional) Builders FuslSourCe. Tampa. Plant City. Florida 33566 7.540 a AUg 16 Zel r MI I ex InGUSltle9. InC. wsa Jan lu lz.bv4r zula rage 1 10:ECa84d0_FaL_2b8bRaOyP0ysCZg-InBg90B?JovgWFkmUuHZn026HWN4a9kywtegZkzwmRA 0.6-00- 12 3-8-0 0.6.0 2 3.7.4 5 2X4 = LOADING (psl) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' 2-5: 20 SP No.2 REACTIONS. (Ib/size) 5=164/0-3-8, 7=98/0-3.8 Max Harz 5=56(LC 12) Max Uplift5- 38(LC 12), 7=-48(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-125/276 Scale = 1:14 5 3x4 = DEFL. In (loc) 1/dell Ud PLATES GRIP Vert(LL) -0.01 4.5 >999 240 MT20 244/190 Vert(TL) -0.01 4-5 >999 180 Horz(rL) -0.01 7 n/a nta Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc puffins, except end verOcafs. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -0-6-0 to 2-6-0, Exterfor(2) 2-6-0 to 3-2-12 zone;C-C (or members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 5, 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vorrly daH9n Paremotars and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE M9.7473 ray. I0413/20IS BEFORE USE. Design valid for use only wtlh Milelc0 connectors. Inls design Is based only upon rxxanelers shown. and Is lot an Individual buldhg component. not a Miss system. W, ore use. the building designer i nusl verity the appllca bi,ly aordesignlxanolets anlx dopeelyIngl cooraleIhls <foslgn Into the over", building ® achg Indicated Is to lxtckllng of Individual truss web <md/or chord members only. Adkillonal temporary, and permanent Lxacing M iTek' design. prevent is " ways required for stability and to prevent collapse with possible personal hpay and property damage. For general guidance regarding Ile 6904 Parks East Blvd. Iatxlcatlon, storage, delivery. erection and branding of trusses and truss syslerns, suoANSI/TPI t Gualtly Criteria, 018-89 and SCSI Building Component Tampe. FL 33610 SocietyInformationavailablekarttrussRateInstitute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Job russ Truss Type ryply T,2924eo, W P0072 CG Diagonal Hip Girder 3 Job Reference(optional) ousaersrasisource.1arrpa. rrnni ny.ranaas:raoo ,.o..,.^.w.wAv•... .•• ..,,,, ••..„.,+,o •••vim• ID:ECa84dD Fal 2b8bRaOyPDysCZg-Dzl2NMBd461X8PJyIbooJEbETwcjJb?58XNE5AzwmR9 1.5.0 4.11-0 9.10.1 i 1.5-0 4.11.0 4-11-0 i 11 LOADING (psf) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 TCDL 7.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except* 2.8: 2x4 SP No.2 REACTIONS. (lb/size) 4=148/Mechanical, 5=29 1 /Mechanical, 8=448/0-4.9 Max Horz8=133(LC 4) Max Upl1114=-91(LC 4), 5=-98(LC 8), 8=-227(LC 4) DEFL. in (loc) Well Ud Vert(LL) -0.05 6-7 >999 240 Ven(rL) -0.14 6.7 >807 180 HOrz(rL) -0.04 4 We Na 30 = PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% 1:21.8 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-633/217, 9.10=-626/218, 3-10=-580/217, 2-8=-380/224 BOT CHORD 8-12= 288/573, 12-13= 288/573, 7-13= 288/573, 7-14=-288/573, 6-14- 288/573 WEBS 3-6=-620/311, 3-7=0/256 NOTES- (10) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. II; Exp C; End., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSI(rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4, 5 except (jt=lb) 8=227. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 85 lb up at 1-4-15, 59 lb down and 85 lb up at 1-4-15. 30 lb down and 44 lb up at 4-2-15. 30 lb down and 44 lb up at 4.2-15, and 53 lb down and 85 lb up at 7-0.14. and 53 lb down and 85 lb up at 7.0-14 on top chord, and 3 lb down and 8 lb up at 1.4-15, 3 lb down and 8 lb up at 1-4-15, 17 lb down and 8lb up at 4-2-15, 17 lb down and 8 lb up at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.2=-54, 2-4=-54, 5.8=-20 uonunueo on Page z A WARNING • Vedly dodgn Parameters and READ NOTES ON TNIS ANO /Nc1.UDED MIrEK REFERANCE PAGE Ma-7473 rov. FOAU 0IS BEFORE USE Design valid tot use only Wirt Mllek®connw-,lors. this design is based only upon parameters shown. and is tot an Indlvldtiad Milldi ng component, not a Irus system. Before use. iho buIldling deslgnoi i nusl volry the applicatAlty of design parameters and pioperly I ncorp male Ihls design Into I W overall bxAang design. Bracing Indicated Is Io Lxtciding of lndivldual truss web and/or chord members only. Additional temporary and permanent bracing WOWprevent is always regaled tot statAlly and to ptevenl collapse with possQsle personal Injury and properly damage. For (genera guidance regarding he 6904 Parke East Blvd. talxk:allon, storage. delivery, erection and bidakng of trusses and Intl systems, seeANSIJIPI I Quality Criteria, DS9.89 and SCSI Wilding Component Torrpo. i. 33610SafelyInformationavailablefromtrussRateInstitute. 218 N. Lee Street. Suite 312. Aloxanc:ldo. VA 22314. Job Truss Truss Type 0ry T12924901 W P0072 CG Diagonal Hip Girder 3 1 Job Reference tional o c.•ee oma o...0 tweaers "IsIJOYfce. 1 arrpa. r-10"I Hy. r—luu aavvv ' - --" ""' -" -"---' -- I ID:ECa64d0_FaL_2b8bRa0yPDysCZg-Dzl2NMBd461X8PJyIbooJEbETwcpJb?SSXNESKZWMFlg LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=43(F=22, 8=22) 11— 79(F=-39, 8=-39) 13=-4(F— 2, B=-2) 14=-52(F=-26, B=-26) 0 WARNING - Verily design Peramolers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 41,110-7473 rev. IOAL 2015 BEFORE USE. Design valid Ion use only vAlh tMek® conneclors. this design is based only ur311 parameters shown. aril Is for an IndlAdltal bultllrld compxxnenl. nod a hues system. Before use. the txdldng designer must verity the applicability of design Ixnamelers and Ixopesly Incoq)orato this design Into the ovor<llAdditionallempororyandbracing MiTek' building design. Bracing Indicated Is to prevent buckling of Individual truss weir and/or chord members only. permanent is always featured far slabOply and to prevent eollarm with possible Feisonal k*try and Wopeny damage For genetal guldarnee regarding the fabrication. storage. delivery, erecllon anal bracing of lnfsses and Inrss systems, seeANSI/IPI I Quality Cdbeda, OS849 and SCSI Building Component 6904 Parke East Blvd. Tanpa, FL 33610 Safety Information aval able from Truss Plate Institute. 218 N. Lee Street. Sole 312. Alexandria, VA 22314. Job Truss Truss Type oty Ply. T12924902 WP0072 J1 Jaok-Open 6 t Job Reference o Uonal aurloats F lrsibource. l arpa, namr l ry. rarraa J.AOa--.._.___.. ..... 10:ECa84d0_FaL_2b8b ii6WOysCzg-0z12NMBd461X8PJy1booJEbK9wkTJtx58XNE5AzwmR9 1-0.0 1-0-0 1-0-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.00 5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(rL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=-9/Mechanical, 4=-2/Mechanical, 5=135/0-3-8 Max Horz 5=31(LC 8) Max Uplift3=-9(LC 1), 4=-2(LC 1), 5=-62(LC 8) Max Grav3=7(LC 8). 4=13(LC 3), 5=135(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.8 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 1.0.0 oC purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 Oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf: h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Vorlry daWfin parameters and READ NOTES ON THIS AND INCLUDED MrEK REFERANCE PAGE M9.7473 rov. 1tb029016 BEFORE USE. Design vc9kl for use only with Mllek®Conneclots. Ihh desitin is Ixaed ordy upon pacimelers shown. and is fof an l dllvkkrd building Component. not o frtta system. Before use, the building designer must verity the cifXAlcalAty, of design lxxomelers and prop etly lncogxxole Ihh design Into the ovorall only. Additional temporary and permanent tracing MiTek' building design. Biacing Indicated Is to prevent budding of Irdllvidtal truss web and/or chord members is always required for stability and to prevent collapse with possible personal "and property damage. for general guicki nce regarding the fatmicatlon, storage:. delivery. erection and bracing of trusses and truss systems. sec-ANSI/1PI I Quality Criteria. DSO-89 and SCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610SafetyInfotmationovcLablefrom (russ Rate Instlkde. 218 N. Lee Slrael. Suite 312. Alexanddo. VA 22314. Job Truss Truss Type ty ply T12924903 WP0072 J3 Jack•Open 6 1 Job Reference penal Beddafe Firet50UM6, t anpe, MOM Gay, 1-09100 3306d ' ow s mug i o cv, • m uR rt•uus• roe, me . c yo . IO:ECa84dD_FaL_2b8bRaOyPDysCzg-Dzl2NMBd461X8PJylbooJEbKXwjZJIx58XNE5AzwmR9 1 0-0 3.0-0 1-0.0 3.0.0 Scale = 1:13.1 2x4 = 3.0-0 3-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 4=28/Mechanical, 5=178tO.3.8 Max Horz 5=58(LC 12) Max Uplift3=-46(LC 12), 5=-55(LC 8) Max Grav3=63(LC 1), 4=51(LC 3), 5=178(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1.0.0 to 2.0-0, Interlor(1) 2-0-0 to 2-11-4 zone;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 it between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - Verily dodppn porameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MQ7472 rev. faV3120I5 BEFORE USE Design valid for use only with MI lekO Conneclors. this design Is based only upon paiarnelers shown. and is for an InalMckal buldhg component. not a tarns syslem. Before use, the building desloner must verlry, the aIVIcablity of design p ararneters aril popeily Incotporole This design Into the overall bulk" design. Bracing indlcaled is to pxoveni buckling of Individual muss web anti/or chord members only. Additional temporary and pomanent bracing MiTek' is always teclulred for stability and to pxevonl collalxo %Ain possible personal irWry and pioperly, damage. For genetal Guidance regarding the rabticallon. storctgo. delivery, erecllon aril bracing of lasses and truss systems. seeANSI/IPI I Quality Cdlefla, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available San truss Wale institute. 218 N. Lee Street, Sulle 312. Alexandria. VA 22314. Tampe. FL 33610 Job Truss Truss Type t T12924904 WP0072 JS Jack -Open 6 1 Job Reference (optional) Busdefarnsibousce, iarrpa. rmm cny, ranaa s;uoo ....-... .....-_......._.....__'...__..••_. ..____.. ._._._...___._._o_. ID:ECa84d0 Fal 2b8bRaOyP0ysCzg-iAJOaiCFr09OmZu8bJKISR704KOc26BFN87nddzwmRB 14-0 5-0-0 t-0-0 5-0-0 Scale = 1:17 2 S-0-0 5.0-0 Plate Offsets KY)-- 12.0.4-8 0-2-61 LOADING (PSI) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.45 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.07 4-5 >866 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.02 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 3=116/Mechanical, 4=54/Mechanical, 5=24710-3.8 Max Harz 5=90(LC 12) Max Uplift3=-78(LC 12), 5=-61(LC 8) Max Grav3=116(LC 1), 4=89(LC 3), 5=247(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0 18; MWFRS (envelope) and C-C Exledor(2) -1.0-0 to 2-0-0, Intedor(1) 2.0-0 to 4-11-4 zone;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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.* 0 WARNING - Vorfly design pirmneters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII.7473 rev. 14OXW 16 BEFORE USE. Deslpl vaild rot use only wlBn Mllek® connectors. this doslgtl is 1lased orgy upon rxxamelers shown. and is for an Individual building component. not a Inns system. Before use. the building deslgflei musl verity Ira aprAlcaW Ily of design paranelefs and rxopedy Incotpoiale this design Into the overall trim only. Ackiillon al lempotory and peri nanent bracing WOWtxAdtngdesign. Wachg Irldlcoted Is to lxevent Lxfckllrlg or IndlMual web and/or chord members It always required nor stability and to prevent cotictrjse wllh Ixymble personal hfury and property dornage. for general guidance iegafding Iho fabrication, slorago. delivery. erection and bracing of Misses and tniss systems. acoANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salary Information avallattle mom truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 33610 Job Truss Truss Type oty Ply T12924905 WP0072 J7 Jack -Open 22 1 Job Reference(optional) W.A ten it, 1251•49 OMA P... r tsullaals rllslJOUrce, larrpa, ream a.ny. rwnua o.avvv 9I ID:ECa84d0 fat 2b8bRaoyPDysCZg-WJOaICFr090m2uabJK1sR7KBKyh26BME17nddzw nR8 1'p p 7-0-0 1 0 0 7-0-0 Scale. 1.21.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) 0.10 4.5 785 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(TL) 0.28 4-5 288 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 3 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 24 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 3=170/Mechanical, 4=76/Mechanical, 5=318/0-3-8 Max Horz 5=121(LC 12) Max Uplift3=- 1 14(LC 12), 5=-75(LC 12) Max Grav3=170(LC 1), 4=129(LC 3), 5=318(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-259/263 Structural wood sheathing directly applied or 2.2.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterfor(2) -1-0-0 to 2-0-0, Intedor(1) 2-0-0 to 6-11.4 zone;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 girders) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except 61=11t) 3=1 14. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING -Verify, design pararrlefers and READ NOTES ON THIS ANO INCLUDED ADTEK REFERANCE PAGE A111-7477 rev. 10N3MIS BEFORE USE. Leggin vcdk1 lot use orgy vAlh Milekf9 connecbrs. Ms design is based oruy upon pararnelors shown. and k la m hxJlvidual txfudlrng comporenl not truss Before use. OhsIxMdng designer must vedly the apolcabilly of design pdaamelers and Ixoperfy Incorporate this design Into Ile overallasystem. building design. Bracing Indicated Is to prevent buckling of InclWtKd buss web aril/of chord rnolnbers only. Additkrnal temporary, dnd permanent braclrlgisalwaysreciukedforstabilityandtotxevonlcdiapsowithpossiblepersonalIMuaYandproperty, damage. For genoral guidance regarding Brie M iTek' 6904 Parke East Blvd. labriCatlon. storcige, delivery, erection and Ixadng of trusses dmd triss systems. seeANSI/VI I Quality Criteria, O5B-69 and SCSI Building Component Safety Information avolloble Born truss Plate Institute, 218 N. lee Street. Sulle 312. Alexancido. VA 22314. Tampa. FL 33610 Job Truss truss type oty Ply T12924906 W P0072 MG Monopltch Girder 1 2 fob Reference(optional) 9UIIda18 F1rsl50UfC6. IanlpO. vlam Gey. Fiend, 33b66 /.O9V S /Wg IO ZV I r MIIOK InaVSIr105. IFIG. woo Van w IL OI-DV ZV 16 raga I ID,ECa84dD FaL_2b8bRaOyPDysCZg-AMton2Dtb)HFNiTK90rGPfgY2kFnn2ROcrsL93zwmR7 7-" 7-" 4x6 = 4x6 11 3x12 MT20HS I I 7-04 Scale = 1 22.9 Plate Offsets (X.Y)-- f 1.0-5-3 Edoel f 1.0-0-0 0-1-14) f3•Edae 0-3-81 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.62 Vert(LL) -0.09 1-3 >916 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.20 1-3 >400 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 r/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing WEDGE Left: 2x6 SP No.2 REACTIONS. (IbIsize) 3=1044/Mechanical, 1=815/0-3-8 Max Horz 1=122(LC 8) Max Uplif13=-358(LC 8), 1=-218(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (12) 1) N/A 2) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131'x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131'x3') nails as follows: 2x6 - 2 rows staggered at 0-9.0 oc. 3) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=358, 1=218. 10) 'Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 454 lb down and 146 lb up at 2-0-12, and 454 lb down and 150 lb up at 4-0.12, and 456 lb down and 164 lb up at 6.0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) "This manufactured product is designed as an Individual building component The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 1-3=-20 Continued on Daae 2 0 WARNING . Vedly dedyn Parameters and READ NOTES ON TNK AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10MMIS BEFORE USE. Dc r1 valld tot use only VAth MI lek® connectors. 1T11s design is based only upon parameters shown. and is (of an IndlvkAat building component, not uaIfusssystem. Before use. the building designet must verify the applicability of design parameters and property kncoq),otote this design Into the ovetall bxAding design Bracing kwicoted Is to txuctding of individual truss web and/ot chord members only. Adtf11k1nal temporary and permanent bracing Welk' prevent 6 always tecidred tot stability and to txevenl collapse with possble personal "and poperly damogo. For goreial guidance regarding f1w 6904 Parke East Blvdkibricalkln. stotoge. delivery, erection and bracing of (fusses and Inns systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610SafetyInformationovallablefromtrussPlateInstitute, 218 N. lee Street. Sulle 312. Alexarndria. VA 22314. Job I russ truss type ty ly T12924906 wP0072 MG Monopncn Grrdef 1 2 Job Reference (optional) Builders FuslSouree. Tampa. Plant City, Florida 33566 r 64v s Aug i 6 [ui r mi 1 ek mausuies. inc. vtlee ion tv i2 a 1 av cv ni raWo e I ID:ECa84d0 FaL_2b8bRaQyPDysCZg•AMton2DtblHFNjTK90rGPfgY2kFnnZROcrsL93zwmR7 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-454(F) 5=-454(F) 6=-456(F) WARNING . Ver1/y dodgn parameter, and READ NOTES ON THIS AND INCLUDED Mrt'EK REFERANCE PAGE MO.7473 rev. 14116 01S BEFORE USE. Design valkl lot use only with Mllek® connectors. thisdesign a based orgy upon parameters shown. and Is for an Individual bxAUUg cornponenl, not a larss system. Bofore tee, try-- IxAalng designer musl verity the applicability of cleslgnt pcoarnelefs and txoperly Incorporate IM design Into the overall txAcfing design Bracing Indicated Is to pxevenf buckling or InclMdtnal bniss web aril/a chord members only. Additional temporary and permanent bracing MiTek' Is always regtmed (or statAey and to prevent collapse with possible personal it*" and property damage pa genetai guldalce regarding tie Ictixkaflon. slor<ge. delivery, erection and bracing of Innses and fniss systems, seeANSI/TPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from fruss Plate Institute. 218 N. Lee Street. Strife 312. Alexandria VA 22314. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions' are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1n4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use J or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI I : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard far 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) 2 TOP CHORDS M 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 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 8CSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tar I a bracing should be considered. O= 3. Never exceed the design loading shown and never V stock materials on Inadequately braced trusses. a- 4. Provide copies of this truss design to the building0 designer, erection supervisor, property owner and oil other Interested porties 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint bcotions are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. unless otherwise noted, moisture content of lumber sholl not exceed 19% at time of fabricotion. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabncotor. General practice is to comber for dead bad deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used sholl be of the species and sae, and In all respects. equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheothed or purlins provided at spacing Indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less. If no ceiling Is installed, unless otherwise noted. established by others. 2012 MiTek® All Rights Reserved MiTek° MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2016 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review oil 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, PIotID FJl Length 38-00-00 rroaucts Product 16' BCI? 6000s-1.8 Plies 1 Net Qt 7 BEARING HEIGHT S( FJ2• 34-00-00 16' BCI? 6000s-1.8 1 2 FJ3 27-00-00 16' BCI? 6000s-1.8 1 2 FJ4 19-00-00 16' BCI? 6000s-1.8 1 1 FJS 19-00-00 16' BCI? 6000s-1.8 2 2 FJ6 18-00-00 16' BCI? 6000s-1.8 1 10 FJ7 17-00-00 16' BCI? 6000s-1.8 1 FJ8 13-00-00 16' BCI? 6000s-1.8 1 22 FJ9 8-00-00 16' BCI? 6000s-1.8 1 1 FJ10 FJ9 4-00-00 4-00-00 16' BCI? 6000s-1.8 16' BCI? 6000s-1.8 1 1 1 1 BM1 17-00-00 1-3/4' x 16' VERSA -LAM? 2.0 3100 SP2 2 Rml 12-00-00 1-1/8' x 16' BC RIM BOARD OSB 1 8 Bkl 2-00-00 16' BCI? 6000s-1.8 1 14 Hanger List H3 IUS2.37/16 Hl HTU26 I 1 f 1 c I 1 I Cis II I I ii co e co cn 1-3-14 0-8-2 °O T coo Im-" 38- 0 J. F NOTES: WORM TKOMM" 3) a v pa T EBE cpv+v o MKLY 4) pAL- 4, ypMA& 1p1 L.E SpS OI1f 61Z0 r_ 01 5) PLAfInu Alff ODD 1D BE LOAD YJ ST4 1' I "6651; WALLED 71 A p U 1 = SE N fM1 ALL I tlI VISE 9M 8) BEAKI EADERANU OM M BE SHOP DRAWING APPROW M LA1'Qlf is THE sm am nR FAIKAM IF cp TOO AND V= ALL f1EM AAOOE[M OR MM LAMn IEM Alm APWIL OF M LAYO g ff MOVED UK ANY mm V01 ff WT. A a m = M MR A61BISf OWO SS TMT VDl fE bmw Ywy I& LB,uilders F.rstSource Orlando P1O NEo 407-851-2100 FAX, 407-851-71 Plant City IPHONE, 813-759-5951 FAX, 813-752 Ashton Woods 2406-U Left Lot 72 ft 8-3-17 rmTerry is f' RECORD COPY City of Sanford Building and Fire Prevention Product Approval Spe;ftpation Form SANFpRO Permit # # 17 3 1 9 9 ° F,o ' Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.orcl. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wa ne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding fames Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofina Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofinq slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 6/9/2017 Florida Building Code Online I & u' zP Professional Regulation r SCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC stair I SCI5 Site Map I Links I Search I a db qProduct Approval 3 rasUSER: Public User e.•.:...il .1 i Product Aooroval Menu > Produtt or Aoollratlon Search > 6p2j]LAVg Llst > Application Datoll FL # Application 'type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL15000-R2 Revision 2014 Approved Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Vivian Wright rickw@rwbidgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Lyndon F. Schmidt, P.E. PE-43409 National Accreditation and Management Institute 12/31/2018 Ryan J. King, P.E. 01 Validation Checklist - Hardcopy Received FL15000 R2 COI Certificate Of Indeoendence.odf Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Florida Licensed Professional Engineer or Architect httpsJlfloridabt ilding.org/pr/pr ppp d.aspx?param=wGE\IXQwtDquS73Fr2ZyiPazAnA6CzHQ3yMKg2Hy8%2fUCfc2MRiSC&\m%3d%3d 1/3 619Q017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Abe Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.odf additional use limitations, installation Instructions and Created by Independent Third Party, Yes product particulars, (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation,) 1S000.2 b. "Aber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Umtts of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 It INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any EL15000 R2 AE EVAL 15000.2.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. 'Aber -Classic' or 'Smooth -Star' 8'0 'Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.4 I d. "Aber -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 If INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL I.S000.4.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 1" part number doors and sidelites, which have been stained or painted within 6 months of Installation,) 15000.5 e. "fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https:/MoridabLilding.orW/Pr_nW d.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 213 GWO17 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 11 INST 15000.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "l" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or 'Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1S000 R2 II 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 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.odf additional use limitations, Installation Instructions and Created by Independent Third Parry: Yes product particulars, (This product approval requires the use of']' part number doors, which have been stained or painted within 6 months of Installation.) BAdr HeRt Contact Us :: 2601 Blair Stone Road. 7411ahassee FL 32399 Pbone: SSO.487-1824 The State of Florida Is an AA/EEO employer. Coovdaht 2007-2013 State of Florida.:: Frvad Statement :: AecesslbillN Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a publlrreeords request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questlons, please contact 850.487.1395. *Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oepar:rnent with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick DIM_. Product Approval Accepts: 2a Credit Card Safe https:llfloridabLdlcing.orglprlpr app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2hCfc2MRiSC82w%3d%3d 3/3 Sot EXTERIOR 4 4tW PANELYMM DOOR PANEL mr EXTERIOR INMQR ID 0" 19- T Fiber Clcadc 30 IITG ISS M`- 25' STEEL SOB INTERCEPT SPACER 40 41 SEE NOTE 1 57_INSULATEn CLASS W/ 133" MAX i PA) 2r 14 7,A124M/1X. 9 SIDFLITE PANEL Smooth Star 1/2• law. CLASS 7HK. I/s. TEMPERED GLASS as a h1 tfa, 1/2' MIN. CLASS THK 1/80 TEMPERED Cuss AER SPACE TENPERED LASS E 1 art ivvft I m1 \ MWOWX CROSS SELTION 4 S10ELI E PANE, FAIrw-li. 0 4.e f.f 42 Mr n PLASRC UP LIJE F1LfA1E LPLAAcj LIP LITE MWE FXIRIlDID PVC f7CTRUOtD SNC VOWSSSECTONLz,4 4 SIDELITE PANELI LIR 1. Spaaanp far fdem #n h IF41 (IRe htme acmwa) 1531' ., 1y3r IT LT as follows From the bottom up on j1des: W. with ( 7) more epaaod at 9.675' o c, there are W wmw° both bop and bottom at 2.125' In from each 42 SfDE-a TOP & 80Tt01! RAIL LDEIRE BLANK SIDE SALE comer. MCO2 JOUVTO) PONOOMSA RK Sm-0.43 i1NGER JOINTE73 POl)ROSA PINE SO-M43 I re 02 12 i We NTS f: aR JK e c . LFS 3 IQ - FL- 15=3 c Off _ L6I c 4946 t3 17 .&MIN. S,A-A 7 pi d r. The shlepa k shoat set We the Jamb vrTh (12) ARM #43 a 10 x 2' pfh Wood sam r. Thera are 4) at eooh veWod Jamb, from the top down of 1B 21 13.51, 31; 4B.5' & Sr. Rare arc (` j at the header1-1/CMQt tB at 4' from the oah9de corners of the gAp nTpJ forme. There are (2) at the sip, 4' from the ou de comers. i 1 HORQOWAL CROSS SECRON 7 1-1/4' MIN. I48 49 EIAB. (TYP) g 1S)AR 17 1J 6 45 C-M 7 b i5ri e 7 o I mEB1G8 ro r. is r 1A 36 ACM cL. •i.• . :;:.:4j • e r+ v i 9 SEE NOTE 1 35 E 9 P 43 21 We 24 2 I a N.T.S iTO1512 o arr JK a 2 HORROKM CROSS SOMN 3 COZON AL CROSS SECTIONCROWSECTION ox w iFs 3 lpM18nFL—Ooow 7 a'L 0"" IF I MULLION II SHOWN FORSHOWN 1 II i OPENING 49 I I REFERENCE 1 II I 11 MASONRY 49 1 TYP. F1EAD MULLION OPPENING TM HEAD JAN 1 ll REFERENCE II 1 II 1 1 2x BUC i i i i 2X BUCK( 1a ASTRAGokL j I I AStRACAL SHOWN 1 SHOWNlijwk01 II 1 !t 1 II 1 II MUBLE W/SIDE1_M SUCK ANCHORING 4 DOUBLE DOOR INSWING MASONRY OPENING tiCJtE7E RNOTM 1. Conoelsdo Orkwf9:&Iheromanmaybea*n dtomotd¢hewnfn 2X BUCK edDe & t =tommtcrj*tL 2-Cangafeanxtwkcaflarstnokda:7NALoXC'94Ornnotbeadpaledto mdtlhato 81emh+.edga to martarjotrrtr, oddRforldo0naeteanchors maybe n cf to er m the%tAX ON C&4Wdimemtaa ate notw=e aded. 3. Cbu trefe anahorlalYc r yt 11W a TAPCOH 114' 1414• 2 1' laaD ON IM 1.1 j4' r 4' I BUCK ANCHORING 1 I II II SHOWWNNFOR ll 49 REFmENCE I I TYP. HUD I I MASONRI OPENINt do JANOS i i li II II II II II II II 2X SUCK t II MULLION SHOWN FOR REFERENCEI1 II li 11 11 II 4 cf 2o g s R41" i a° C (Y1 4 12 F° c m JK a 7. LF1 mrm ftz FL— I Wow a MW d 1&W law 26ST 16S o Bffi4M ry 9Qg ti ~ • 6 a V TYR 27 TYR Typ. T 49 44 ur 3as G T.91tr a a 0]S ' a aos—Il— SEE NOTE 1 4 alas— --- o a 1 ASTRAGAL DETAIL Wm 21 f2 °s k.rs mea as x n 1. THE ASTRAGAL BOLT HIS A 3' THROW AT THE TOP AND THE BOTTOM kc, L-1 m- 1 v 12 O T.-HERMAITRU THERMA TRU DOORS T 19 JHCU470tA O".. fn7»017eM. ON 4XS17 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDEUTES FIBERGLASS DOOR VON-IMPAcr° c>OMAL M 1. V* woduct h=b5w avat mW oW Wn ca.q lmtKoWrrttlhe Sih Fd Bon (4Dld} Roltda E 'td 0v Code (F80 shuduad te attatbhtdodn9 Bre t Yatodly Nudcane7atd' pM. 2 Ftbdldartr taGbaat tedatdspaoedas47ownondetaQsetttbednerttfobose wrote. odlbebeycndwddmsft OrAxm 9. W17m7 used fh ttte'HVFtI' ihb produdt ad 1a bep7oteded l+lEft an lntpoctt7 dot7t cora6rp UwF oaf Qe wBtSeci<ott 1626 of the FBC. I. IYllmmdfn orew of We of ihe'NV O mgtf vwttd bow debts p otw*n Nth prbdudrt legditedlobe pt WcWwftcmkgmdret3dtadatmeAtplhatoontpBaw9hSeoBonIWJ2of Far2t d<d 8tat8 cor6ktta8olt, o1rcJ7air®of tlyera tadlc 7 be Ihs 7ocnemU7atsiowr7 fa2c but= trmsottry aoldnicllaR 6. slleaa7da6rutha derialeborn9tedetat oJthbdnmfoOwQuZelVrU>afendhemQmandl bl' aic, ermadenpE7eaoroegbk , mddlea 7. Ihii ptod7xt doostolateetiMwmsrirtflfihafion tsgVteatettE W Rto'1!V}Q Irow'rtp unitsdtm be hutalled mty in rcntmbBdbEe aee Drat txtb@obfelocadiarsprotacted by art ovethort9 a canopy 14atthe7y®lebelwea7theedgeofaortopyao.ataptod bleff onl7 deo— 7t sr Ebm>L e / SHEEf 6 g am! F.P91Sr0Fl/iiC IISWIHG Ual? om WCat i s, 9 x 7 0 7 SEE e r__:=' z i•'r• = i-!. ', ;7 -( ,=7;,'ii-^.'.*h ,i . M.-- r,--_ i Y 'N-t l`T7:r=;"'-` i- i- ., _ •: i,:.1- x - rrc.._:a.-_ asp=i_ R— IgOltO.f ss iq 55 _ ii -c , J-' EXIM0@54 c:': fit, i:••i 'I'i 4' i.' e- 4 t`, '} i C t` m i:S• ti i.?•:t%c • )t.'i'':µ`r a s •'. d P i= lfff,ril i4 o j.i ":,';`Y r. .. .7i f t•i1... ^- "..' ;t./..•pa f+ 8 •n:: t1 it •G j ..t 1 •:s. e,, ;X[.:si i •h ' n .l.:f• ;; p'7. ` _ p s 06WMAlCDOOR PAgaW10TH LSx 66SSte• 4 o Z ^/- HORQOMM OROSS =WN 2 GOOR PANEL is P3 ® %Z•' ( c` Ono tN Y=•V Y . lA1CH SIRE 54 10P RA2 s •liG•. _ SMOOTH STAR) (SF/OOTH STAR) IA DOOR PANL Smooth StmIr -^ 1 1.18 -- -.-1 1SIS t X }1'• o 57 ea>s 4 t2 °s HINGE Sflt£ B011UM RAIL 2 VERTICAL CROW SEG7f Mks H.T. SMOOTH MR) S 111 STAR) 2 OOOR PANEL as so .Rc m' m Ifs GRA 3' oa a FL-1s000.4 as O 3 a : 1 r tY TB 16 13 taao 31 13 V ilttt a•o e a e 17 I 17 dJ 5 =8 1 4. d IL cc 45 cad: 20 f 1 rb so 42 8 E9 T A `•+ i t o c Mj•y; t' 43 o f1 \ SEE NOTE 77 N 47 i,i. SEE NOTE 2 1 T 46 r 30 I I EXTEMOR INTERIOR MOO G7 J J.-I N07E Z s:i yt3. 47 4B I c SEE NOTE 2 IA t•. s ? 47fcji'. it r'• 3 VmR7iGAC CROSS SEL'f10N ti x•+`\,V Shaw W x sub -buck 28 40 } :• y 42 IS OPTIONAL SURFACE BOLTS ON ACTIVE PANEL w is is SEE OE5T6N PRESSURE CJt4R>) g 30 31 14 14 i X x•" t 11 T3 SEE NOTE 1 e :..`•, a . I. The a1deMs is d&wt set Into the Jamb with (12) 2-2h Rern # 43 a 18 x Z• pt11. wood screw. Thew arc (4) t `••. r at each vet ov! jamb, from the top down at 13S4 1137', 48S' 4 66 Thera are (2) at the header at NT 4' from the ovWde comers of the frame. there are 2) f 13 a #e x 2-1/Y pat. wad =raw at the arm. Im JK a67 4' ham the cubfde aomere. OIK, VC LFS maw 15 ^ FL-1500a4 c VERTICAL CRASS SECTION 2 VERil AL CROSS SECTION 2. OP7(ONAL SURFACE BOLTS ON AMW PANEL s s SEE OESION PRESSURE aWM om r orb, pe 38 aisl l 13 SEE NOTE 1 1. O The sWa8te Is dlmct set Into the jamb Irlt 1111143with (12) Ran 143 a #8 x 2' pfh. Wood i Saar. Thee are (4) at such wrticv) 4 t1 Is. - jomb, ham the top dmm at 13S . 31'. iris & BB'. Thera ore (Y) at the header ACRVE at 4' hum the oula(de comes of the firma them ore (2) 113 a 18 s 2-1/'1' w q 6 is E y" rk S"s+;Stf f pftl sand coat at the alp, 4- from tho'iirfl autske comas. pdTERIOR 9 J6 AJ N 41 29 35 DM A- 17 18 OPTIONAL SURFACE SCILTS ON ACME PANEL 1Hr10( I SEE OEM PRESSURE CHART) J INTEFWjR( 3 A HORIZOMAL CROSS SECiTON s ZZ alehtrN. c® ac 4B 43 8 7 SEE NOTE t B 7 43 j IAKCINE I ACTIVE 10 G1 b g U 0='°B s 7 13 j Qg 44 36 0 4 a y 10 37 45 as 4 12 B coati N.TS• T9 osa sn p( e f 1 1 HORIZONTAL CROSS SECJTON HORIZONTAL CROSS SfCITON oo st LFS om, ec in, 66Fli••IMM4 u w1a p lyzi alit MASONRY II 11 MASONRY ..v"11-1 OPENING II & $HEADOPENINGTYP. HERO JAMELS o a d I I 1 SHOWN FDR l I ( SHOWN FOR t z A oREFERENCEZXBUCKREFERENCESzxouac-/ 2X SUCK ASMGAL I N-MuwoN 1 MULUON II SHOWN FOR 1 SHOWN FOR II t 1 3o Gj II REFERENCE 1 REYUMNCE ll 1 II - no 1 3 3= e T:TY:T u DOUBLE DOOR W/SNFLrtES ir DQUBIE DOOR cc BUCK ANCHORING . r B ICK ANCHORING Ir NGIIII a III I I 11 OOPEINTEPENtGTYP. HEAD JAMSSIl I I I I 2x SUCK ItII zXeuacII` WULuoH II CONCRETE N07E3 f. Cara.ra e! "I orbmffons alfhe cwrwT n aybe a~ to mC*dC D fhe mh I I SHOWN FOR I I ^ edge 14tar ce to mor laT I I REFERENC I I Z Canaefedrochac+a b6onsnotedac•A(ACONC&IJHt•murtbsa4tsfedio II 11 mx*rft3h fhealto. edgscBdarre to mortw)*trtc addflanof concrete andmrr 11 MULLION I S Cmay be rsf beondl0rf le ffb7NAXONfanorerotaoeedII ed II SHOWN FORII ` C"d ; II REFERENCE II m o 13 12 i II II T ;T ova •A JK olat ELCO SINGLE DOOR W/ SIOEL6ES SINGLE DOOR BACK ANCHORNG BUCK FL- 1JOfTD.4 o a G iiS_1!K • • A ' E- AkiuQ"!r6 I{ ia/a• rArcono va• xa- UITAACON DETAIL 13, COHCRETEANCHOR N01 1. Comets cm*wb=gww at Hm comas maybe acOrted to mahfth lhemta edge criftwe to modoriokft 2 GbnaaManchorboalfomnotedas 0NCETWmu0bea*aJedto mcMnfah Nne rift edge cWtonce to maljdnfF, adalttand clonaete o vPw maybe mquked to ennn fde UkX 6N C94Wdfinerafon am naf ommeded. 13. ConareteandrorkU&, Mobtatn a n&ftum1 oowdaeremtopmventthespbMVofwvod 7HES& (2) ANCHORS REO'D ONLY WHEN DP > 47 PSF I FRAWIE VYW MLW I4 TIP. HM JAM o SUCK 2X BUCK TIP. 43 f 1TP, SAL 14 L, . s'r- 1 1 1 11 I I 4 SEE OETAIL 5' r 13 49 '' m m BUCK' `ti31 r m,': m ', ; SOLT STRIKE PLATES 0 HEN3 ra.- m tr 0 E Da. BOLT STMrd PLATE THRESHOLD O J qO a,0 1 Z T 1,S m hry o 111 1` g 4 im6 a.IL 12 a 2 I t L t. SEE g u W/I rALLnTlaa DETAL 'Y _ y W/1X BUCKFbTALtADON J S E40 Q FRAME ZK BUCK 14 tra. s7LL SEE OEUUI. •1' SEE OETAIL '4` OETAB ^3• VIEW 'B ='B' CONCIEWANCNORNOft T. Cohoefecrudorbcolbmalto comers maybea*WWtomalituM McmtL edge dsto;wv to mwk rjbhb1 2 Conaele mldwrt ccdbmnoled i=%M ON C94R"must ba a *zW (o MdhttM the aft edge dWanoe to mortar]bM addBondconcete oir;hots moyberB* aed to ermm the 7AkX ON Ct OWdRne wm are not conneded. 3. Cbr=%dearafiarroLla 7. Marrladr a mB wood= newsb T7 J z OPEMNGt;P wasF' RAb1E i 2X BUCK o oEWL S• 14 Tr. SILL VIER' W=A' feilu yR$ dig a d u RICH 4g 30 W/ 2X BUCK 13 0 31 0WALLAXION 31 W/ 7X BUCK INSTALLAITOH 48 Li DETAIL • 2• g A57RAMAL do SURFACE DOLT STRIKE PLATES ® HEAD 2d n p 31 3T o — o we 2 12 NTH 30osoSam; DETAIL • 1• as mn JK e SURFACE BOLT STRIKE PLATE aac m! LFS d THRESHOLD }' L-1uouJ000.4 u wo. o oar J0 orb K 0 3 MI 19b• TTM iry27T'•P' V TYP. TYP. a oe e e32r3?s' Isla b r o.7s ass onsr F— SEE COTE 1 4 IIU 0.126'--4 F _ N.T.S. am ea pC a 1. THE AST WAL BOLT RAS A 3` THWW d THE TOP LFS ; AND THE BOTTOM. a, FL-i30=4 11 32 p T1 l WTNJ 00 OGYA091f 600T j A .0 •ZU 00 RM SIML COMM SIM- 10r1 IIIIIltj ill ` o O' V CL bT&1 46 Cf lorACE 80lT MES. .ZS' SRn 1 1-yy•—y 600D _ O qmc T S7rdKE P AM / 724' grvef 1ww p 1D00 g vm 4 f Low am T— sm siFII s08 a 2 WOOD FRA r PC FINGER JOfWM PONDEROSA AN& SC-0.0sw : vtiw ® INSWING DOM eolTou swap R SUM WNYL X8o' lAAX. WALL,... . M5' AW WALL 19 SELF AUAfSTM SADDLE THRMOW ALUAIMUMMNyf _049' WA 1 Af flr_ 1$ INSWING SIOa_OE 9DMU BOOT OBO' THK WALL YTN1t TYP M09' EXMWED IAWTL WALL ami 02 axa ORC m JOt ElvFL- 10=4 rr 12 ar_M R W 'R W Building Consultants, Inc. B Consulting and Engineering Services for the Building tndopury P.O.Bac23QVah1co FL33S9S PbancnlU 99197 Fladda a°rrrr of Prcfksdw l Bn*r=Cmdnrat° afA uharlmdon No.9a IS Product Category Sub Category Manufacturer Product Nome aging Therma-Tru Corporation Fiber Gaeslo" I *Smooth Star' Ener E7derlor Door 118 industrial Drive 8Vfnmdng w! and w/out 8ldelime pton3 Assemblies Edgerton, ON 43517 Flberglgss Door Phone 1 268-1740 Non-fm act' amps: This Is a Product Evaluation report Issued by R W Building Consultants, I= and Lyndon F. S4hmi46 P.E- (Syatem ID # 1998) for Themta Tru Corporation based on Flute Chapter No. 61G20-A Method 1 D otthe State of Rotlda Product Approval, Department of Business & Professlonal Regulation, RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will aoquire 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. Llmftadom: 1. This product has been evaluated and Is in oompllanoo with the 6th Edition (2014) Florida Building Code (FBC) structural requirements inoludin9 the'Hlgh Velocity Hurricane Zone' (HV)-IZ). 2 Product anchors shag be as listed and spaced as shown on details. Anchor embedment to base matedai shall be beyond wail dressing or stucco. 3. When used In the °HVHZ" this product to required to be protected with an Impact resistant covering that compiles with Section i Me of the FBC. 4. When used In areas outside of the "HVF0 requiring wind borne debris protection this product le required to be protected with an impact resistant ooverhng that compiles with Section 1609.1.2 of the F80. U. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry ooneltuotion. 6. Site conditions that deviate from the details of drawing FL-16000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Mewing oonfiguratione do not meet the water Infiltration requirements for the °HVHP, lnswfng units shall be metalled only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill la teas than 46 degrees. 8. See drawing FL-16000.4 for size and design pressure limitations. Su orflnq Documents: 1. es e o Text Standard TEL 014603V7• B.0 ASTM DM-03,ASTM D1929-96 ASTM 02843.99 TEL 01460338-A,B,C ASTM D63Fj-03, ASTM D1929.96 ASTM 02848-99 STT600001 AISTM W20-96 16427-107362 ASTM E84-00a ATI 87608.01.108-i8 ASTM 01929.9E ETC 01-741-10701.0 TAS 202.94 ETC 01 741.10703.0 TAB 202-94 ETC 01-741-10693.0 TAS 202-94 TELOO-1031-3 TASP-02.94 TELOO-1031-4 TAS20Z-94 Testing Labo far_ Sianed by Testing Evaluation Lab.,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 Leb.,lno. Testing Evaluation Lab, Inc. Prepared bX No. FL is000.4 RW Building Consultants, Inc. (CA #9813) at`sl c (14 f/ Caloulattons Preuared by yM, L Anchoring RW Building Consultants, Inc. (CA49813) K t14 „v%r+BASTME1300GlassLoadLyndonF. Schmidt, P.E. Qualify Assurance `t Certificate of Participation issued by National Accreditation and ManagemetYt. C c F FInstitute , certifying that Therma-Tru Corporation Is manufacturing products :, f within a quality assurance program that compiles with ISOAEC 170M and `. ; , 4.,^ Quids 53, sheetlofl = r sr+;•ft+` 4'.?,T Lon Hicks, VP Operations William E. Rtbh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. MarkD. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Signed t$ Sealed by Lyndon F. Schmidt, P.E. F. Schmidt, P.E. Lyndon F. Sch ntdy P.E. FL PE No. 43400 2rd/d016 Florida Building Code Online Pagel of 3 covnucye nncul:co?n, _ ernuw.reros' scpiacr,oarn 2fl,Mat Aenr&m menu > p aduG ar Aeollolfon se.,d, > Amftvdon List > Application DOWI FL A Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL1S332-R2 Affirmation 2014 Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 E t 2560 bslllinger0m1wd.com Brent Sitlinger bslUinger@mlwd.aom Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardeopy Received Luls Roberto Lomas PE-62S14 National Accreditation and Management Institute 12/31/2015 Steven M. Urioh, PE Validation Checklist - Hardcopy Received Standard Yaar AAMA/WDMA/CSA 101/I.S.2/A440 200S R1I 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 OYes ONo ON/A https:J/www.floridabuilding.orglprlpr_app dtt.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/3012015 Date Pending FBC Approval Date Approved 0S106/ 2015 c.. .,.....f DmAueto Page 2 of 3 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGO OXO 145-3/4" x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZr No FL15332 0.2 It 08-09500C.odf Approved for use outside HVHZ1 Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant) No Created by Independent Third Party: Yes Design Preasurm N/ A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN ELI S332 82 AE 510807e.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 08-00498C.odf Approved for use outside NVHZ.• Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/ A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 51080Se.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGO REINFORCED OXO REINFORCED 145-3/ 4'x96' Limits of Use installation instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/ A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512.968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96x96' Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact ResWtant: No Created by Independent Third Party: Yes Design Pressure: N/ A Evaluation Reports Othorr REEFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.edf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 AWMINUM SGD SERIES 420 ALUMINUM SGO REINFORCED XXX 143'k96' REINFORCED Limits of Use Installation Instructions Approved for use In HVHZt No FLIS332 R2 II 08-02250A.Ddf Approved for use outside HVIfZr Yes Impact Resistants No Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/ A Evaluation Reports Other. REFS, TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512970A.odf PRESSURE. RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED AWNINUM SGD OX, XO, XX ALUMINUM SGD 961x96' units of Use Installation Institutions Approved for use In HVHZ: No FLIS3 2 R2 n 08-n0499C.odf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 Impact Rosletantr No Created by independent Third Party: Yes Design Pressurm N/ A Evaluation Reports Othen REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108068.odf PRESSURE RATINGS I Created by IndependentThlyd Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146-x96' ALUMINUM SGD https:// www.floridabuilding. org/pdpr app_dtl.aspx?paten=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use In NVHZ: No FL15332 R2 Ii 08-OQ 01C.odf Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62514 impact Resistant) No Created by independent Third Party: Yes Design Pressuroi N/A Evaluation Reports other. REFER TO APPROVAL DOCUMENT FOR DESIGN ELIS334 R2 AE 510808B.o0f PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 1S332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD )OD( 143'x80' NON - REINFORCED Limits of Use installation instructions Approved for use in HVHZ: No u_15332 R2 It 08-00502C.odl 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 FLIS33Z R2 AE 51080993.odf PRESSURE RATINGS 1 Created by Independent Third Party, Yes 15332.9 j SERIES 430/440 REINFORCED SERIES 4301440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGO 143'x96' Limits of Use installation Instructions Approved for use in HVHZ: No Fi 15332 R2 II 08-00S03C.odf Approved for use outside HVHZ: Yes Verifed By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: WA Evaluation Reports Othert REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AS S10810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes sear ne=t Correct Us :: 190 Forth Mar SLne^t. Tallahassee FL 123" Phoow 8SOA97-1e24 The State of Florida to an AVEM amptoyar. Coeydoht 2007-2013 State of Florida.:: rs ArmsstbZb l@aWnont :: Rdfund Stataehont Unda Florida 4w, email addresses afe public records. It you do not want your email address released In response to 4 pubsGmoorda request, do not sand aleafronk mail to this entry. fratsad, eonuct the office by phone or by traditional alms. If you havb any yuastlom, plem ardut 9SM487. 1.39S.'Pumvant to SeMah 454275(1), Fbatda Statutes, afraaMe OQober 1, 2012, Ikersees licensed undar Chapmr 455 P.S. mtut Provide the DepadnMt *Man enroll address M Clay have one. Tho amass provided may, be used for ofsriat communlatlao with the santmm. Hewwer Mess addresses am pubtk record. it you do not wish to supply a personal address, plesse provide the DeparGnmt with an arms address witch an be read* available to the public To determine 9 you are a licensee urclar Chapter 455, P.S., plane dick has . Product Approval Accepter MORE CrediiSAFE https://www.floridabuilding.orglprlpr app_ d.aspx?param=wGF,VXQwtDgtH8572gvdWI... 8/31/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1% BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS 'JSEO FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERUL• 3- CMUDED ALUMINUM 6063-175. 6. UNITS MUST BE GLAZED ?ER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTWE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEAQING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER 'OCCURS. MAOMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO AS EQUAL OR GREATER THAN I.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO W00D FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/15" TAPCONS WITH. SUFFICIENT L&*TH TO,ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE 010 SANS OR Se.F 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 BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS TWIN THE MINIMUM STRENGTH SPECIFIED BELOW. A WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE — MINIMUM COMPRESSNE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE M ASTM C-90, GRADE N, TY?E I (OR GREATER). 0. METAL STRUCTURE: STEEL 180A. 33KSI OR ALUMINUM 6063—TS 1/8• THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO. XX. XP. PX. XIP, PIX I TABLE OF CONTENTS SHEET NO.1 DESCRIPTION 1 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION OITAILS I REV I vnoa I art I AwR31W I A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. SIGNED: 12,16a2013 MI WINDOWS AND DOORS LLC ttttllUrr/A/ 1001 W. CROSBY RD CARROLLTON, TX 75006 N\S R v GEN•1P5' 0 • w SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES p TAT OF. F•ORIOP•* 014sm CAO 11o. ry 08—T190F A WALE 14TS °A'c 10/50/13 10 I Fl HI 95- MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED LOCATIONANCORSIS SEEFOR NUMBER OF LOCATIONS REQUIRED 6 MAX MAX 6• - i6• LAX AME IGHT L 8• MAX 6" MAX SERIES 420 SGD REINFORCED WI7 ROUT ADAPTER EXTERIOR VIEW DESIGN PRESSIIRERAT" wACTRATU43 J' 35.OPSF 'low WIIM244YSILL SEE CHARTS 01 AND /2 FOROTHER UNITS RATINGS Dwrav PRESSURE RATM YNPACT Rt77NG 25XV- 28.6PSF NONE WIT( 1-Vl SILL SEECNARTS 03 AND I4 FOR OTWA UNITS RATIOS CNARr/ 1 WITH2. 1R2'SILT. 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L. 1 06-02249 scut Nis are ID/30/13 IRM2 OF i A FF HE 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REWIRED 6" MAX 6' MAX 6" AX ME GHT 6" MAX SERIES 420 SW REINFORCED WITHOUT ADAPTER fiMRIOR VIEW DESIGNPA89SURER47M DNPACTRATWO i36.OPSF NONE WITH 2.far slu SEE Of AND 42 SHEET 2 FOR OTHER LNITS RATINGS DESIGN7RE55LlRERATING WPACTOUIRM 26.01-28.6PSF NONE WITH 1.1/ s u SEE CiARTS 00.4ND N SHEET Z FOR OTHER UNRS RATINGS 60i6iW1t RW 6F50 Ib:l 61IE APPfr7.'m A ADDED FLANGE AND FIN DWAA MOM 1 12/10/13 1 R. CHART16 Hambv elancbar feesOenanaorrad BYOa w0Y.e6TmiAhtV tlII11N Rana SOIL SILO c0 o.O 660 H49 .6.rrb 720 H46 Amb 640 H4C lamb bid H" AmD 64d 4 6 S a 6 6 6 0 SILO 4 6 5 a anO i i a OLO 4 6 6 6 6 e a a 2' 2 1132' SILL ALUMMUM 6062-T5.0SS THICK 2" i W SILL AIUMPdM GD63-T3.aW TN?CK MI WINDOWS AND DOORS LLC \xNkj1`It'.'4 1001 W. CROSBY RD '? . - • • . 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CROSBY RD CARROLLTON, TX 75005 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96, FRAME INSTALLATION DETAILS DRAM 07 G t4 F V.L 1 08-02249 NTS — 10/30/13 —4 OF 10 METAL STRUCTURE BY OTHERS 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF ORIWNC SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE Pf8TALLA7TOM NOTES.` f. WTEWRAND EXTERIORFRVMHES BY OTHER& NOT SHOWN FOR CLA R . 2 POW67ER ANO JOINT SP.44WT8YOTH8IS TO BE OESIONEOPIACCOROANCEW WASRAE21f2 L TO BE SET IN BED OF Vl1LYEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS T - 7/6' MIN. EDGE DISTANCE fI 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS R/60M7 REv orsaronai oae: urtwrm A ADDED FLANGE AND FIN QWS 4LAIION 12/10/13 R.L 1 /4- MAX. SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE IMSTAU ATION M( WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75006 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" a 96' FRAME INSTALLATION DETAILS ORCAM ONO ft V.L 08-02249 ate NTS I p1w 10/30/13 ITS OF 10 lk• 0 ATE OF 2 1/2- MIN. rEDGEDISTANCE a i 1 1/4- MIN. a. EMBEDMENT 1 1/4- MIN. CONCRETE/ : e••• _ I EMBEDMENT MASONRY 1/4" MAX. 7Y OTHERS ^ SHIM SPACE OPTIONAL 1X BUCKTO —` 2 1/2- 'v PROPERLY MIN. .T " SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 3/16- TAPCON 3/18" TAPCON CONCRETE/MASONRY v'''• BY OTHERS EXTERIOR INTERIOR a SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE v OR EQUAL 3/16- TAPCO14 - SEE SHEER 3 FOR SILL OPTIONS OPTIONAL 1X BUCK MASONRY/ TO BE PROPERLY By oTHms SEE NOTE 3 SHEET 1 a 1 1/4" MIN. a .• EMBEDMENT a i r 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CCWCRET E?A4SONRY INSTALLAT70N ocsf:I FMW we I uvlrovm ADDED FLANGE AND FIN L"TALIATION 12/10/13 IR.L 1/A.' MAX. 1 SHIM SPACE INTERIOR EXTERIOR JAMS INSTALLATION DETAIL OONCREIE1wSONRYW^TAW T10N NOTES.` 1,WTERIORANDOCTE9N10RWSJ ES BYOTHERS NOT $HOWN FOR CLARfT1: P. PERtAwmR AND.ADINTSEALANTHYOTHERS TO BE D986NED W ACCOP.DANCEW M AS7114 F2112 MI WINDOWS AND DOORS 11C I ft Ian/,o1001W. CROSBY RD CARROLLTON, TX 75006 GENa*. pw, 0 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 96, FRAME INSTALLATION DETAILS C AT DF t, olwRc 08—p0 2r249 A/,YONA11E\\\\ Sc" o MS 103013 60F10 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. EMBEDMENT 1/4" MAY SHIM SPACE 10 WOOD SCREWS EXTERIOR LLU LU INTERIOR 0 BE SET IN OF WUCEM 116 RUCTION ADHESIVE iUAL 110 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMINC OR 2X BUC) BY OTHER: MIN. IENT VERTICAL CROSS SECTION MOO FRAbVN0 OR 2X BUGCWSMALLAMN NOTES: 1.INTSWORANDEXTERIORRNW(ES BY OTHERS, NOT SHOWN FOR CLARI T Y 2 PERO&FTERAND JOWTSEALM7SyOTY.ERSTOBE DESIONO IN ACCORDANCE w1THASM E22112 I 1 3/8- MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS Ir 1 / 4' MAX - SHIM SPACE oesz im are ;—w ADOM FLANGE AND FIN INSULlA110N 1 12/10/13 ILL. urraalna JAMB INSTALLATION DETAIL WOOD FR4MWQOR2X91/LXWSTALLATTON MI WINDOWS AND DOORS LLC CARROLLTON, TXB75 06 01R. AC'l, v OENSF.9 p SERIES 420 SGD REINFORCED WITHOUT ADAPTER 7 l 96' x 96" FLANGE INSTALLATION DETAILS o TAT OF i0. OR 08- 02.249 A iSS/Huai G NTS I wm 1 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. r SHIM SPACE T d10 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 116 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. WTBVMAND OaERIOR FINISHES, SY OTNM NOTSNOKW ADft CLAR/T: 2 PERIMETERAND.A7DVT SEALANT BYO"ffM TO BE DESIGNED INA000RDANCE WRNASTM EYT TJ AbiSOtD aEv otsadrTO$ om i mp oVTD A I ADDED FLAME AND FIN KVAURION 12/10/13 1 R.L. 1 /4, WAX. SHIM SPACE T- 7/6MIN. 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EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY BY OTHERS a EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETEANASONRYWSTAILATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. 80MIOR AND EXTERIOR ANISNFA 6Y07NERS6 NOTSkVNN FOR DYARTTl: 2. PERIMETER AND A0W SEALANT BYOTNERS TD BE DESIGNED QJ ACCORDANCE WTW ASTM E2112 MI WINDOWS AND DOORS LLC so R:III/// ei1001W. CROSBY RD CARROLLTON. TX 75006 A A.•••.: • G6Ar'?, i SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96 x 96' FLANGE INSTALLATION DETAILS TAT OF ; auru oxa NJ. 02249 A FS'%OR Q. 7seasw1esariNTS10/30/13 6 OF 10 WOOD FRAMING BY OTHERS MIN. EMBEDMENT I / 8 WOOD J SCREW 7/16- MIN EDGE DISTANCE 1/4 MAX 1 SHIM SPACE III AOm FIANCE ANO FlN ImW IATION 1 12/10/13 JILL 1 5/8' MIN. EDGE DISf TRIM INTERIOR MASONRY/CONCRETE BY 01HERS HOOK STRIP --— 1 1/4' MIN. EMBEDMENT r IX BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 3/16' JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOOD FRAAONG OR 2X SUCK INSrALLATTON HOOK STRIP INSTALLATION MAS0NRYX4)NCRETE 1 1/4- MIN. METAL STRUCTURE EMBEDMENT BY OTHERS 8 W000 w000 SCREW FBYRAMOOTHERS INTERIOR TRIM TRIM 1/4- MAX. 1 3/8- MIN. j SHIM SPACE EMBEDMENT INTERIOR 7/16' MIN EDGE DISTANCE HOOK STRIP HOOK STRIP 10 WOOD SELF DRILLING R r 11 SCREWSCR PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK EXTERIOR INTERIOR HOOK STRIP INSTALLAT70N HOOKS INSTALLATION gjlypOORy Ty1 0 A4'TAL STRUCTURE NI WINDOWS AND DOORS LLC 1R!!i!a//, fVERTICALCROSSSECTION1001W. CROSBY RO W000FRAMINOOR2XSUCK INSTALLATION CARROLLTON. TX 7SO06 r, \GENgF'9iP/•y FOR SILL INSTALLATION SEE SHEETS4-a SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0y NOTES: T. 7NTERgRAND EXTERIOR h1NLSHFS, SYC+THFAS. 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CZWIU SPACE EXTERIOR ram IV amcxpon CATE A""Mm A ADDED CHARTS 03/00/12 1 FILL B REVISED PER NEW TESTING 10/13/13 R.L O ADDED FLANGE INSTALLATIONS 12/06/13 RL JAMB INSTALLATION DETAIL METAL STRUCTTA4E(NSTALLAflON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRUNK ova Nm F. A. 08-00503 W" NTS I °m 02/2.3/09 sKQT4 OF 9 R. ILO 4Af OF CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2- MIN. EDGE DISTANCE I . T . i I , * ' -' 1 1/4' MIN. a' • EMBEDMENT 1 1/4' MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE 1/4' MAX. i SHIM SPACE 3/16- TAPCON 3/16- TAPCON CONCRETE/MASOBy NRY EXTERIOR II 11 II II II II INTERIOR VERTICAL CROSS SECTION OCNCRErSUASONAY INSTALLATION SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS T 1 1/4- MIN. EMBEDMENT 2 1/2' MIN. 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EMBEDMENT r SHIM SPACE ( HIMSI l_ SHIM T— INTERIOR SPACE 1/ 2' MIN. 10 WOOD EDGE DISTANCE SCREW EXTERIOR INTERIOR 110 WOOD SCREW 10 WOOD JJA TO BE SET IN SCREW D OF VULKEM 116 TRUCTION ADHESIVE QUAL EXTERIOR W000FRAMINGSEESHEET2OR 2X BUCK FOR SILL OPTIONS BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING WOOOFRANUMORZYSUCK INSrALAnON OR 2X BUCK BY OTHERS 1 3/ 8' MIN. EMBEDMENT VERTICAL CROSS SECTION 1YOODFROUNGOR2X8UCKINSTALTA7T N MI WINDoww. AND Y00oRS LLC R.ILp i, Y CARROLLTON, TX 75006 ` v •GENBF.•gs'-i SERIES 430/" 0 XIX SODNorm " * o = f. INTERIOR AND S ERICW FINIShIM BYOTNERS, FL1ANNGG xE INSSTA kEINFORCEDLLATIONDETAILS . = NOT' SHO NJ FORCLARrrY. 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I.MiEWORAgVOEXriNIORf•7NSNE$BYOTNERS, EMBEDMENT NOTSNOWJ FOR OLARIV. y i; •,. r ...1f aPERDMETERAND JOA?SEALAN'SYOTNERSTOSE Q' • DE=AW W ACCOAOANCE KOWASTT/ 62112 VERTICAL CROSS SEC77ON 2 1/2" MIN. ODNCPZr0A4SONRYIN5TALLAT7ON EDGE DISTANCE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/"0 XIX $00 143" x 95' REINFORCED FLANGE INSTALLATION DETAILS onaes; m+c na F. A. 08-00503 lcrc NTS looc 02/23/09 121mg OF 9 1 5/8• MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE ^ BY OTHERS HOOK STRIP MIN. EMBEDMENT T 1X BUCK BY OTHERS, 1X BUCK TO BE - PROPERLY SECURED 3/16' EXTERIOR u PANEL INTERLOCK HOOK STRIP INSTALLATION A"SONRY 00NCRETS INTERIOR TRIM 1 3/e' MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION ZYBUCKWOODFRAMINO FMAS M 00 Ernom we m ADDED CHARTS 03/06/12 R.L. RLVM PER NEW TE811NC 10/13/13 R.I. ADDED FIANCE INSTAIAOIONS IZ/06/13 RL METAL BY ROE OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. ffOW OR AND EXTERIOR F"SHEA BYOTHFAS. NOT SHOWN FOR WRITY. Z PERIM.ETERANDJONrSEALANrSYOTHERSTOBE DESIGNED INACCORDANCE W THAST M U112 LLCMIWINDOWSLo 1001 W. CROSSY RDD CARROLLTON. TX 75006 AN RE ...v yv,• v G Hsi, p i= o SERIES430/440 XIX SGO 143' z 96' REINFORCED HOOK INSTALLATION DETAILS 5 o . AT OF to Sj%% V oRA1a ovo No.RLV 08 C ONAL NTS — 02/23/09 1-9- OF 0F9 10/27/2016 Florida Building Code Online a eusincss EI rof ssional Mico aY.ru r SCIS Horne I Log In I user Registration , Hot Topics I submit Surcharge I Stars Q Facts I Publications I FBC Staff I acts site Map I Links I Search Florida ml Product Approval 1ra ya--fi tt AAyy USER: Public User a.7haaquror Product Aonmval Menu > Product or Aoehcatlon Search > Aoollcatlon List > Application Oetall FL # FL9174-RI1 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 8S0)474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Oalton.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 YJ Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE 7. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year DASMA-108 2002 DASMA-115 2005 Mips://www.floridabLdlding.orgtpr/pr app o.aspx?param=wGEVXOwtDquA11JRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10J27/2016 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/06/2015 Date Validated 04/28/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 FL # Model, Number or Name 9174.1 5120 / 6100 / 9100 #0228 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 15120 / 6100 / 9100 #0229 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +IS.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 1 5120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Description 9' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0228 3189S8 P7.odf E 9174 R11 If Track Suoolement Chart P10.odf F79174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 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 16' Max width. 8'-9' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 If 0229 318959 P8.odf FL9174 R11 II Track Suoolement Chart P10.odf FL2174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL2174 R11 II 0230 318960 P10.odf FL9174 R11 II Track Supplement Chart P10.0df FL9174 R11 If 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 F19174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21'. Solid only - no glazing available. Installation Instructions FL9174 R11 11 0231 318996 PS.odf FL9174 R11 If Track Suoolement Chart P10.odf FL2174 R11 If WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE S1737 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 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 I9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 PS.odf FL9174 R11 11 Track Suoolement Chart P10.0df FL9174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 hltps:/Mrww.floridabuilding.org/pr/pr_app dU.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Cade Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.6 S120 / 6100 / 9100 #023S 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 1111 It 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 it 319040 P1 Post.odf Impact Resistant: Yes FL 9174 RI t 11 Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 Other: F1 9174 R11 If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports R11 AE ASTM A 6S3.odfFL9174 FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 11I1 AE FLO9174_ r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ, No FL9174 R11 H 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 I1 WDJambSuoolementPl6 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf F19174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ, No FL9174 R1 t 11 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Supplement Chart P10.odf Impact Resistant: No Design Pressure: +18.50/-20.70 FL9174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI I AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL2174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.9 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 I1 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 1111 if 319040 Pi Post.odf Impact Resistant: Yes Ft 9174 R11 It Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 F19174 R11 II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.13df F19174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 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 FI9174 1111 11 0237 31902S P6.odf Approved for use outside HVHZ: Yes Impact Resistant: Yes FL9174 R11 11 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 Other: FL9174 R11 I1 WD1ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf F19174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes h"://www.floridabuilding.org/pr/pr app dU.aspx.param=wGEVXQwtDquflIJRfWxf6u7cin10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 3l6 10/27/2016 Florida Building Code online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing rx0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL2174 1111 11 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Suoolement Chart P1O.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI I AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 r1 s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart P10.odf Impact Resistant: Yes FL9174 R11 Il WDJambSuoolementP16 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24'. Glazing 0602 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0602 319028 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 Il WDJambSuoolementP16 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 r1 s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24'. Glazing 0603 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 RI II Track Supplement Chart P10.0df Impact Resistant: No FL9174 R11 If WDJambSuoolementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R I I AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 11 Track Suoolement Chart Pl0.odf Design Pressure: +39.20/-43.70 FL2174 R11 II WDJambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 RI1 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R1 t It 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 11 WDJambSuoolementP16 s.odf haps)Mrww.floridabUiding.org/pr/Pr_app dtl.aspx.param=wGEVXQwtDquflIJRfWxf6u7oinlOheH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 4/6 10/27/2016 Florida Building code online Design Pressure: + 15. 30/-17.00 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI1 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing Jf0606 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 1111 11 0606 319032 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 It 319040 P1 Post. odf Impact Resistant: No F19174 R11 It Track Supplement Chart P10.odf Design Pressure: +30.00/-33.SO FL2174 R11 It WDJambSuoolementP16 S-od Other: Doors with glazing shall not be used in the wind- Verified By: John E Scates P.E. FLORIDA PE 51737 borne debris region unless protected or unless structure is Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports door. FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.18 15120/S140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24' Solid only - tt0609 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 It 0609 319035 PS.odf FL9174 1111 If 319040 PI Post.odf FL9174 R11 It Track Suoolement Chart P10,odf FL9174 R11 If WD1ambSuoolementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 18' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 I1 0608 319034 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WD]amb5uoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E Scates P.E. FLORIDA PE S1737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R1I AE ASTM A 6S3.odf door. FL9174 RI1 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.20 5140/9400/9600 #0607 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0607 319033 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 11 WDJambSuoolementP16 s.odf Design Pressure: +25.90/-28.80 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back Neat Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone. 850.487- 1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mad address released in response to a public -records request, do not send electronic mail to this entity Instead, contact the office by phone or try traditional mail If you have any questions, please contact 850.487.139S. *Pursuant to Section 45S.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address of they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick II P . Product Approval Accepts: hUM:/Avww.floridabiAlding.org/pr/pr_app dtl.aspx?Wam=wGEVXOwtDqufllJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeG(3%3d%3d 516 10/27/2016 Florida Building Cade Online in 0 'I"—" Credit Card Safe https://www.floridaWIding.org/pr/pr_app dQ.aspx*lwam=wGEVXQwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuYSGeGQ%3d%3d 6/6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOiEJ 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 eagr01 No. 51737 O STATE OF •f j p.N'•.!-10R%P Z/// j;' eto 1. BASED ON 5/16' DIAMETER LAG SCREWS WITH 1-1/2' O.D. WASHERS WITH A 1-9/32- THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30pst DOOR WIDTH = 161t LOAD PER JAMB - 30ps(x 1611/2 - 240lb/It 4. CHART IS BASED ON 6'-W MINIMUM AND 24'-0- MAXIMUM DOOR HEIGHT. S. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2', MINIMUM FASTENER SPACING SHALL BE 1-1/2" AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE S6308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOS 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 Na 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 1 iiii i// 0•v GENaF 4'/ No. 51737 i 0•; STATE OF ;•j` rom 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 16tt/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, ENO DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 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/FT IIEI 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 S CA No. 51737 O STATE OF t'•.A-IOR%OP• 1. BASED ON 3/8'0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3'. 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB NOTE 4 2500 PSI CONCRETENOIE i 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLED CMUNOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A No. 51737 O STATE OF 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4'. 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4-, A MINIMUM EDGE DISTANCE OF 4% AND A MINIMUM END DISTANCE OF 4-. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16tt/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. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 7SO07 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 NOTE 4 2500 PSI CONCRETE MOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMUNOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 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.O. 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 = 30pef DOOR WIDTH = 1611 LOAD PER JAMB = 30Ps1 x 16fV2 = 240lb/ft 5. CHART IS BASED ON 6'-6- MINIMUM AND 24'-0- MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 REVISIONS 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 EN F'••. i No.073T 0 ; STATE OF ; iX 054-%S ;clORO. tip`` 3 0NA ,`\` Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E SCATES. PE 3121 fAIRCATE DR. CARROLLMN, TX 75007 FL PE 51737 TX PE 56306/F2203 PROF[SSIONAL [Npt4[RY SEAL PROVIDED ONLY FOR K10DCATION OF YANDLOAD CONSTRUCTION DETAILS SEE DETAILS 1. 2. AND 3 REOu1RED FOR VERTICAL POST REINFORCING 1 _ SYSTEMS. 6' MAX MAXIMUM SPACING 6' MAX. MINIMUM 2X6 /3 Q HEADER LOOK SOUTHERN PINE BRACKET LUMBER. 2-3/4' 2) 1/B' SIMPSON iITEN HD SCREW ANCI+OR WITH A 1 1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE. MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. MINIMUM 2.6 03 Q HEADER LOCK SOUTHERN PINE BRACKET LUMBER B. 4) 3/8' SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4- AND A MINIMUM EDGE DISTANCE OF 4'. DETAIL 2 MINIMUM 2000 PSI GRQIT fItLED b+u NO1F. MAXIMUM DESIGN LOAD CAPACITY OF 2400 Les. MINIMUM 2.6 /3 rq HEADER LOCK SOUTHERN PINE / BRACKET LUMBER I J i-1/2- 3/e' DIA LAC SCREWS WTH 1-1/4' O.D. WASHERS LAC SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32' INTO THE MAIN SUPPORT MEMBER. DETAIL 3 MAXIMUMUP 511; N LOAD ICAPACITYOF2430LBS. SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT DRAWING PART NO. I REV. 324620 IP16 RE 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 2500 PSI CONCRETE UM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPON981UTY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8' SIMPSON TITEN HD, 2-3/4' MIN EMBED. MIN 8' BETWEEN JAMB BRACKET LOCATION — JAMB BRACKET- 1/4-20110/18' TRACK BOLT AND 1/4-20 HEX NUT - TRACK Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26 -06'00' 3OHN E. SCATES. PE 3121 FNROATE OR. CARROLLTON. TA 73007 FL PE S1737 TA PE 1630E/f2203 PROFESSIONAL ENONEER'S SEAL PRONDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETNLS 2 3/4' EDGE [ MIN 2 A 4 SPF (G-0.42) OR BETTER WALL STUD Ti= MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESC4 OF SUPPORTING STRUCTURE SMALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE — EXTERIOR 5/18' LAG SCR FOR ITH 1-0/32' EMBEDCENTER OF S1U0 (t 1/4')EACKJAMBBRACET'0N JAMB BRACKET 1/4-20a9/18' TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 42D LAS PER LAC fAS1ENER 2OF 2 JAMB CONNECTION SUPPLEMENT DRAWING PART NO. REV 324620 P16 Tile Genuine.The Original. s u April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Door Corporation 2501 S. Soto Hwy 121. Suite 200 levmv,11o. TX 75067 Phone 469 549 7100 fax 4695497281 www.overheaddoor.com 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 No. 77M r STATE OF 4NA1. y/ OV@rtl@aCl I OOr. COr Oration ASu6sidiary o(Saawa Holdirg1 'Pot, 1 r t r_ • .. i!t0il T DC!) P John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 202OW static 108-05 and impact 115-05, dated 3/9/2010 CTLA 202OW-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. tftuj 5> 2 (o/lO/( FL09174-R7 Drawings TABLE 1. 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 Fl. 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/43.7 Yes No No 17575 19011 Rev P5 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 X" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, C=CA"-)Ct> Jo n E. Scates, P.E. Y Florida PE # 51737 6 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 51h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 51h 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 it 51737 11111 I I11/ j No. 51737 0 STATE Of • Z 1z 0s&/ONA; 1` N fill tlC T PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /Bal' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (MATH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SMALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 16.75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS 13 CA HORIZ 13CAFLAG 16 GA MIN 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/16.1-5/6•• 090' MINIMUM SSS GLAZING IN MOLDED FRAMES CLUED WITH LAC SC INNS A 1 BEAD OF BOSTIX 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUAER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) #$.1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING TRACK GLAZING SMALL HAVE A MAXIMUM HEIGHT OF 13,75' AND A MAXIMUM LENGTH OF 39'. GLAZING IS MOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR LIMO -BORNE S/t6.t-S/6• LAC DEBRIS REMUS GLAZED SECTION REWIRES 16 W J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL Q 1/A-14.7/B' SELF DRIWNO CBMPTIE SCREW TO 1/A-20X9/16' TRACK - ATTACH T11IE J-STRUT TO THE INIECRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB SHEET 2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTAII IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT OECORATIVE INSERTS} GLAZING SMALL BE 1/4' MAKROLON-AR POLYCAR13ONATE OR EQUAL GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LENGTH OF 50.06'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE OEBRIS REGIONS. SEE DETAIL E ON SWEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REWIRES REINFORCEMENT BRACKETS 15 CA STIFFENEDATTACHEDTOU-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G JAMB BRACKETS SHEET 21 16 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELOULE FOROFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. QUANITY, LOCATION. INSTALLER SHALL FIELD INSTALL (1) 1/4-14X7/6' SELF AND TYPEORILLONGCRIMP71TESCREWTOATTACHTHEJ-STRUT To THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLOE LOCI s. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENOS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REWIRED WITH OPERATOR 7/16' TO MEET NEGATIVE PRESSURES. SEE NOTE S). SLIDE LOCK SHOWN FOR 5. KEY LOCK. SLOE LOCKS. OR OPERATOR REOMEO. CLARITY 6. SECTION SHALL BE CONSTRUCTED WAIN FOAMED IN PLACE NOTE: (4) SECTION SOLD POLWRETMANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS ENO CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1. 2. AND 3 SMALL BE THE RESPONS181UTY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON TES DRAWING. B. DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL C RAGE LUMBER. RE/ER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .ONO' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) 66.1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MET THE REQUIREMENTS FOR WAND -BORNE DEBRIS REGIONS LOUVERED SECTION REWIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCATES PE 3121 FNROA TE OR. CARROLLTON, TX 75 7 rt PE 31737 TX PE 36"d F2203 PROFESSIONAL EMONEEWS SEAL PROWOEO ONLY FOR VERFIFAROM OF WA7DLOA0 CONSTRUCTION OETAKS NOTE ON SHEET A INSTALLATION CA END CAP 18 CA OPERATOR STILE FACTORY ADHEREDTO CENTER OF TOP SEI rFORMAT ISIONS 7GENERAL iIENTERHINGEI NOTE, ( 5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'- 0 . (3) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. JAMB BRACKET SNEDULE DOOR HEIGHT NO. OF SECTIONS NO. BRACKETSEACH JAMB) TRACK TYPE BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS 3 2') 7'- 0' N. 6 a A),- 13 01 . 25-1 JB 34JB . 45-1 4(01). 63 JB 7'-0' 6 FAT JB , 10 JB , 21-3 JB . 29-3 • JB . 2 (A). 63-1a JB 6'-0' S 8 p JB . 13' 01 . 23 JB . 34- (JB). 47-1 4' , JB S B FAT 73 B, 10B, 21- 3 B, 29-3 JW-O' J.5, 75-1 2 JB 6 -0 UGH LIFT OOF PITCH SEE NOTE BELOW NOTE, CO-) FOLLOWING OIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHHEO TO TRACK WITH 1/4-20X9/16' TRACK BOLT AND NUT. FOLLOWING DIMENSION OENOTES OUtCK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLAT. NO ADDITIONAL HARDWARE NEEDED ATTACK TO TRACK. ALL DOORS WITH HIGH UFT, ROOF PITCH, AND/OR GREATER THAN 6' IN HEIGNT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR I DOOR HEIGHT UNIFORM LOAD EACH JAMB (ELF) worm 16'-0• ALL 1s'-0' ALL 161.J -20t.8 t2'-o• ALL 153.4 -172.6 10'-0'1 ALL 1 +129.5 -144.0 IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/ 05 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIREO FOR NARROWER DOOR WDTHS. MR8 5/10/ 06 P6 ADDED IMPACT RESISTANCE TO DOOR ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 5/ 6/ 07 BRACKET SCHEDULE FOR FAT OPTION ADDED LAIR TRACK DETAIL SHEET 2 CRT 4/17/ 08 PS ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/ 08 P9 UPDATED TITLE BLOCK CRT 8/26/ 10 PIO ADDED LONG PANEL GLAZING OPTION Wayne® STATIC PRESSURE RATINGS DESIGN (PSF): +25. 90/-28.80 APPROVED SIZES MAX WIDTH: 16'- 0" SCALE: N.T. S. 1 1 DATE ISIZE. A NAME oMon TEST ( PSF): + 3& 85/-43.20 MAX HEIGHT 8'-9" JORAWN1 3/8/06 CRT IMPACT/CYCLIC RATED ( YES/NO): YES MAX SECTION HEIGHT: 21• CHECKED 4/6/06 MRS MODELS 5120/6100/ 9100 WINDLOAD SPECIFICATION OPTION CODE 0230 SHEET 1 OF 2 DRAWING PART NO. 318960 REV. P10 ISION OF OVERHEAD DOOR CORF PENS 9COLA. FLADDISORIDA 322514KRSOI47A-9990 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGR_ O RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (a) PRE- PUjTWTOP TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACINBOTTOMOFU-BAR AND ATTACH THRU ENTWITH (2) 1/A-11rS/6' EACH ENO WITH (2) 18 CRIMPTITE SCREWS SELF DRILLING CRIMPTWS FOR STANDARD TRACK) c 1/N•-1+x7/8• SELF DRILLING CRIMPTITE SCREWS FO HEADROOM TRACE (2 °. ARE USED TO ATTACHOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) t/-14xS/6• CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-140/8• SELF DRILLING CRIMPTITE SCREWS 15 CA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-ux5/6' RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF • BE ATFACHEO THRU EN0 CAP AT EACH WHICH ARE FACTORY ENO WITH (1) 1/4-14r7/B' SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE 80TTOM FLANGE OF THE U-BAR NOTE` DUE TO CLEARANCES REQUIRED TO 2' NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH 0. U-BARS, ALL U-BARS SHALL BE 4-1/Y STEM INSTALLED ON SECTIONS PRIOR TO DETAIL INSTALLING ROLLER SUOES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 CA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/{-20.3/8' INTEATTACH RH4AN005//89'- CRHMPTITE SCREWS (2 OF WITH ( 2)) CRIMPTITE SCREWS THRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU RANGE TOPLEAF. AND 1 OF U-BAR AND BOTTOMALLED WHICHISFIELDINSTALLEDHUGE LEAF AND 1 THRUWEB THRUPRE -PUNCHED HOLE OF U-BAR AND IN U-BAR DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH ' D J) 1/-1 rS 6' 3) 1/ / CE U-BAR OVER INTEGRAL RIB WITH NOTCH DOWN TO CLEAR BOTTOM CRIBRACKET AND ATTACH THRU ENO CAP AT EACH 00 WITH (1) 1/4-140/87 SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/4-14 7/8• SELF THEBOTTOMBRACKETMUSTBESCREWED TO THE BOTTOM .• ORIWNG CRIMPTITE SCREW ACROSS BOTTOM Of THE BOTTOM U-BAR AT U- BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-14r7/8' SELF TAI HINGE LOCATION. USE (1) 1/4-204/6' OORIWNG CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SWEET. JOHN E. SCATES, PE 3121 FAIROATE OR. CARRO, L". Tx 7S007 FL PE 31737 Fx PE 3&m/F220.1 PRO ESSIONAL ENGNEERY SEAL PROVIDED ONLY FOR VERIFICATION OF NNOLOAD CONSTRUCTION DETAILS Oax3/ 4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3- 1/2' QC. MAX a• BEAD GEULTRAGLAZE I SSGAOOOAC I STRUCTURALSEALANT OR I 1 FACER NON- STRUCTURAL DECORATIVE INNER WINDOW TRIM — USED ONLY ON IMPACT •' GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED WITH ( A) 1/4-140/6' SELF DRILLING p CRIMPTITE SCREWS (2 8 THROUGH BOTH BRACKET AND U-BAR) of 1) 1/4-140/8• SELF DRAWING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J- STRUT Nk OPERATOR BRACKET. HQjEL J-STRUT 6' SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH 2 0 1/ 4-147/6' SELF ORIU CRIMPTITE SCREWS I— .- IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) 3'. 16 GA. BO KS1 U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN --- 4) SECTION DOORS MTN ( 5) 3% 18 GA. 60 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN ____ PA CHANGES TO GENERAL FORMAI AND CHANGED U- BAR FASTENER TYPE AT ENO CAPS AND BOTTOM RETAINER CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO RIFIEO NUMBER OF TENERS AND CENTER GES REOKAREO FOR ROWER DOOR WIDTHS. A 5/10/06 ADDED IMPACT ASTANCE TO DOOR. IEO MODEL 6100. InEO NOTE 6 TO TE THAT LOUVERS NOT IMPACT IISTANT. 6/ 6/07 MODIFIED JAMB 1CKET SCHEDULE FOR OPTION. ADDEO LNR CK DETAIL SHEET 2. A/ 17/08 ADDED IMPACT ASTANT GLAZING. ED TEXAS LICENSE ABER TO TITLE BLOCK. INGEO LOUVER NOTE REASEO MAX HEIGHT B'- Y•. ADDED HIGH AND ROOF PITCH CK NOTE. 7/ 22/08 UPDATED TITLE BLOCK 8/ 26/10 DETAIL F U- BAR ATTACHMENT NOTES PIG ADDEO LONG PANEL 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND GLAZING OPTION GRi 3/15/il ATTACHED TKRU PRE -PUNCHED HOLES WITH (2) 1/hlsx5/8' CRIMPTITE SCREWS AT EACH NTERIREDIATE HINGE LOCATION, (2) 1/ I-140/8' SELF DRILLING CRWPTITE SCREWS AT EACH ENO CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL 8 AND 0 THIS SHEET). (2) 1 4-1ax5/B' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BEhMEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-1415/8' CRIMPTITE SCREW APPROXIMATELY 8' 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 (10) SCREWS EA91L FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'- 0'. THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON 8OrFOM SECTION NON- STRUCTURAL OECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2• WITN THE EXCEPTION OF THE (a) PRE -PUNCHED HOLES N THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER POIYCARBCHATE SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES N ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14518' CRIMPTITE SCREWS. 3 16 GA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' U- VilFROM EACH ENO. II STATIC PRESSURE RATINGS APPROVED SIZES of wa e® DESIGN (PSF): +25.90/-28.80 MAX MOTH: 16'-0' J/ TEST (PSF): +38.85/-+3.20 MAX HEIGHT- 8'-9' DffitOn IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21 MODELS 5120/6100/9100 DETAIL E '°" I. FLORIDA WINDLOAD SPECIFICATION OPTION CODE 0230 PENSADOLA, RORIpA }25tA 1 3/8/06 GRT ED 4/6/06 MRB SHEET 2 OF 2 DRAWING PART N0. I REV. 318960 IP10 14" MAX 1 12" MAX 12" MAX I I 12" \, i MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. AOHN E. SCAIES. PE 3121 FNRGATE DR. CARROLLION, 1X 75OD7 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENCOEEWS SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RI VI TS 11 GA MIN CLIP SEE SCHEDULE- RSV-0. 13 GA MIN CONTINUOUS WALL ANGLE TRACK 3) 1/4"-20 TRACK DR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1 /4"- 20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART DOAXOR MAX PSF WIDTH 9'-0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF -52.0 PSF RE VISIONS B 2 INCH tACK-CUPS-TEXAS ALL ANGLE 12 FOOT DATED 1 6/11/03 S UPDATED FORMAT. CREASED ALLOWABLE tESSURES TO 46.00/-52 00 PSF FOR L DOOR WIDTHS LANCED 'TEXAS WALL OGLE' TO -CONTINUOUS ALL ANGLE' ADDED XBSTRATE MOUNTING TAIL, CHANGED TO TEN HD ANCHORS 1T 4/2/07 18024 WITH OVERLAY TRACK CUP EDULE. 8/21/07 UPDATED MODELS ED IN CHARTS ATED SPLICE k CUP MUM 9/05/07 UPDATE MOUNTING JUL ORANINGS. 10/05/07 UPDATED CHARTS 10 IINA1E THE USE OF N8 CLIP (REPLACED 1 19 ACROSS THE AD). 10/24/07 UPDATED STEEL INTING DETAIL 1 04/11/08 EXPANDED 1-1/2- TO B' DOOR THICKNESS Al UP TO 14' HIGH 12/11/08 UPDATED TITLE CX 6/2/10 DRAWN DATE 1 8/21/07 1 NAME GILT Balton CHECKED 8/21/07 MRB 3395 ADDISON DRIVE PEN( 850)A474 89032514 SHEET 1 OF 2 DRAWING PART NO. 307494 REV. P10TRACKSUPPLEMENTCHART 2 3/4" t1" EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 No) MIN 3/16" THICK STEEL FOR MOUN WALL ANGLE E60XX MIN. 1 8 2-24 1/8 V 2-24 SPF (G=0.42) OR _ _ TRACK CLIP BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT ft---/ MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL Q Q. e a Ad - CONCRETE MOUNTING DETAIL JOIN E. SCATES, PE 3121 F IROATE OR CARROLLTON. Tx 73007 FL PE 51737 Tx PC 30300/F2203 PROFESSIONAL ENOIEER'S SEAL PROMDCO ONLY FOR VERIFICATION OF WNOLOAD CONSTRUCTION DETAILS WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4- 2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICEPLATE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2' THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP PA TE 7'-0' 7, 9. 9, 9, 9, 11 16 8'-0' 7, 9. 9, 9, 9, 11. 11 16 9'-0' 7, 9, 9, 9, 9, 11, 11, 11 18 10' - 0' 7, 9, 9, 9, 9. 11. 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13. 13 20 12'-0" 7, 9. 9, 9, 9, 11. 11. 11. 13. 13, 13 20 13'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13. 13 22 14'- 0" 7, 9, 9. 9. 9. 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHPLATECLIP #'S FROM BOTTOM TO TOP SPLICE 7'-0' 5, 6, 6, 7, 7, 9 12 8'-0' 5, 6. 6, 7, 7, 9, 9 12 9'-0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0' 5, 6. 6, 7, 7, 9, 9, 9, 11 14 11'-0' 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13' - 0 " 5, 6. 6. 7. 7, 9, 9. 9. 11, 11, 11, 13 18 14'-0" 1 5, 6. 6, 7, 7, 9, 9. 9, 11, 11, 11. 13. 13 1 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5 8 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICELIE 7'-0' 4, 4, 4, 4, 5, 6 8 8'-0' 4, 4. 4, 4, 5, 6, 6 8 9'-0' 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0' 4, 4, 4, 4, 5, 6, 6, 7, 7. 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-ON 4, 4. 4, 4, 5, 6, 6. 7, 7. 9, 9, 9 12 14'- 0' 4, 4, 4, 4, 5. 6. 6. 7. 7. 9. 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR HEIGHTE CLIP #'S FROM BOTTOM TO TOP SLAICE 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 r10'-0" 4, 4. 4, 4, 4, 4, 4, 4, 4 6 wape Balton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PENS(850) A47FLRIDA 4 - 989D 32514 DRAWN REVISIONS 2 2 INCH TACK - CUPS -TEXAS ALL ANGLE 12 FOOT DATED J 6/11/03 3 UPDATED FORMAT. CREASED ALLOWABLE IESSURES TO 46. 00/-5200 PSF FOR L DOOR WIDTHS. ' HANCED ' TEXAS WALL NGLE' TO 'CONTINUOUS ALL ANGLE'. ADDEO JBSTRATE MOUNTING TAIL. CHANGED TO TEN NO ANCHORS IT 4/2/07 1 CHANGED FORMAT. DED MODELS 9800 VD 8024 WITH OVERLAY TRACK CUP HEDULE. IT 8/21/07 5 UPDATED MODELS STED IN CHARTS DATED SPLICE h CUP HEOuLES P 9/05/07 5 UPDATE MOUNTING TAIL DRAWINGS. IT 10/05/07 7 UPDATED CHARTS TO IMINATE THE USE OF IE AB CUP (REPLACED TH / 9 ACROSS THE UPDATED STEEL LINTING DETAIL B 04/11/08 EXPANDED 1-1/2- TO 3/ 8' DOOR THICKNESS ART UP TO 14' HIGH. T 12/11/08 ADDED MODEL 8700 DATED TITLE BLOCK T 6/2/10 SHEET 2 OF 2 ORAWANG PART NO REV. 307494 IP10, Florida Building Code Online Page 1 of 2 Business & a ulation KU rj fiille l d BCIS Home I Log in i user Registration i Mot rop'cs submit Surcharge I slats a facts 1 Publications F&C staff I SCIS Site Map i Links I Search : Busines ( Professional valProductEisUsero Regulation Propuct Aoprpvai Menu > Proeuet or Applicaton Search > Application List > Application Detail FL a FL19715 Application Type New Code Version 2014 Application Status Applied for Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Silverline Building Products Corp. One Silverline Drive North Brunswick, N) 08902 800) 234-4228 Ext4644 lonberrian@slbp. com on Berrlan lonberrlan@slbp. com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Usting Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard Year AAMA/ WDMA/CSA 101/l.S.2/A440 2011 AAMA/ WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Products Method 1 Option A 02/ 16/2016 FL # I Model, Number or Name I Description http:// wN,%,v.floridabui ldi ng.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bmr zk l ... 2/ 19/2016 Florida Building Code Online Page 2 of. 2 1971S.1 I Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVH2: No ELL9715 RO C CAC 2-4-16 CCL-Jst.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, SW0002, and Product FL1971S RO 11 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 2016-02-12.0f Created by Independent Third Party: Yes Back Neat Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 prene: a50-ae7-1824 The State of Florida Is an AA/EEO employer. Cowrhaht 2007-2013 State of Flo Ma.:: Privacy Statement :: accessibility Stamm !M :: BehrrN Statement Under Florida law, ema0 addresses am public records. If you do not want your e-mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. if you have any questions, please contact 850.487.1395. `Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees Ilcensed under Chapter 455. F.S. must provide the Oerartmant with an emall address It they have ona. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the publlr To determine If you are a licensee under Chapter 4SS, F.S., Please dick hM. Product Approval Accepts: a[p it M sccuritvim rangy: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?paralil=wGEVXQwLDgtvA%2bxmzkl ... 2/ 19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED 3. INSTALL INOMDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 11/Z INCH IIIE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS LC, WI 111011E CONSIDERATION OF TOLERANCES). TOLERANCE, ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIA1 AS P.EQUIRFO AT EACH INSTALIATION ANCHOR WITH LOAD BEARING SHIMIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8INCH. SHIM WHERE SPACE OF 1/16INCH OR GREA TER OCCURS SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 98 WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR 10d COMMON NAILS OF SUFFIOENT LENGTH TO ACHIEVE 1• 2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/9- EDGE DISTANCE. F FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE X8 SELF -TIPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 TNR 0 PEN RATION BEYOND METAL WALL INSTALLATION SMALL MAINTAIN MIN. 3/8' EOGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 910 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE I -In INCH MINIMUM EMSEOMENT INTO WO00 SUBSTRATE. 6. THROUGH FRAME INSTALLATION. FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/I61NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1-2/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. l 3/4' EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATI011 INTO METALSTUO USE 910 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF ITTRIPOMENEFRAItbN BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING PUT NOT LIMITED TO STUCCO, FOAM BRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TD COMPLY WITH THE STH EDITION Z014) FLORIDA BUILDING CODE (FBI), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOVNG: AAMA/WDMA/CSA I01/L$.2/A440anI 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 RESPONSIBIUTYOF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND ZX DUCKS (WIICH USCG) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON•HVHZ AREAS. IN NVHZ AREAS, ONE TIME PRODUCT APPROVAL In RE ORTAINFO FROM MtAMWADE RER OR AHJ. S. APPROVED IMPACT PROTECTIVE SYSTEM 15 REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, 00 NOT INSTALL 7, IN ACCORDANCE WITH THE STH EDITION FBC, W000 INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROM FREE EDGE OF CLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF OR SHALL BE OF A DURABLE SPECIES AS DEFINED INBLOCK, CHAPTER 23. 13. INSTALLATION AN040RS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR 8, GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. l4 INSTALLATION ANCHOR CAPACITIES FOR PRODUCT HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. W000- MINIMUM SPECIFIC GRAVITY OF O.SS. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROUT--ILLEO CMU• UNIT STRENGTH CONFORMS TO ASTM CIAO WITH MINIMUM COMPRFSSLYE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 416, MINIMUM GROUF COMPRESSIVE SI RENGTH OF 2000 PSI. 0. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM OOMPRESSIVE STRENGTH OF Z000 PSI. E. STEEL - MINIMUM YIELD STRENGTH OF 33 0. MINIMUM WALL THICKNESS OF 47.6 MIL M 0478' or 18 GAUGE). MIN. 1/2" EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS MINIMUM WALL THICKNESS OF 1116'. MIN. 1/2' EDGE DISTANCE. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 INSTALLATEON 4 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL 4 HORIZONTAL SECTIONS (NALL FIN) 5 VERTICAL 4 HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS. BUCK INSTALLATION,& GLAZIMW DETAIL MAX OVERALL SZE OE516N PRESSUREPRESSURE MISSILE IAIPACTRATINGWIDTHHEIGHT 36' 84' O/11 35 / •35 PSF NON IMPACT 38" 66" O/X 50 / -50 PSF NON IMPACT 3e' 7 r CIA 50 / -50 PSF NON IMPACT 36' 77- CIA 35 / -35 PSF NON IMPACT 44, 62' O/X 50/•50 PSF NON IMPACT 46* 72' O/X 35 / -35 PSF NON IMPACT 48' 64' O/X 20 / •20 PSF NON IMPACT 52, 72' O/X 25 / -25 PSF NON IMPACT 36' 63.75' O/X (ORIEL) 35 / •35 PSF NON IMPACT 46' 96' O/X (ORIEL) 1 -20 / -20 PSF NON IMPACT 72' 6T O/X-O/X 35 / -35 PSF NON IMPACT 72' 84" O/X-0/X 35 / -35 PSF NON IMPACT 76, 62' O/X•0/X 50 / -50 PSF NON EMPACT TV 72' O/X-O/X 50 / -50 PSF NON IMPACT TV 77' O/XO/X 25 / •Z5 PSF NON IMPACT 80' 74' 0/XO/X 35 / •35 PSF NON IMPACT 9" 74' O/XO/OI 1 •30 / -30 PSF NON IMPACT LOT 62' O/X-O/XO/X 50 / -50 FSF NON INTACT 106' 72' O/XO/XO/X 1 •50 / -50 PSF NON EM ACT JOB. 84' 1 O/XO/X-O/X 25 / -25 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' SilverUne MAndersen r4l AeerF•weed saYr.LINE M-W Mmowww1mm aaa Pit OM 41SIm0 I co 3 F4 T 2u 0 _ Opp OW J < S' w 1Zm m Z< F+ Uj Co CZcc datuox h C1 tnW '-: m Y) m Vf o N'm _ ZI'm u DWO M SW0002 SHEET: 1 OF 6 MAX. FRAME Silver Line MOTH 48, MAX. FRAME erAndersw e E WIDTH 48' 4 e E r1l5 YI•OV{•00{ WE smvemjw mm a, WNiw%CIL Ili dlOt N DN)-13.KW F F F S 5coY xvi n Ova g MAX. FRAME MAX w Z m < HEIGHT 96' HEIG w = W > c ` QUALIFIED CONFIGURATIONS "' W Zo c ARCH TOP CONFIGURATIONS FOR ALL 2901-1901 iy H / w RATINGS, SINGLE UNIT CONFIGURATIONS W P e C m d WF- Q A 0 4 5 , s m ELEVATION ZSINGLEHUNGWINDOW ELEVATION SINGLE HUNG ORI0. WINDOW O H Z H CMAX. FRAME MAX. FRAME it WIDTH 96• WIOTH 108• W w 4 5 B E QUALIFIED CONFIGURATIONS 4 5 ARCH TOP CONFIGURATIONS FOR ALL Z9024902 RATINGS, TWIN UNIT CONFIGURATIONS F F F F Z5s 5 , • •O. 5 MAX FRAME O • 6: HEIGHT 74' MAX FRAMELMIMI •7(• •X • d'• F J HEIGHT 84• 'i,H • * pR`. 1[ W= m A 0 <N Z Y VZ ELEVATION 4 5 ELEVATION DwG#: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW S /O002 SHEET. 2 OF 6 1 FRAME HT 96' X' 2' MAX I Il` MAX. FROM O.C. CORNERS L 11" MAX. 1- O.L. 71 2' MAx. FROM CORNEAS NOfC MLL9 N8CtWfb MAX VSNAILe,J.W.AN0=L DcATNEAO, IA411, ANO S[LL ANCHOR LAYOUT NAIL FIN - SINGLE HUNG WINDOW 2' MAX, FROM 4 I/2" AIAX, CORNERS I 1 O.C. 4 1/2" 0.4 i 1 2" MAx. I I a 1/MAXAO. FROM -'-I F-- O.C. CORNERS ANCHOR LAYOUT NAIL FIN . TWIN SINGLE HUNG WINDOW I MAXAOM , _ 6' MAX. CORNERS I r- O.C. 6' M Q1 2" MAx. I I a 1/MAXAO. FROM -'-I F-- O.C. CORNERS ANCHOR LAYOUT NAIL FIN . TWIN SINGLE HUNG WINDOW I MAXAOM , _ 6' MAX. CORNERS I r- O.C. 6' M Q1 I'Elmo mololl I" MAX I 1 6- MAXJFROMO.C. CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6" MAX. FROM { 20' MAX I I r--f - coaNEas O.C. 6' MAX. 6` MAX. FROM FROM - 12 3 . CORNERS O.C. CORNERS I O.C. 20' MAX O.C. L 6' MAX. FROM CORNERS ANCHOR LAYOUT THROUGH FRAME - SINGLE HUNG WINDOW 16 b 6' MA FROM CORNERS rr ml I I 16 1/2' MAX O.C. L 12' MAX. O.C. ANCHOR STRAP 6' MAX \ P/N 50-2995-2 FROM J ANCHOR STRAP SEE SHEET 5 FOR DETAILS CORNERS P/N 50-2995.2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW SilverLine byAndersev r4l- Ow S6HEIL" ocm lma $--*m 17(9.waeFo: rK Rxl uswoo of NR3vi'z N 7Sp. t L G WVy P. O V tuK 2 ), mum 4 VI < m o Go m a a m to Z O Z F4 W -A w a! mIn mvf WutINx< uZ 0 N6 #: SWD002 BEET: 3 OF 6 CONCRETV MASONRY 1 1/2' MIN. BY OTHERS EMBEDMENT CAVLK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS ` a SEE SHEET FOR 3/S' MIN. CONNECTION DETAILS EDGE GIST. 8 WOOD SCREW INSTALLATION ANCHOR • ' • • • • EXTERIOR FINISH BY OTHERS MAX, PERIMETER / SHISHIM SPACE SEALANT J O.A, BY OTHERS I JUNIT HEI6HT EXTERIOR INTERIOR SEE GLAZING DETAIL, SHEET 6 g VERTICAL SECTION q MEAD - 2X WOOD SUCK NAIL FIN SEE GLAZING DETAIL. SHEET EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS 1/4' MAX EXTERIOR FINISH SHIM SPACE BY OTHERS us WOOD SCREW INSTALLATION ANCHOR 3/8' NSN. EDGE GIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS p! . ' a CAULK BETWEEN CONCRETE/MASONRY CONCRETE/ MASONRY 6 2X 11/2' MIN. OTHERS WOOD BUCK BY OTHERS EMBEDMENT A VERTICAL SECTION q SILL - 2X WOOD BUO( NAIL FIN SilverUne y'Andersen MI.00V{•OOOOf ow aaveauw CAME wen. ena+swcccw char IM. CM) 4154M 1/4' MAX. MIN. 3/8' EDGE DISTANCE f R $ Z H O SHIM SPACE r CaI „ $ OZO 930 N Z 2 O W 6 SASH REINFORCING '0 z m < SEE SHEET 6 FOR REQVIREMENTS MIN. 3 THREADS w= v m o .<. w SEE GLAZING PENETRATION BEYOND K p 5- DETAIL METAL STRUCTURE Apc w m w iSHEET6WNS < c way66R. 5 SELF -TAPPING SCREW INTERIOR INSTALLATION ANCHOR V METAL STUD BY OTHERS, 40 SEE SHEET I INSTALLATION p NOTE 14 EXTERIOR FINISH BY OTHERS EXTERIOR PERIMETER SEALANT Q BY OTHERS H ZO O.A. f' UNIT el WIDTH W t o HORIZONTAL SECTION q JAMS - METAL STUD NAIL FIN S iu a 7 Y V Z O V N p VG # SW0002 1EET' 4 OF 6 O.A. UNIT HEIGHT I 10 WOOD SCREW 3/4' MININSTALLATIONANCHOR CONCRETE/ MASONRY EDGE DISTANCE 2X WOOD BUCK/STUD BY OTHERS BY OTHERS • • ' SEE SEET 6 FOR 1/4' MAX CAULK BETWEEN • 4 ' •r-,CONNECTION DETAILS SHIM SPACE CONCRETE/MASONRY '' ° °• SASH REINFORCING BY OTHERS '.• SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING 1 1/2' Alum DETAIL SHEET 6 EXTERIORFINISH EMBEDMENT BY OTHERS 1/4" INTERIOR PERIMETER SEALANT SHI MAX• SHIM SPACE BY OTHERS / EXTERIOR ) f / INTERIOR J / MIN.3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN 1/2' E06E DISTANCE 10 6R. 5 SELr-TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION By OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 SEE GLAZING EXTERIOR _ PERIMETER SEALANT DETAIL, SHEET 6 BY OTHERS VERTICAL SECTION 5 IIEAD - ZX W000 BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN A TRIPLE CONFIG. ONLY. SEE PLAN VIEW -ANCHOR STRAP O.A. UI P/N 50-2995-2)' DETAIL AT HEIGHT RIGHT FOR INSTALL. REQ. 1/4" MAX PERIMETER SEALANT SHIM SPA By OTHERS EXTERIOR FINISH 11/4' MIN. 8Y OTHERS a EMBEDMENT PRECAST SILL By OTHERS 3/16' ITW TAPCON a •• INSTALLATION ANCHOR 1 3/4" MIN EDGE DISTANCE p9 VERTICAL SECTION S SIU - CONCREIE/MASONRY THROUGHFRAME CE O.A. UNIT WIDTH F HORIZONTAL SECTION I.5 IAMB -METAL TUBE/STUD OR APPROVED MULLION THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED 4.0000 — 4.0000— TO ACCOMODATE #14 DIA. i 2.0000-I-2.0D00- 0.0620 0.5000 ) 0.7 500(2) 3.0000(2) 6.0000 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 TAPCONS PER STRAP, MIN. 1-1/4' EMBEDMENT, MIN. 1-3/4' EDGE DISTANCE- B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS. SR. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN. 3/4' EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1-1/2" EMBEDMENT, MIR V EDGE DISTANCE. SilverLine bAWeFsen ai snvuujK o.tvE wolu piwaLwom rw m:I gslom 11 0 nry7 F 3 0 A wcow lu O O V LL L ailkkw v J K ap GZ w a 0 m R Ty2 VG #: SWD002 IEET: 5 of 6 INTERIOR EXTERIOR INTERIOR G SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS, VERTICAL SECTION HORIZONTAL SECTION 6 MEETING STILE 6 INIERMEOIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 46 X 72. (O/X), DESI6N PRESSURE •/- 35 PSF 36 X 84. (O/X), DES16N PRE55VRE •/- 35 PSF 36 X 74, (O/X). OE5T6N PRESSURE •/- 50 PSF 38 X 77. (O/X), DESIGN PRESSURE •/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE -/• 35 PSF 76 X 72, (O/X•O/X), DESIGN PRESSURE •/• 50 PSF 108 X 62, (O/X•O/X-O/X), DESIGN oRESSURE 4•50 PSF 108 X 72, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF c- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE -/- 35 P5F 0 • STEEL INTERMEDIATE FRME'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE •/• 35 PSF neSilv:. o NOTE: b}Aen All BLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTSOUTLINEDINCURRENTFBCANDASTN, E 1300 GLASS LOAD RESISTANCE, w.• e•s ow SILVMo+E Dove 4M s.wsw QL W pm ma1.n•Aoo 5/8' O A I.6.6L,t55 3mg WaZ N"'e i atn GZOeN ONJa p " EXTERIOR / INTERIOR W iW I O , MIIJ. GLASS 7 2 vi k m °D p SITE 1/2" qq pa w m c 1/8' SETTING BLOCK O g W Q aaw d GLAZING DETAIL 1 c V) Z ONOTE: ZO t. LOCATION OF BUCK OR WINDOW ANCHORS MAY 8E ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER H SPACING BETWEEN ANCHORS SUCH THAT MAX. O.L. SPACING SPECIFIED IS NOT EXCEEDED. Lu W 2. BULK MAY BE FLUSH WITH FACE OF THE BLOCK a 1 p 1/4" ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX. O.C. THEREAFTER ZX WOOD BUCK OF SUFFICIENT I Z WINDOW FRMESUPPORT ``'W 0 * b,ll .I BY OTHERS !GQ ••`' 11, 11/4• MIN. O ^ s CEMBEDMENT11/2' MIIJ. EDGE = DISTANCE H 2' MIN. EDGE - \• y DISTANCE `CONCRETE/ MASONRY lee d h•• QF%A I BY OTHERS T BUCK INSTALLATION DETAIL a F z o p to DWG #: SW0002 SHEET: 6 OF 6 WNUF CTURE SASSOCIATION IOWDMA Hallmark® Certificate of ,- Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceff.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. Adminiumtivc A1anugerwnt " system,,lnc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101II.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48) ' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psQ 440-H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm 89241.01-109-47 7/17/2012 3/8/2017 9142127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 413/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 413/2017 9141930 mm (3606 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664.2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 511/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psQ; Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psQ 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 (50psQ; Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 7 on W%UFCTUAEERSASSOCIATION Hallmark® Certificate of AMs, INC. NOWDMA Conformance and License (CCL) Administrative Maoagatrent Systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118xl575mm' (44x62in')- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52pso 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 (-50psi); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5l1/2017 10160829mmm (40x72in) - Type H; DP = 2400Pa (50psf): DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 12JASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x72in) - Type H: DP = 2400Pa (50psf): DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52pso 440-H-025.50 2901/4901 101/I.S.2/A440-08 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 7.52psf) 440-H-025.52 2901/4901 Impact TAS 2011202/203-94 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 & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-1-1-025.55 2901/4901 Impact 1011l.S.2/A440-11 Class R-PG50: Size Tested 1321mm 1854mm NCTL-110-16675-3 315/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW & DOOR MANu1=ACTURERSnssoClnnON Hallmark® Certificate of NOWDMA / Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceil.com North Brunswick, NJ 08902 Website: TEL: 800-2344228 ext 4644 AMs, INC. Adminutrnti e lnnegcrnent System, Inc. 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 121ASTM 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 2900-4900 Series/29014901 Single Hung Window 101/I.S.21A440.11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.62 2900-4900 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 (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psi; Water Test Press 260Pa (5.43psQ 440-H-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 Seriesl29014901 Single Hung Window 101/l.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) ' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 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 (3.13psQ 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 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.68 29004900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109.47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW R DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of IMWDMA Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscerl.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS,INC. Adminiw*6vc AlanWnxnt sysuma,I". Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-1-1-025.69 29004900 Series/29014901 Single Hung 101/I.S.2JA440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +501-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.70 29004900/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101/1.S.2JA440-08 Class R-PG15: Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-10947 9/24/2013 7124/2017 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 1994x1524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/4902 Twin Single Hung Window 101/l.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109.47 2J5/2014 9/19/2D17 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.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 psi; 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 C0375.01-10947 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 psi; Water Test Press 260Pa 5.43psQ WD-20 10114109 Friday, May 13, 2016 Page 10 WINDMV R BOOR Hallmark@ Certificate ofAAANUFACTURERSASSOCIATIONR i IEWDMA 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. Adm"u°'°`iv`"an°a"""` Systems, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-07 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 29004900129024902 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.21A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-027.30 29004900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psf; Water Test Press 360Pa (7.52psQ 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 psf; Water Test Press 360Pa (7.52psQ 440-H-027.32 2900-4900/29024902 Twin SH (Finless) 101/I.S.2/A440.11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-10947 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 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 psf; 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 8643001 4/5/2012 12/16/2016 27370575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/t.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 101/1.S.21A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-10947 2119/2013 1/17/2017 2718x1575mm• (107x62in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-10947 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 DOOR MANUFACTURERSTURERSASSOCIATION Hallmark® Certificate of AMs, INC. Adminisnntivc SlnnagemmiIOWDMAConformanceandLicense (CCL) systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440.11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11f7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H: DP +50/-50 psi: Water Test Press 360Pa (7.52psQ 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4114/2025 2743mm x 2134mm (108 x 84) Type-H: DP +201-20 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 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/2812012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-10947 10/31/2013 5/1/2017 1118x1524mm' (44x60'in)-H: DP+35/-35: Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-029.08 29004900/29074907 Single Hung 101/I.S.2/A440-11 Class R-PG35: Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H: DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-030.15 2900/4900 Series 10111.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-10947 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20pst; Water Pen Resist. Test Press = 150Pa 3.13psQ 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35: Size Tested 2718mm 1575mm D5514.01-10947 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 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS,INC. IE WDMA Conformance and License (CCL) Ad"""'""Y"""e"" systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +3505 psh Water Test Press 260Pa 5.43psQ 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: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 A7-u_ John McFee, VP c 11 /23/2015 4/27/2025 11 /23/2015 4/27/2025 1PD.-VA Hallmark By: A,14 Rhonda Schorz, Authorized Representative, AUS If Program Sponsor: Window and Door Manufacturers Assoc 330 N. Wabash Avenue, Suite 2000 Chicago, IL 60611 TEL (312)6734828 www.wdma.com Program Administrator: Administrative Management Systems, Inc. PO Box 730, 205 West Main Sackets Harbor, NY 13685 TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buiIdingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contcnts: 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' 111111111111I/ O rr... 7 34 ' t OP: Gam. rS%NAL E 111111 Hermes F. rero, P.E. Florida No. 73778 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL p 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. This product has been evaluated and is in compliance with the 5" Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 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. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date. 12/15/2015 Certificate of Authorization: 29S78 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 t#: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 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 D93S8.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 ES610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E72S0.01-109-47 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*: FL19715 Date: 12/ 15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. 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 4/28/2017 Florida Building Code Online I ? ecls Home I Loa in I User Registration I Hot Topics I Submlt Surcharge I scat: S Facts I Publications L4. l•' Fec Starr I MS Site Map I links ! search IrSt'id rEi)a Product Approval y USER: Public User Product Approval Menu > Product or Application Search > Aonlication List > Application Oetall i -v:; -a-irp(9 '- FL # FL13192-R4 r: '9 Application Type Revision Code Version 2014 Application Status Approved Comments i Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Emall 26300 La Alameda IF Ste.250 t: Mission Viejo, CA 92691 i. 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu 1 " Address/Phone/Emall 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 1 Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer h it, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 is Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 1 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received r Certificate of Independence FL13192 R4 COI R10 - Certificate of Indeoendence.PDF Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards 1 Certified By Florida Licensed Professional Engineer or Architect FL13192 R4 Eauiv ASTM C1186 Equivalency Slgned.odf y https://www.foridabuilding.orgtpr/pr ppp fl.aspx?parain=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZstgAo/p3do/aid 1/3 4/28/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 iliminary,ofProducts•.`-,....._"_..---s:.__._.=r..—_..i...__..._..'':.i':.:.._.w•....? 7__..._.. ....._.:t..---...... ..;_:.:: FL It Model, Number'or•Name :. De'scrlption .. 13192.1. Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions - Approved for use in HVHZ: Yes FL13192 R4 11 ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 It ER RIO-2557-15 Plank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathino.odf Design Pressure: N/A FL13192 R4 I1 Install CemPlank Sidino.odf Other: For use In HVHZ Install In accordance with NOA 15- FLL3192 R4 II NOA 15-0122.04.0f 0122.04. Verified By: Ronald 1. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FLL3192 R4 AE ER RIO-2S53-1S Plank metal wood.odf FL13192 R4 AE ER RIO-2557-1S Plank Shlnale CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathino.odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.2 I IlardieP.lank I-ap Siding fiber -cement lap sldiilg . Limifs'ofUse, :, Installationit!stiuctlons Approved •foruse in HVHZ: Yes FL13192 R4-II ER RIO-2553-1S Plank metal wood.odf' Approved for use outside AVH2: Yes. FL13192' R4' 11 'Ek RI0=2SS7-15 *Plank Shlnale CMU.odf - Impact Resistant: N/A. :, 'FL'13192'•114 IFER•RIO-2S77-1S-Plank to WSP-Sheathlnc.odf' Design Pressure: N/A FL13192 k4 •It 'Install HardiePlank Sldlna.oGf , Other: F,or'use.in HVHZ•install in accordance with NOA 15-' FL'13192•R4 II NOA.15-0122.04.odf' - 0122.04. ' • ; • , • i . : Verifled'By:Antertek Testing -*Services NA LEd.: ' Created by'[ndependent•Thi'[d*PS rty: No•.•'•'•• Evaluation Reports: ••• .." • • ._.. •• • FL13192 R4 -AE ER:RIO-2SS3.1S Plank metal •wood:odf ` FL13192 R4 'AE.•ER,RI0=2557-1S Plank:Shlnale CMU:odf ' FL13192 R4 -AE ER RIO-2577-15 Plank to'WSP Sheathina.odf EL'13192 R4'AE'NOA AS -;NOA Created by.Independeni Thlyd. Party: Yes,,:, - 13192.3 HardleShingle Individual Shingles fiber -cement Individual cladding shingles Umits of Use Installation Instructions Approved for use In HVHZ: No EL13192 R4 II ER, RIO-2555-15 Shinale metal wood.odf FL13192 R4 It Install HardieShinole Siding.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-25SS-1S Shinale metal wood.odf Created by Independent Third Party: Yes 13192.4 Hardie5hingle Panel fiber cement'notched•shingle panels (Waight`edge, `, ggered estagdge,•half round edge) Umlts of Use - .: Installation'Instructions Approved for use in •HVHZ: No FL13192:•R4'•It ER•RIO-2555-19 Shingle metal wood:odf FL13192 R4-•It,ER RIO-2SS7=15 Plank'Shinale CMU.odf-, Approved.for use outside HVHZ:,Yes Impact. Resistant: N/A - FL13192-•R4 fI Install HardieShlnale Siilina.adf Design Pressure: N/A. Verified By:.•Intertek Testing Services NA Ltd.'... Other:... : ,. ..' •. Created by,Independent Third-Rarty: No Evaluation Reports " FL13192' R4' AE ER RIO-2555-15•Shingle metal wood.odf, FL13192 R4 AE ER'RI0=2SS7=15 Plank Shinale CMU.odf:' . Created, by: Independent Third. Party: Yes ' l in f `I 4 , VGA,• 1 ro ,13192.5 Prevail La Siding fiber -cement la siding P9P9Limits of Use Installation Instructions r , ^ • i4t > : •i Approved for use in HVHZ: Yes FL13192 R4 II ER RIO-2553-LS Plank metal wood.odf httos:// www.floridabuilding.orgfpr/pr app dtl.aspx9param=wGEVXQwIDgtsk%2bGnUu47ogxmaHRnHIID4CXwWRgKDr/RrxWwZsbgA%3d%3d 2/3 4/28/2017 Florida Wilding Code Online Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use In HVH2 Install In accordance with NOA 1S- 0122.04. FL13192 R4 la ER RI0-2557-1S Plank Shingle CMU.odf FL13192 R4 If ER RIO-2577-15 Plank to WSP Sheathinn.ocif FL13192 R4 II Install Prevail Lao Slding.odf FL13192 R4 It NOA 15-0122.04.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-I5 Plank metal wood.odf FL13192 R4 AE ER RIO-2SS7-15 Plank Shinole CMU.ndf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathinci.odf FL13192 R4 AE NOA 15-0122.04.0cif Created by Independent Third Party: Yes d't tlxt Contact Us :: 2601 Blair Stone Rodd. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovnaht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.1395. 'Pursuant to Section 4S5.275(t), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee, however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please dick b=. Product Approval Accepts: MMOMIJ, ® LEE M Credit Card Sale httpsJ/www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtOgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgAa/o3d%3d 313 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types,'fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. eD HardiePlank- N >&E. Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS - PRIMED & COLORPWSa PRODUCTSyslt'-wmi-m%ttarrGe=for the nmtrecent version. SELECT CEDARMILL° • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL'" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPUCABLE 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 THAT YOU ARE USING THE CORRECT HARDIEZONE"' PRODUCT INSTRUCTIONS. INSTALLATION OF HZ1 Oe PRODUCTS OUTSIDE AN HZ10e LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE'" APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR'CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to Inslalkttlon. installing siding wet or saturated may result in stlrintctge at butt joints. Carry planks on edge. Protect edges and corners from breakage. James tiirdic is not reslbnslWo far damage caused by improper stora0e and handling of the product. CUTTING INSTRUCTIONS OUTDOOFS INOOORS 1. Position cuAting station so that wile will blow do army from ice 1. Out only tsdng score and snap, or shears (manual, Plectrb or pneumatic). and others In walking area 2. Position cutting station In well-ven3ated area 2 Use one of the follw rag matieft a Bell: L Scae and sop 1. Shears ( muetal, electric or pneumatO - NEVER use a pvAer saw indoors b. BetW. I. Oust reducing dratr saw elappod wth a - NEVER use a dnkr saw blade that does rd carry to liardleElatde saw Wado l addnatk HartleBlatde'saw bUrle and 1EPA %soon mdra tbn NEVER city sweep— Use wet suffesslon or HEPA Vacuum G Good: I. that mJucIM circular saw with a HardWad ld l desaweonlyElm.for low b modeale adlhtg) Impotta t Note; for madmm frotect'on pawed re prate dust prorkdoro. James Rua reammends always lehg-8est'4md afaing metha s whew feasible. MOSII-aWoked respirdas can be used In a r juncibn with abet cutting practices to further reduce dust nposues. Additional emosure hdomntbn is available at wwvv pmestatdle. eon to help you determine the most appropriate sating matted for yoajob reWmmerns. If cenoen caul exists about o)p=e kmis orpu do net runplywith the above practices, tou should nMayscons lla qudliad indrtrolalttyglOM or oonWJahnes Hardie for krUtorhformation GENERAL REQUIREMENTS: HardiePlank' lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirements. Irregularities in framing arld sheathing can mirror through the finished application. Information on Installing James Hardie products over foam can be located In JH Tech Bulletin 19 at www. jamehardle.com A water -resistive barrier is required In accordance with local building code requirements. The water -resistive barrier mlfst 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 HardfeWrap` Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent finished grade roust slope away from'the building in accordance with local building codes - typically a minimum of 6' in the first 10'. Figure 1 oouble wall single wall Do not use HardiePlank lap siding in fascia ur trial applications. constnrction condmctlon Do not install James Hardie products, such that they may remain In contact with standing water water-relsletive terrier W-h bracing HardiePlank lap siding maybe Installed an flat vertical wall applications only. pMw«f or 24 A.C.nIAR. For larger projects, including commercial and multi -family projects, where the span of the OSOsheanMng J' 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. yl - These values can be foundintheTechnicalBulletin "Expansion Characteristics of James Handle' Siding Products' at www.JamesHarcie.com. DO NOT use stain, oiValkyd base paint, or powder coating on James Handle® Products. INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options are required by code (as referenced 2009IRC R703.3.2) A. Joint Flashing (James Hardle recommended) B. Caulking' (Caulking Is not recommended 'rw ve for ColorPlus for aesthotic reasons as the Caulking and ColorPlus will weather niter differently. For the same reason, a snIng ' do not caulk nail heads on ColorPlus prodicls.) Hard C.'H" jointer cover Figure 2 Nail line 0 rnel lino Is not present place fastens between 3/ 4" aI• Gumtop e r of plarW o:• water- iostsuw barder t IsIdIng o \ o o , fastener Install a 1 1/4- etaner strip to 0 ormao a arwMnnt ldankanple Instal planks in ti omoderateatnmactatbutt )dots 1CIva approprbtegap Iw:vrean planes and trim, than eaulc"• Note: field painting aver caulldrno may produce a sheen difference when compared to the field painted PdmePhis. 'Refer to Caulking section in these Instructions. Far additional information on Handiewralf Mather Barrier, consult James tia dle at 1.866.41lardle or www.hatdlewrap.com WARNING: AVOID BREATHING SILICA OUST James Hardie" products contain nesplWle crystaihre silica, which Is Wiown to the State of Call mn b cause cork« and Is coniderod tq IARC and NOSH to be a cause of canoed Irom one occupational sources. Breatldng am ve emamts of respirable sow dust an also cave a disabling and potentially fatal lung dseme called slrkosb. and to ow Inked w Ih other daeases. Some studies etggest smakhngnnaylnertuethese rAka nurbg6WIlalionornrok,(nap)rwrkinoirklmrreaswilhamplevenlitblon. Mosefiliejma-rdsharslarcintingor, whom not feasinb,use aHonllr9ltrle•sawhbtle and dull-reducingcicularsary attachad to a HEPA vacuun: (3) vain ehers In dine hnniedialearea; (4) wow a proporly-fitted, NOSH -approved dust mask or respirator (e g. N•95) in accordance with applicable rernmem mgublims and nnanufacturor InsumWm to hraarlhnh resphabb Gibe eeXP ooera, Ourung CIM-up, use HEPA vacuums orwetWonup methods - nowdryy swacp. For Wine: i formalion, actor ur instaeothon instructions and Material Solely Oato creel available at •nvr. jamestode.con or by calling 1-e00.9HAROIE (1.800942.7343). FALUK TO ADHERE TO OUR WARN=. M1SOS. AND MSTAUATION INSTRUCTIONS MAY LEAD TO SErt101b PERSONAL INJURY OR DEATH. smw MIT I19-P1/4 6/13 CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Roof to Wall Horizontal Flashing Kickout Flashing 2-Flashing : { 1.-' As wired 6VIR codete`:_ SI min 41x41, MIn, Yi" Do not caulkr`t!rr' III ll -;F. Figure 7 Figure 8 Figure 9 Figure 10 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Figure 6 Slabs, Path, Steps to Siding Figure 11 Mortar/Masonry Extension phl ls r,rif 1. 'ir•ou1 ar _lllttrr • recent FASTENER REQUIREMENTS " Blind Nailing B the preferred method of installation for HardiePlanka lop siding products. race nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption when doing a repair). Pin -backed corners may be done for aesthetic purposes Only. Pin -backs shall be done with finlsh nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221" HD x 2" long) 11 ga. roofing nail (0.121' shank x 0.371 " HD x 1,25" long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F Panelfast' nails or equvalent (0.10" shank x 0.313" HD x 1.1/2" long) Nails must penetrate minimum 1/4' into metal training. OSB minimum 7116" 11 ga. roofing nail (0.121" shank x 0.371" HD x 1.75" long) Ribbed Wafer -head or equivalent M. 8 x 1 5/8" long x 0.375" HO). o.c?max —ff., Figure 15 FACE NAILING Nails - Wood Framing 6d A 113" shank x 0.267" HD x 2" long) Siding nail (0.09" shank x 0.221" HD x 2" long) Screws - Steel Framing Rbbed Bugle -head or equivalent (No. 8-18 x 1-5/8" long x 0.323" HD) Screws must penetrate 3 threads Into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10' shank x 0.25" HD x 1-12" long) Nails must penetrate minimum 1/4" Into metal framing. OSB minimum 7/16" Siding nail (0.09' shank x 0.221" HD x 1-1/2" long)' Figure 16 e _J" . Minimum overlap for Both race and Blind Nailing Nail Late / 1 er NmNIL_ m1n.11/4' overlap Mier RcaOava t 1/4' mtrt. earner 24' — O.C. max. i 314%l' - - f-J•- L.- race rmi 1 1r4' ntln. overlap waler•tealaeve Carrlor Laminate sheet to be removed Immediately after installation of each course for ColorPlusa 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 Requlrenlemg; and when considerhtg ahemadve fastening options refer to James Hardie's Technical Bulletin USTB 17 - Fastening Tits for HardePlane lap Siding. HS11119•P2/4 6/13 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit prernalure corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is net responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardiez products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend sparser materials or other physical barriers to prevent direct contact of ACQ or CA preservative -treated wood and aluminum products. Fasteners used to attach HardleTdm Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads.. NOTE Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A ) Do not over -drive mail heads or drive nails at an angle. If nail is countersunk fill nail hole and add a nail. #ig. B) For wood framing, tinder drivers Trails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardlePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywriod should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneurnatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener Is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives [lie roll. (Drive under driven nails snug with a smooth faced hammer -Does not apply for installation to steel framing). countersunk, / q s 0till &add nail snug flush DO NOT DO NOT Figure A Figure B under drive nails staple PAINTING DO NOT use stain, olValkyd base paint, or p&A der coating on James HantiLA Products. James Hardie products must be painted within 180 days for printed product and 90 days for Imprinted. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back. rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For hest results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or -higher or a Latex Joint Sealant contplying 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. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE I • Care should he taken when handling and cutting James Hartle® ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nid(s, scrapes and nail heads using the ColorPlus" Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardlePlank° lap siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges Into tam where possible, and caulk. Color matched caulks are available from your ColorPlue product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on .lames Hardie Cnk)rPlus products. Problems with appearance or performance arising from use of third parry touch-up paints or paints used as totich-up that are not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE0 SIDING AND TRIM PRODUCTS WITH COLORPLUS® TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Bmre the surface Is clean, dry, and free of any dust, dirt, or mildew Repriining Is munally not necessary 100% acrylic topcoats ire recommended 00 NOT use stain, oiValkyd base paint, or powder coating on James HardleO Products. Apply finish coat in accordance with paint manufacturers written instructlons regarding coverage, application methods, and application temperature 00 NOT caulk nail heads when using ColorPlus products, nefer to the Colod?lus touch-up section HSI1119-P3/4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK' LAP SIDING WIDTH SQ 5114 61/4 7114 71Q a 8114 91/4 9112 12 1 so = to0 sp ft.) exposure) 4 5 6 61/4 6 314 7 8 8114 10 3/4 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 58 7 175 140 117 112 104 100 88 88 65 8 200 160 133 12B 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 146 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 2.80 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 15B 18 450 360 300 288 267 257 225 225 167 19 475 38D 317 304 281 271 238 238 177 20 1 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a gulde. Actual usage Is subject to variables such as buildlrg design. James Hardie does not assume responsibility for over or under ordering of product. IRECOGNmONArk aocordaoce vdh IMES Ewtuakn Report ESR•2290, HawlePianl® lap slang ls rxogrhed as a suitable altemate tothat spedled irc the MW,2009,620121reerre0 m1 rlesldenttal Code for Or* and Two-faMly DwaOtgs, and he 2006, 2009. & 2012 Intematlanal 8uldkig Code. HarthPlank tap sldkg is also recognized fa application In he Iobwing: City or Los ArWlos Research Report No. 2486Z State of Florida listing FLp889, Dade County, Florida NOA No.024729.02, UA Dept. of HUD Materials Release 1263c, Tesas 0eparknert of Insurance Product Eyaluaba EC.23. City or New York MEA 223.93M, and Cardomla OSA PA419. These documents daAd also be conwlled for addia"I hformat on canceaM the suilabrdy of his product Im spedic appiadore. 0 2013 James Hade Building Products. M rights resened. TM, SM, and 9 denote trademarks or reglsmred kademerks of James Halle Technology LkHted.n is a registered trademark of James Hardie Tedmotogy LUNIed. Parregast is a registered radomadc of ET&F Faswirrg Systems, hr. Addifional Installation Information, Warrantios, and Warnings are available at Ja mesHardievvwev.jameshardie.com HS11119•P414 6f13 MIAMI•DADE NtIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANb ECONOMIC RESOURCES (RER) Miami. Florida 33175-2474 BOARD AND CODE AD&UNISTRATION DIVISION T (786) 315-2590 F(786)315.2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/econoin James Hardie Building Product, Iite. 10901 Elm- Avenue' Fontana, CA 92337 SCOPE: This NOA is'being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (ARI). 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 AH! (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 AHI 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 Hurricane Zone. DESCRIPTION: "Hardie", "Cent" and "Prevail" Planks and Panels Fiber Cement Siding said Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoff t, CetnSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision. stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large ,and Small Missile Impact Resistant LABELING: A pertnaaent label with the manrifacturer's natne or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit • panels. RENEWAL of this NOA shall be considered after a renewal application has been ruled and there has been no change in the applicable building code negatively affecting lice performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in this materials, use, and/or manufacture of cite 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 1113-0311.07 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 MlAMFOA0 LINTY Expiration Date: May 1, 201.7 Approval Date: April 9, 2615 03 3o1 S PNbi X James I•Iardie Building Products. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Srrbmilled under NOA # 13-0311.07" 1. Drawing No. PNL, PLIC & 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 "Subinilted under NOA # 13-0311.07" I. Test reports on l) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intettek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted rotifer NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. AT[ 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS I. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`h edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M.• Wren, P.E. Product Control Exaininer NOA No. 15-0122.04 Expirattou Date: May 1, 2017 Approval Date: April 9, 2015 1J - 1 WALL L7=NG7}? PRODUCT DESCRIPTION SEE HardePanel®, Cempanel®, & Stud Spacing at 1 r O.C. DETAIL A Prevan Panel Sikfmg materials are Bt-- T nonasbestos fiber -dement products 5J8 plywoo' Ehidc 15 ply APA rated tested in accordance with ASTM OGA A ( d w*athin9 in C1186 Glade 11, Type A and Meeting ca i• .:*'.,, accodance with Florida the fequirements of the Florida i i i .t E• . suldng Code section Building Code. ao ', 'AD P N L oIMEEristo ls. l ,c i;, wzter-reswe w,dth Length Thickness WALL Aioir?• :') i t Q ; panierper Florida 4 8.9,10' 5/16' HEIGHTi ; y $ Wding Code Secon 14042 p SGN PRESS_RRAINC Installation n Pressu re r x 4' S-P-F_7;4FWoodStudswood studs iiardiePanclimpact Resistant— B -- • EiC11QN B-8 Cempanel Planks installed Over 50 thick / 5 Ply Nags at 16" O.C. (typ.) prevail Panel a°A d Plywood sheathing 3J8' Minimum Edge Distance Siding LjARDIEP.ANE_ L,`CEMPANB-- PRFzVA L PANEL SIDING 1NSTl l1`AZtON DE7AIL_S AE 6lL- Sheathing fastener, as described in Ap insbtlation shall be done in conformance with this Notice of Acceptance, the manufacturers Note 1 applicable sections of the Florida Building Code. i' installation recommendations, and the Wood studswhereHardiePanel, Cempanel, Prevail Panel Srding vnn be installed shall be Panel fastener, as described in designed by an Engineer or Architect per the Florida Building Code and the requirements of this Note 2 N.OA i . (Mote 1] 5J8 thick 15 pry APA rated plywood sheathing shall be attached to the scads in L= \ accordance with Florida Budding Code Section 232 -& viaaNifti The siding panels shag be installed over 5J8' thick / 5 ply APA rated plywood sheathing supported Noma WO i HardePanel, Cempanel, by a minimum of 2,X r S-P-F wood studs spaced a maodmum of 1G O.C. i Prevail Panel Siding • [Note 2] The siding panel fastener &.hall be a 2' king. 0.223' head diameter, 0.o92" shank diameter, corrosionresistzntsidingnail; the fasteners shag be spaced at 6" O.C. at panel edges Card and intermediate studs; the fasteners shall be driven through the 5J8" thick / 5 ply APA rated Plywood sheathing into wood studs located at 1G' O.C. Water -resistive barrier per • Fasteners shall have a minimum edge distance of 30' and a mininwm dearance of 2" from Florida Building Code Section comers. 14042 MARDIEPANEL, CEMPANEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION 5/8" thick / 5 ply APA rated Plywood sheathing fastened in James Hardie Building Produce, Inc. accordance with Florida Building 10901 Elm Avenue Code Section 2322.3 o Fontana. CA 92337 2" X 4" S-P-F Wood Studs FSCU No DL%G No The wan and soffit frames are to be designed Phone: 909 356 Ci300 PNL-PLKSOFF by the Architect or Engineer of Record in Fax 909- 427-0634 A compliance wfth the Florida Buildb)g Code. Creator. E. Gonzales scram 1!2' = t L 4124r2013 srs r 1 OF 2 Cladding Fastener Spacing per Florida 16 OOin. Building Code Section 2322.3 l I• I • I I - Framing p p- r .' Fastener Spacing per Florida Sheathing v.yring+oaa ee•i1+e. B nlding Code Section 2322.3 p sne ils7 • I I• 1Grri Prodiae Caa d I• I I I z IaooiaBwselElorid. lb07 I I - STA 0av lFto S/ONA FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH-3-1/2" 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) z THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATH1.1G. NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 232223 G. C1ADDjhL Fames Hardie Building Products, Inc THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD 10901 Elm Avenue DIAMETER, 0.092'' SHANK DIAMETER, CORROSION a Fontana, CA 9233TRESISTANTSIDINGNAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND IKrT'ERMEDIATE STUDS phone: 909466-WOO Sae FSCU NO owcNo F Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales I'Sca.E 1" = T-o- Date: 4242013 s Eff 2 OF 12 1 ALL LENGTH I &OAQ9 DE_SCRIP oY Stud Spacing at 15' O.C. DESEL A HardlePanelS. Cempanelm, & Ptevail'1 Panel Sing materials are nonasbestos SW thick 15 ply APA rated fiber -cement products tested in ASTM C1186 Grade 11, l _..... .;...----_;-----.:— • accordance withplywoodsheathinfastened ra (' to metal studs as described Type A and meeting the requirements of i i'i t the Florida Building Code. f tO1 ZWVZlQ I . •. in Note t i• ' : a4 C"110biv a wA the F7ocids l ' ' \, PANEL DLMENSiO_NS i BwdtCodr r ! VUater{esative Width Length Thickness WAi.I. . O/ ii ; I i0. barrier per Florida q! 8,9.10' 5/16, HEIGHT Building Code STATE Section 14042 RE.S-IGN eRESS_UMRA_T_IS!_G_ i iPa6ePtoa Caacai = `/f Installation Design Pressure F ORIO • ' L 209a, 3-s/e"x 1-5/81 Metal Studs -104 psf i I ! I''•• .... Metal Cstud HardiePznel. Impact Resistant - Panel installed over he thick/ 5 Ply Prevail Panel APA rated plywood sheathing Nails at 6" O.C. (typ.) 318" Minimum Edge Distance Siding HAP O Ep,ANJCFMPANEI sF-tZEV_ LL_PANE SIDIIWG —KSJAL-I.,TION DETAILS All inslaiation shalt be done in conformance with this Notice of Acceptance, the manufacturer's QEjAtLA- installation recommendations, and the applicable sections of the Florida Building Code. It Metal studs where HardiePaneL .Camparnel, Prevail Panel Siding'will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1. N.O.A. ENote 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6•oc Cane % Panel fastener, as described in at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1W long bugle head screw Note 2 o • The siding panels shall be installed over Stir thick / 5 ply APA rated plywood sheathing r supported by a minimum 20ga, Nominal 3SB' X 1.5/8" Metal Cads spaced a maximum of 16' C seti ' O. C. I HatdiePanel®Siding [Note 2) The siding panel fastener shall be a minimum No. &18, 0.315" head diameter X 1-518• long' ribbed bugle head screw ("or screw shall have at least 3 talc threads penetrating metal framing); the fasteners shall be spaced at V' O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick /5 ply APA rated plywood sheathing into metal F= ply"od ter- resistive barrier per mod, located at 16" O.C. rida Building Code Section . Fasteners shall have a minimum edge distance of 3/8" and a minimum dearance of 2" from 04. 2 comers. HARDIEPANEL, C:EMPANEL„ PREVAIL PANEL A ratedINSTALLATION DETAILS METAL STUD CONSTRUCTION fastened James Hardie Building Products, Inc, to metal studs as described 10901 Elm Avenue in Note 1. Pilo a Fontana, CA 9=7 2oga, 3S/8" X 1-Stir' Metal C-stud Phone: 909.356-MD SIZE FSGA NO DV4 r0 REV The wall and soffit frames are to be designed Fax 909-427-OS34 A PNL-PLK-SOFF 1 by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator. E. Gonzales SC.u>_' 1/r =1'-0- Date: 4/24=13 srr_Er 3 OF 12 16.00in. I+ I I I• I I I I 6.00in. ascc lya w shr'' Fbxsttn orb!' 3! Mpeuaas ccesoi F_LAM(I G _ FASTENED V41 TH 5/8 WAFER HEASTEELSR WS (2 PERSTUDS , OP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SH_,_ EA I NG NOMINAL5/8" THICK / 5 PLY AM RATED PLYWOOD SHEATHING TO METAL STUDS AT W 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 C_ LADgING THE PANEL IS FASTENED WITH NO.8-18, 0.315' HEAD DIAMETER X 1-518 - 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 Ij*.ITERMEDIATE STUDS Cladding I I I / I / Framing II t• I Sheatfiing II I, I II II I I• I I.I OGA t t '0. 121 V\- I 0. 1.1 f1f I ; o STATE OF S/ ONAL 'i' j FOR METAL D WOOD STUDS, PROVISIONS FOR DIAPHRA13M ACTION AND GRAVrTY LOAD ARE NOTPARTOFNTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products. Inc 10901 Elm Avenue For0na, CA 92337 Phone: t W "— PNL-PLK$OFF Fax 909.427-0834 A Creator. E.Gonzales SCALE •=1-0° Date: d124/2013 s" a OF 12 LENGT Stud Sparing at 16" O.C. Bf•i WALL I ij ii a 4EIGHT i D B F• 3/4" Minimum DELTAJ. A i wif drc llo11ids M& Distance Sheathing fastener, as described in Note 1 r :rSS10 N A\ - Nails at 16" O.C. Siding fastener, as described in Note 2 HardiePlank, Cemplank Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick / 5 pty APA rated plywood sheathing fastened in accordance with Florida Budding Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in comoriance with the Florida Building Code. SEE DETAIL A PRODUCT D=SCR1E] ON HardiePlanW. Cemplank3i, & Prevail® Plank tap Siding materials 5/8"thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186GradeIt, Type A and sheathing isheafmq meeting the requirements of thevritha=rFlorida Florida Building Code. Budding Code Section 2322.3 PANE DjMF IS10_I aWater4esistim th Length Thickness barrier per Florida S9-1/2" 12' 5/16, BUD&V Cone Section 14042 DESIGN PRESSULRE_P_ . VW 2"X 4" S-P-F Installation Design Pressure Wood Surds Wood Studs -92 psf Lap Siding Impact Resistant — Planks installed over 5/8" thick / 5 ply t_1/4.4a11 X 5/16" APA rated plywood sheathing thick starter strip H.DlP_LANICLC1 14!(P_LAIVK QftEYA_ >tiL Ai' SID-INSi I_TA T1RN D fA1LS All installation shaD be done in conformance with this Notice of Acceptance,lhe manufacturers installation recommendations, and the applicable sections of the Florida Building Code. be installed shall be designed b anWoodstudswhereHardiePlank, Cemplank Prevail Lap Siding will Y Engineer or Architect per the Florida Buikfing Code and the requirements of this N.OANote1] 5/8" thick / 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 1-1/4" widelapsatthetopoftheplanksuchthattheexposureareaofeachplankiss8-1/4" vertically. Note 21 The siding fastener shall be a 2-1R" long. 0.223" head diameter, 0.0927 shank diameter, corrosion. esistant siding nail; The siding is fastened A 8-1/4" O.C. vertically and 1sheathing, orizonney, fasteners are driven into wood studs through 6/8 ttkk / 5 ply APA rated plywoodareplacedintheoverlappingareaapproximately3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. sheathing supported by aTheplanksshadbeinstalledover5/8 thick / 5 ply APA rated plywood 9 PPo minimum of 2"X4" S-P-F wood studs spaced a marcmum of 16" O.C. Fasteners shall have a minimum edge distance of 30. CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTIONlolHARDIEPLANK, James Hardie Buldmg Products, Inal10901ElmAvenue Fontana, CA 92337 Phone: 909456-MO s9E FSCM'O DWG 140 PNL-PLK-SOFF Fax 909-i27-0634 A Creator. E. Gonzales sav a 12" = t'-0" Date: 4i24/2013 sr+e 5 OF 12 Fastener Spacing per Florida Bulding Code Section 2322.3 I I Fastener Spacing per Florida Building Code Section 2322.3 0.75n wiasmanxisa eAmviom we ec So.25iR FRAMING. NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHFJITHIN_G, NOMINAL SAS" THICK / S PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 c14QQIX- Q PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS &8-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/Y LONG, O?=' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS,- PLACED V,4• UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION PROD=REWSM . e ona iyieg .it ife Flodi • C.oi lS • I , No. 121 tar ? STATE OFZORID IFS ............ • ,, S/0NAL ti 10i, r FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ZN (Si Vf YYr&D ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) in. OC Cladding Framing Sheathing I HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Fax 909-427-0634 A PNL-PLKSOFF 1 Creator. E. Gonzales ScAl E 1• =1'-0" Dale: 4/24)2013 S+tEFr 6 OF 12 Stud Spacing at 15' O•C. PQn an cc 8OM WALL I iFJGHT r ! rl 13. t t ny I ri it ..... _ B F.: 3140 Minimum Edge Distance Wise Nails at 16" O.C. (typ•)IVAL Q__TA Itti4 Sheathing fastener, as described in Note 1 MtVCr NISED g'w-Ajfyvig e Flortide \` S• Siding fastener, as lr1AW17 1 described in Note 2 by rt,6 s,F 1141160 Cnsed HardiePlank, Cemplank, Prevail Lap Siding Water -resistive' barrier per Florida Building Code Section 14042 SW thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-51W X 1-SW 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 PIZODUC? D_E CRIPrO-N DETAILA HardiePlank®, CemplankO, and 51r0cc/5 ply APA Prevail® Plank Lap Siding materials r i rated a'Od are nonasbestosfiber -cement sheathmsg products tested in accordance with ASTM C1186 Grade II, Type A and to metal studs as meeting the requirements of the described inNote1FloridaBuildingCode. VMatei esistive barrier per Florida PLAN_K_QIMENR%QN BuBdingCode Width Length Thickness Secion 14042 5 9-1/2' 12' 5/161• 20ga, 3- 5W X 1-SIB DESIGN P SSUL2E RAT1Nq Metal HardePlank Installation Design Pressure Metal Studs - 92 psf emptank, Prevail tap Siding Impact Resistant — h Planksinstalled over 5/8" thick / 5 ply g g01-1/4- tall X Sn B• tMCk Stollerstrip APA rated plywood sheathing HARDIF3LANI CEMPLA__ NI PR 1/}AI LI P $ID1NG_IIJSTAl1AT1Q J DETAILS- WI installation 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 HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this KOA Note 1] SW thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6•oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4' long bugle head screw 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:5 8-1/4" vertically. Note 23 The siding fastener shah be a minimum No. B-18, 0.315" head diameter X 2.1W long` bugle head screw over metal studs (,or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1W 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 3/4" from the bottom edge of the overlapping plank. Vertical joints shah be placed over studs. The planks shall be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-atuds spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 318". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 axe f scw nio . oKo wo A PNL- PLC-SOFF Creator E. Gonzales ISCALE 1/2•= 11-0' 1 Date: 4r242013 IS kEET 7OF12 REV 0.75n 6.00in. Ir.- —16 in. OC-- / Cladding Maomply cewilbTheFkr;& amlabIg Cove Ampw= No T Sr OsAerroa Q?AMINA NOMINAL 20 GAUGF- 3-5/8" X 1-W' STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 5jjE&T_tjiNG 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 NO.8-18, 0.316' HEAD DIAMETER X IAW LONG BUGLE HEAD SCREW CLAgQjNG PLANKS OVERLAP 1-19' THE DCPOSURE IS s 8-IX THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315- HEAD DIAMETER X 2-1W LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION _ 6.OpiROC Framing Sheathing I V1l o J TATE OF cr cs ON AE f;l J FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products.1no. 10901 Elm Avenue Fontana. CA 9=7 Fax 209-427-06U A PNL-PLK-SOFF 1 Creator. E. Gonzales sous 1" = T-0- Date: 4124/2073 sz+eEr a OF 12 WALL 1 QEMLLA WALL LENGTH Stud Spacing at IS" O.C. Q I I 3/8" Minimum SSE ?&0PQGL1 ESCRtPTION DETAIL A HardieSoffit& & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Floridaf\ 1 Building Code. 2"X 4" S-P-F . S-OFFLLI)IMENSIONS Width Length Thickness Wood Studs ,} 8! 1/4" py,SIGN t SS1Jf;Ej?-3RbL HardieSoftit, Installation Design Pressure Cemsotfit .Wood Studs -70 psf 114, 110 \ OGAW L Nails at4" O.C. (typ.)plteM=REVISM Distance a wqo the Fb" O r offrtfastener, as ewibed in Note 1 HardieSoffit, Cemsofft Minimum 2" X 4" S-P-F Wood Studs The wan and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. PRODUCr REVISM et cn a*> lgwm u rbf3 sr . 0m j eproaudCoetroi 4 No. 4 21 STATE OF sSIDNA1., H EFI [fit 4$.T}1LLAJJ_ N. D_Ef.& All installation shall be done in conformance with this Notice of Aciceptance, the manufacturer's irtstallation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of th'sN.OA The soffit shall be installed over minimum Z%4" S-P-F %vaod studs soaked a maximum of 16" O.C. Note 1] The soffit fastener shall be a V long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood surds located at 16" O'.C. Fasteners shall have a minimum edge distance of 3/r and a minimum clearance of 2" from comers. HARDIESOFRT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana. CA 92337 OV4 NO PNL- PLK-SOFF Creator E. Gonzales Igrr1LE 12"= t'-0" { Date:4Rv2013 IsKSEt 9 OF 12 4.cwin.__" i6.uulR Cladding Framing, 4.m:r.. rears1F1oom. > ooevcr>v • 06AIN as complyisg wi&dw0with l at Code - 0 Dowm Co& : Afi i P Cae ol By • ` 1>aarcoa.a STATE OF TON j F ANI P NOMINAL 2" X C S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112' 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVTIY LOAD ARE CONNECTION)- NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CIA_ DD1NG THE SOFFIT IS FASTENED WITH 2' LONG, 0.223.14FAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL S" EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc, A 10901 Elm Avenue II Fontana, CA92337. Fax 909-427-0634 A IPNL-PLK-SOFF Creator. E GontpJes sovF t"=1'•0." Date: 4/242013 SHM 10 of 12 ALL LENGTii- _ I Stud Spacing at 16' O.C. e-- i I i i 1 WALL IEIGHT i 3/8" Minimum DEJ,P_RI-I,A Distance EP,0-DU9-t_DE,S_CRIP'F(0-N Haro:eSoffii@ & Cemsof a materials are nonasbestos fibu-cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOF_F_T_T_DJ1N)LNS.11 Width Length Thickness 4' 8' '/." DESIGN PRI=SSURE RATING Installation Design Pressure Mehl Sands-55mf__ Rtog.: 0. 127 . 17A71F OFclew CIA_RpIF„O_FF CENIS_O_FfLT_P_ANE,L-IRS ALLATIOt D>~7AQS .NAL EN,r,r+' All instaMon shall be done in conformance with this Notice of Accept3i i F,iSnufacturer's inslaliation 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 3-6/8" X 1-5l8" McIal C-studs spaced a maximum of 16" O.C. HardieSoffit, Cemsotfit . [Not& 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)tte fasteners shall be spaced at V O.C. at panel edges and intemlediaee 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 Z from comers. Nails at 8" O.C. (typ.) i 20ga, 35/8" X 1-5/8' Metal C stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. a SEE DETAIL A 1 20ga, 3.5/8' X 1-5/8- Metal C-Stud HardieSotli4 CemsofBl St;CT-ON B-e PRODUCIr REVISM s c000 ring wits the Fkvir Creator. E Gonzales PRODUCT SEVLSED as corny with file Raids Bmldide Cods A=MOMMNI roc l e; HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products. Inc. 10901 Om Avenue Fontana, CA 92337 FSGd NO DWG NO REV PNL-PLKSOFF 1 in = v4r Date: 4/24.2013 sir 11 OF 12 . Cladding Framing TO, l' , dbewi'' flodr pR CTE1 . QM ssaa p `ritlNeoiroribs ! ll No 13,4311.47 ' AV q _ I'.. o `. I ic ` °C 90 ••. FLODL RA fi 3 FFSSIONP NOMINAL 20 GAUGE 3-W" X 1-SW STEEL STUDS 16" O.C. N AN FASTENED WITH Sff WAFER HEAD SCREWS (2 PER TOP FOR METAL AND THISOD STUDS, PROVISIONS FOR DIAPHRAGM ACTIO D GRAVITY LOAD ARE APPROVAL AND BOTTOM CONNECTION) ' NOT PART (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) NN 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 1S FASTENED WITH NO. 8-18,0.31S' HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETERX 1-1/4' LONG CORROSION RESISTANTRIBBED (& BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS W O.C. AT PANEL EDGES AND INTERMEDIATE p STUDS Fontana, CA92337 PP!hone:909356-6300 Fc4+"o om?"o 09- 427.0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales sc" 1" =11-V Date: 424r2013 12 OF 12 4/28/2017 Florida Building Code Online 1'r(:•':'u.• _ .. .i `• :^'.ICf •. .ri JQ i:' .:T,•- ', ,'jr•'b. .I ;Y. Fri ,,' '/'•.yww t;:-' ' ' 1 '• l' •'-{,'- :r. •T• , t '' •' aY 1•'• r,. `t•'t tit.. t: j. a.4' :1 ! 'I' >.,tb' .r tom.. :1....• v' ;'.. c 1 r YAW a• j g .9 ', a T.. ',. A 8 :I} ..."J ° lVr r!.: ,. c.a. "+,rc ': • fl i •: t -r, i i t .' 1i jjltll I1A11711. f..,{t;;tl.+..l j,.?' t+j ..` •.'"yl. ` L, :,,Li P,,_ .iu ,a.. JZ n 1t_ t} .4 ':, i;. t 4 :.< 5;'• p y',uy`t:"`;'. '.d .,^.'. •'L•'.t::. SCIS Home I Log In User Registration Hot Topics ; Submit Surcharge Stats & Facts Publications ( FSC Staff SCIS Site Map Links I Search f-brida or IProduct ApprovalUSER: Public Userd.. lo Product Acomval Menu > Product or AotNicatW Sea rrlt > Andlication List > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcollsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcolisinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALCIS001 Evaluation Report 2014 FBC 04 T4 Soffits ndf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https:I/www.8oridabuilding.org/pr/pr app dll.aspx?param=wGEVXOwtDquk24AUC%2fEHMrNrkL4bysALEZSXMisXSGEO%2(1CXzYpyxA%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/2017 Summ-aiyof Ptroaucts 1 FL V Model, Number or Name Oescription 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use In HVHZ: No FL12194 R3 If ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Created by Independent Third Party: Yes OA. Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: SSO.487.1824 The State of Florida Is an AA/EEO employer. Coovnaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida taw, email addresses are public records. If you do not want your 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 at by traditional mall. If you have any questions, please contact 850.407.1395. *Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S• F.S. must provide the Department with an email address If they have one. The ematls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Oepartment with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4S5, F.S., please dick here . Product Approval Accepts: EY® aim® Credit Card Sate https!/www.0oridabufidirig.org/pr/plr app dtl.aspxlparam=wGEVX4.vtDquk24AUC%21EHMrNrkL4bysALEZSXMisX5GEO%2f1CXzYpyxAa/o3d%3d 2/2 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (OUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES E utv Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix 0 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 0 for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This -evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PROOUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit F,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. In crmra_vFuc 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in? /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 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. cENS.F-,, 2015.08.27 No 74021 07:05:00r O . _-04'00' O:'. STATE OF O R I O Q'N Zachary R. Priest, P.E. Florida Registraton No. i`"" j:)NA1 ?`, Organization No! ANE9641021 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not.have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX 0 — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 Lim rATioNs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16' Q4 Soffit —16-inch o.c. Fastener Fastener Location 1 Location 11 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida produci 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 d. 16" 04 Soffit — 8-inch o.c. Fastener Lnraltinn Fastener Fastener L1tion I Approved System Numbers and Definitions 2F-# Approved Systems for 12-inch Overhang with F-Channel 12.14 Approved Systems for 124nch Overhang with J-Channel 1 F-# Approved Systems for 164nch Overhang with F-Channel 16.14 Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24.14 1 Approved Systems for 24-inch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width ps Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. One (1) min. 3/8-inch head dia. nail. One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16 inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.3/16xmin072-Inch dia. . 140.0 24-inch o.c. o a inch head dia. trim nail spaced 36-Inch o c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 314-inch x 1/4-inch One (1) min. 1 3/44nch long x 12F-2 16inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. inch dia. x min. inch 4. spaced 244nch o.c. and securing each panel lap head head dia. nail spaced 48- spaced 64.2 inch inch o.c. 12F-3 Max Masonry One (1) 14 ga. 518-Inch long T nail Wood One (1) min 314-inch x 1/4-inch One (1) min. 1 3144nch long x 0.0724nch dia. x min. 1/44nch 48 16-inch spaced 8-inch o.c. crown staple spaced head dia. trip nail spaced 48- 64.2 and securing each panel lappanellp inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. O 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 pso Substrate F-Channel panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-Inch crown One (1) min. #8 x 1/24nch One (1) min 3/4-Inch x One (1) min. 1 3/44nch long x 12J-1 Max. Wood staples in diamond long x inch head diameter W 1/4-inch crown staple i dia. x min. inch 16-inch pattern spaced 24- sscrewspaced 16-inch o.c. spaced 84nch o.a. head head dia. trip nail spaced 48- dia. spaced 64.264. inch o.c. connecting soffit to J-channel Inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga.•5/84nch long T nail Wood 1-inch leg staples spaced max 0.072-inch diameter finishing nail with min. 3/16- 553.312-inch spaced max. 8-inch o.c 4-inch o.c. and securing each inch head spaced panel lap 12-Inch o.c. Three (3)18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/44nch crown x One (1) min. 1.75•inch x 0.072-inch diameter 16F-2 Max. 12 inch Wood inch leg staples in diamond pattern Wood 1-Inch leg staples spaced max 4 inch o.c. and securing each finishing nail with min. 3/16- 153.3 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 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. 16F 4 Max. Wood Three (3) min. 3/4-inch x 1/4-inch staples diamond pattern Wood One (1) min 3/4-inch x 1/flinch One (1) min. 1 3!4-inch long x 0.072-inch dia. x min. 1/4- 27 164nch spaced 24inch o.c. crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 F02194-113 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. O' CREEK10TECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 243.3164nchspaced84ncho.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Max. Three (3)18 ga: t!4 inch crown x 1 • One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 164nch 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- 343.3 spaced 16-inch o.c, panel lap inch head spaced 16-inch o.c. Approved Systems.for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment- Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3d4-inch 16.11 16- inchspaced Wood crownstaples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 24- inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 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 psi) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga 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 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. 3116-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24-Inch o.c. finishing nail with min. 3116-Inch head spaced 44nch o.c. One (1) 18 ga.1/4-Inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5 No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 24F-2 124nch smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch O.C. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/164noh head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1)18 ga. t/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALClSO01 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga. 1/4- anchored to 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 16-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern finch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 164nch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c.31164 finishing nail with min. ch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 164nch Wood Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch 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. 3116-Inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 124nch o c. securing 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-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch Inch o.c. and securing 3116-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. ALCIS001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for.244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) le ga.1/4-Inch Nominal 1x'2 min. 2.2Sirtch x 7d ring shank nail crown x 14nch leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown strai h4nailed tnmu ngg the rafter into the and staples spaced 124nch o.c. securingg One (1) 18 ga. Y4- One (1) min. 1.75-inch 24J-1 Max rafter with one x 1-inch leg or the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 16012-inch 1) min. 2.25- staples in diamond min. 2.254nM x 7d 1) min. leg staples spaced 3/16-inch heads acedpinchx7dringOnepatternspaced16- P P ring shank nails toe x 0.072inch diameter diameter 8-inch o.c. 12-inch o.c. shank nail inch o.C, nailed on either side of finishing nail with min. 24 inch o.0 the batten at each b 3/16inch head spaced interssectioection.. Max.M 4hnch o.c, rafter spacing is 244nch O.C. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 2.25•inch x 7d ring shank red crown x 14nch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through the rafter into the end staples spaced 12 nch o.c. securing 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. 53.316-inch 1) min. 2.25- staples in diamond min. 2.25•inen x 7d One (1) min 1.754ncit 8-inch o.c, and 3/16-inch heads acedPinchx7dringgpatternsaced16- p mg shank harts toe x 0.072-mch diameter securing each panel 16-Inch O.C. shank nail inch O.C. nailed on either side of finishing nail with min. lap 244nch O.C. the batten at each batteNrafter 31164nch head spaced intersection. Max. flinch o.c. rafter spacing Is 24inch o.c. ALClSO01 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRovED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. Installation Detail Min. 2/9' h6ad die. nail with min. 1S.* en3ngem4nt(!or Ya1i aubacrace) or Min. 0.097' d=s. T-nvil cr ztub earl With Mir... i!b- engagemanc(`-nr cancrote or t 1 -.1:k EYJ'itTaLn} . L•rYal-C+: ae rocYd aoc+ve. FASCIA SLIP BOARD FASCIA TRIM 12F-3 11 I II \--'F CHOANFITNEL OVERHANG WIDTH VARIES) woc3, conc-- or 61•xY. k; FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" 0. C. t—PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER' 3/+- x 1/4- ; DIAMOND PATTERN t Cat SWLES ,DETAIL USING A DIAMOND L yr rEtvEDrr sr.n.ts PATTERN FACLA BOARD FASCIA CAP 12F-2 FACIA BOARD3/4" X 1/4" CROWNJS.S. a" STAPLE ON CENTER PAINTED1-3/4' TRIM NAIL P77- CNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAMUNC FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFPfT_ max. 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIirA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAcrER VVKNI ; SOFFIT STAPLE O15T DIAMOND PATTERN DETAIL FACIA eoaRo 11 KT*T" srwtcs 3/4' X 1/4- CROWN STAPLE -24- JTRIMML ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-13/4- 41STAPLEX 1/4- CROWNFACIA 8' ON CENTER BOARD 1i—CHANNEL 1-3/4' TRIM NAIL) PacrearedtosoffitPAINTEDicicretl) tea S.S. 48- FASCIA CAP 1/2^3/8- bead O.C. diameter ^.erew, 3/4- X 1/4- 16-cc. CROWN STAPLE SOFFIT —max. 12-inch span S 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f• TRIM NAIL FASCIA BDAgB PAWED SS. FASCIA CAP SOFn7 I'jj' [ROMN STAPLE CPEN RAFTER FASCIA BOARD 11 ii'B' i1i:1 16F-1 SOFFIT & FASCIA W 6F-5 DETAIL FASQA CAP; REFER TO SCFFQ t FASCIA DEIAIL f [MANNEL 1 SDFFn: MAX. W SPAN MASONRY SUBSTRATE I ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail W,ti 3,/S" head dia. nh11 with min 1!11 sirjaaoment(for ..mod substrate) or min. 9.0971 dia. T-nail or scut, nail with min. S/3" ringag4manti=or cwicray.e or block substrate), .paced as noted abeva. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 7"F' 16F-3 CHANNEL Wood, concroce Or slock W021 STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. I FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t SOFFIT STAPLEOPENRAFTERn, DIAMOND PATTERN 3/4 " x 1/a• 3/4' I/ DETAILCRO, T"m'V 4 USING A OuwONO 1 " s ' VOL" PATTERN FACIA BOARD i FASCIA CAP 16F-4 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 3/4' X 1 /4' DOWN CROWN STAPLE SOFFIT-nax. 16-11nch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAILIF 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 t• TRIM NAIL I FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT I'q CROWN STAPLE OPEN RAFTER FASCIA BOARD I'q CROWN STAPLES SOFFIT 8 FASCIA USINC A DIAMOND PATTERN; RifER TO DETAIL 16F-2 8 SOFFIT STAPLE 16F-6 DIAMOND PAT71AN DETAIL S CAP: REFER IDf0 SOFFIT 1 FASCIA DETAIL 6- F' [nANNCI 3/8 SOFFIT: MAX u• SPAN MOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER Wr IMOM ``t SOFFIT STAPLE O1ST r I DIAMOND PATTERN 1 I D ETAI L FACIA BOARD '1 yr clvaMi 3/4- X 1/4' CROWN STAPLE -24- J7RIMNML ON CENTER USING A DIAMOND PATTERN FASCIA C16J-1to STAPLE 3/4- X 1/4- CROWNFACIA 8" ON CENTER 1- CFIIWNEL BOARD 1-3/4' TRIM NAIL) PPAINTEDS.S. 48' FASCIA CAP O.C. 3/4' X 1/4- CROWN STAPLE S°FM-max. 16-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D AI L ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' TRIM NAIL FASCIA BOARD I PA01710 S.S. 1'r (ROW" ,—FASCIA [AP STAPLES USING A 0114110110 SOFFIT !; PATTERN: REFER f0 CROWN SfAP1E SOFFIt STAKE 01AMOND PATTEAN OLfA:I — 1 t' TRIM NAIL FASCIA BOARD PAINTED S.S. DETAIL SOFFIT b FASCIA 24F-1 8 204 re!- CQOWR STAPLE FASCIA CAP, REFER t0 SOFFIT i FASCIA \ D'_fALL / 33 I B Rfers ith SrI I I I gre MICA AACF.oled to SOFFIT; MAX 11,' I ' F.[MAIINCL I Rafters rRa eer TO - RN Shenk Ned e1 every Rellet \ WOOD SUBSTRATE / I SOFFIT STAPLE DIAMOND PATTERN ALC1 SO01 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. CREEKaTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 e TRIM NAIL FASW BOARD I t PAw1ED S.S. 14- SMOOT" S4AXK - i FASCIA CAP ROOF NAILS SOFFIT EROMN STAPLE 1 TRIM NA0. FASCIA BOARD PAWTEIf SS SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'.' CROWN STAPLE FASCIA CAP. REFER t0 SOFFIT t FASCIA DETAIL Noainaf 1•Ir S` P fratteo AadweO to SOFFIT; MAX. It' f-CIIANYEI. Rafters rit4 04 M Rk,q Shank MAO at awy Rafts MOOD SUf13TRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC SOfrFtS Appendix B System No. Installation Detail I k' TRW NAIL I FASCIA BOARD PAINTED SS ICGA i' T-NAILS t ;I FASCIA CAP SOFfIT 1'4' CROWN STAPLE t1I I I- TRf1 NAIL FASCIA BOARD PAD IED SS. SOFFIT & FASCIA 24 F-3 8 I DETAIL 1 24F-6 I I'2 CROWN STAPLE FASCIA CAP; REEFER IQ 10 SOFFIT t FASCIA DETAIL Nee" I'aY SYP Batten Anchored to SOFFIT, MAX, W F•CNANNEL Rafters .i1h ora Td Ring Shank Na0 at every Ralter MASONRY ALClSO01 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 notily CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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 PAINTED SS, 1-01- CROWN FASCIA CAP STAPLES,, USING A OIAMONO SOFFIT-, PATTERN. REFER TO ANTILEVLREO r.} CROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN On AL FASN BOARD SOFFIT & FASCIA I= TRIM MAL PAINTED ss. DETAIL 24J-1 & 1'•2' CROWN STAPLE 24J-2 70SO F IT REFER TO SOFFIT L fA5(LA DETAIL 318 MPman: a T Wham b:mA MUM snoleeltbldcunlc SOFFIT. MAX. ?A.' 1-LMAN I etf o• (1' 70ling I IsNmNJsuagmala0eoWOOD SUBSTRATE IImo the relt" ha trio ene P1the Wenoftwo (2)70 nng spank nWis aeraeac an i euh Is sce a1 ua DRUM at Im Dalwwa1lefmzemca lln SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. V„ it is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind' Pressures for Soffits in Exposure B Building Type ' Zone Mean, Roof - Height ft Basic Wind Speed mph) 120' 130'. 140 150 160 170 180 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 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 1 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 1 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 ALC 15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design -Wind Pressures for Sofrds in Exposure C Building Type Zone Mean Roof Height ft Basic Wind Speed mph). 12Q 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 1 -50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 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 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 1 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 4 1 16.0 18.8 1 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC 15001 FL12194-R3 3of4 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. V. CFLEEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D' ' Building.. Type Zone' Mean Roof Hei tit ft Basic Wind Speed mph) 126 130 . 140 , 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 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 1 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 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 1 23.0 1 26.7 30.6 1 34.8 1 39.3 44.1 49.1 54.4 60 20.2 1 23.7 1 27.5 31.6 1 35.9 1 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" J- 3/8" J-Channel 1/8' HEM L i -T 3/6- 1 Ij----— 3/8' ISOMETRIC VIEW 3/r PROFILE ISOMEIRIC VIEW 3/1- PROKE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or Quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" il 3/8" 1/8" HEM E 1/4" T 6"FASCIA i` BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC1S001 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. CREEF{ TECHNICAL SERVICES. LLC 16" 04 Soffit 18' BLANK 3 / 8 PROFILE 2.625 RU. 50 TIP. 25 TYP. 0.12S M. D D00o0 OOCOo— i00000 DDODD DODooD DDODD bK 1hMR P IITRN f 1 My t1 L,01rvERS N ICfD n S1ME OOPEC110N AS IE65: ALUMINUM COILS, INC Soffits Appendix D ALClSO01 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. M CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8` 1 31/8" 7/8" 31/8" 5/16" N 1/2' / -\, / 1/2- 1/2" 1/2" 3/4' 13.7S" BLANK 3/8" PROFILE 2.625 R 50 TYP. 25 TIP. ALUMINUM COILS, INC Soffits Appendix D DIDDDDD DODDO1 0DDD0D DDDDD m 000000 DDDOD MIRE tfth" PAIRM M-1I [Pu n M MR4 :OM40 OI SWL OttEMN AS wen) END OF REPORT ALClSO01 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 evalualon report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa. FL 33634 813)249-9743 www. alum inumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds tho 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 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 CREEK TECHNICAL SERVICES, LLC PROOUCT DESCRIPTION ALUMINUM COILS, INC soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 1e• naL UM is• ennkn-_rt'ut s' cacao auk, 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALClSO01 FL12194-R3 Page 2 of 3 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 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. Iffirt,,$ j# aY R. PR 2015.08.27 No 74021 07.05.00 CC -04'00' 3 STATE OF : A,4 O Ft t O P' \ Zachary R. Priest, P.E. ss+ •'•• ••''SIN % Florida Registration No. 74021 01,1NAt 1 %*% % Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A - Approved Systems (7 pages) 2) APPENDIX B - Installation Drawings (12 pages) 3) APPENDIX C - Design Wind Loads(4 pages) 4) APPENDIX D - Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for Stale of Florida product approval undor Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS. INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate. shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Lotion Lo tlon Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 1 1 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC d. 16" Q4 Soffit - 8-inch o.c. Fastener Lo ation 11- Fastener Fastener Location 1"l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12Jaf Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel MA Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24JA 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 Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16 inch 0 072-inch dia. x min. 3/16- 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 1/44nch One (1) min. 1 3/4-inch long x 12F-2 164nch Wood crown staples in diamond pattem Wood crown staple spaced 84nch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1) 14 ga. Sl8 Inch long T Hall Wood One (1) min 3/4-Inch x 1/4-inch One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/44nch 48 164nch spaced 8-inch o.c. crown staple spaced head dia. trip nail spaced 48- 64.2 end securing each panel lnallapp 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Walt Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x IWinch 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. W staples'In diamond long x 3/8-inch head diameter Wood 1/44nch crown staple dia. x mipacedn. inch0.0ad16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- dish 64.264. inch o.c. connecting soffit to Jchannel Inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Cdnnection 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 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.312-inch spaced max. 84nch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3) 18 ga 1/4-inch crown x 1- One (1) 18 ga. 1/4-Inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 Max. 12-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max. 4anch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. One (1) 3/84nchhead dia. nail, min. One (1) min 3/84nch x 3/8-inch One (1) min. 1 3144nch long x 0072 inch diax min. 16F-3 16- inch Wd Wood 1.25-inch embedment spaced 24- Woodcrown cstaple 16-inch sespaced3/16- inch head dia. trim nail t25.6 inch o. c. O.C. spaced 36-inch o.c. Three (3) min. 3/44nch x 1/44nch One (1) min. 1 3/4-Inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24- inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48- inch o.c. ALC15001 FL12194- R3 Page 3 of 7 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for 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 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 243.3 16-Inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 114-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 severing each finishing nail with min. 3116 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 in diamond pattern Wood One (1) min 3/4-inch x 1l44nch long x 0.072-inch dia. x 23.5 164nch spaced 244nch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 484nch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express 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 psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1j 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x ring One (1) min. 1.75-inch inch op 3/16-inch head spaced spaced 16-inch o.c shank nailkailshank x 0.072-inch diameter 12-inch o.c. n finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.1/4-Inch crown is 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 a. g anchored to each panel lap Inch crown x 1-inch 0ishin n diameter 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood spacedlegstaplesspaced 8- finishing nail with min. a 76 6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch 3/164nch head spaced 16-Inch o.c. Inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One ( ro 18 ga. 1/4- One (1) min. 1.75-inch x Max. One 1 14 a. 5/8- g 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. 76.6spaced84ncho.c. 1) 7d x 2.25- One (1) min. 1.754nch 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 Ath min. 3116-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 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 Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 go.1/flinch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3) 18 ga.1/4• anchored to 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 4 16- inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1)18 go. t/4-inch crown x 14nch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 24F- 5 16- inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch 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 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-Inch diameter 24F- 6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-Inch x 7d ring shank nail crown x 14nch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed throughgg the rafter into the end staplesspaced 12-inch o.c. securingpn9 One 1 18 a. /. O 9 One (1) min. 1.75-inch 24J-1 Max. rafter with one x 1-inch leg of the ¢when or two (2) each panel lap Wood inch crown x 1-inch x 0.072-Inch diameter finishing nail with min. t60 12-lnch 1) min. 2.25- staples in diamond min. 2.2Sinch x 7d One (1) min. 1.75-inch leg staples spaced 3/16.4nch head spaced inch x 7d ring pattern spaced 16- ring shank nails too- x 0.0724nch diameter inch o.c. o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 124nch 244nch o.c. the batten at each battenttatter 3116-inch 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/flinch Nominal 1x2 min. 22SInch x 7o ring shank nail crown x 14nch leg No.2 SYP anchored to Three 3 18 ga.1/4-inch crown straight -nailed through the rafter into the end staples spaced 12 roan searing One 1 18 a. %.- g inch crown x 1-ced One 1 min. 24J-2 Max rafter with one x 14nch leg of the batten or two (2) each panel lappa Wood leg staples spaced diameterx0.072-inch diameter finishing nail with min. t53.3 16-inch 1) min. 2.25- staples in diamond 5-Inch x 7dmin. 2.25-Inch 1) min. 8-inch o.c, and 3116-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- diameterx0.072-inch ddiametersecuring each panel 16 Inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. lap 24- inch o.c. the batten at each banerutafter 31164nch head spaced Intersection. Max. 44nch 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 nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Kin. 316* h6ad dia. nail With Tin. 1S:" 6n3a9em.nWor Moc4 subctrAt6) or 9 0971 dia. T-nail ar stut, nail mir. SW engagement(for conerats or il.xk tubstra:r). sp.coi as nozed anove. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 7"F- 12F 1 t£ 12F-3 CHANNEL weed, concrete or Sl dr. Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8.' STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCIS001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Y CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail SOFFIT STAPLEOPENRAFTER ,, 3/4- x 1/4- DIAMOND PATTERN DETAILCROWNsTAPLEs USING A DWdOND {{——n APLESPATTERNFACIABOARD ` / 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. F' CHANNEL CAN BE PAINTED S.S. 48' INSTALLED WITH THE O.C. FASCIA CAP UNG FLANGE UP OR 3/4- X 1/4DOWN CROWN STAPLE I SOFFIT- may. 12-'__^.ch span D SOFFIT S UBOSTRATE 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 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 System No. Installation Detail OPEN RAFTER i I Ur I SOFFIT STAPLE DIAMOND PATTERN DETAIL @Ervml lnrt[s FACIA BOARD ' iii 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMONDPATTERN I12J- 1FASCIA CAP 3/ 4' X 1/4' CROWNCIA STAPLE ' 8"ON CENTER 1—CHANNEL BOARD 1- 3/4' TRIM NAIL 4S.S. Pr4wedtoso:fitPAINTED onetlie8aS.S. 48'withFASCIA CAP 1! 2" x 3.a- bead O.C. diameter screw, X 1/4' 16' c.c. WN STAPLE SOFFt— rax. 12-inch span SOFFR J 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. NO CREEKImTECHNICALSERVICES. LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail G r t MAIL/ g BDARDFASCIA PAINTED S.S. I FASCIA CAP SOFFITitI 1 4' (ROWN STAPLE OPEN RAFIER fAS(L4 BOARD AD Jr WWI 16F-1 SOFFIT S FASCIA 16F-5 DETAIL fASOA CAP: REFER TO SOFFIT t FASCIA DETA4 F' CNANNEL SOFFIT: MAX. 16' SPAN MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/S" head dia. :tail art=h min 1!:" auganament ;;or are_? aVstrat9) c:r rain 0.097" dia. T-nail or stub nail with min. 5%3'+ encagement(for ctincrata or 'rlcck substrate). spacod as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL wr:8, Concrete or :loci: Wa11 STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-113 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. k..- CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail sr `, SOFFIT STAPLE OPEN RAFTER PATTERN 3/4- X 1/4- 1-1toDIAMONDIDETAILCROWNSTAPLES USING A DIAMOND sreErvEpV .n.cs PATTERN FACIA BOARD i FASCIA GAP 16F- 4 3/ 4' 1- 3/4' TRIM NAIL a' STAPLEON CENTER 1- 3/4' TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4" X 1/4' DOWN CROWN STAPLE SOFFIT- iiax. 26--inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i- TRIM NAIL FASCIA BOARD PAINTED SS. FASCIA CAP I seFFlr 1 CROWN STAPLE OPEN RAFTER I FASCIA BOARD 1'7Q CROWN STAPLES SOFFIT & FASCIA USINE A DIAMO,YD DETAIL 16F Z & PATTERN. REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL L N'- FASDA CAP; REFER 10 SOFFIT t FASCIA DETAIL 6 F• CHAN.. 318ASOFFIT; MAX. 16' I SPAN H SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER i a1STKTWECNS SOFFIT STAPLE 01ST DIAMOND DETAIL PATTERN FAcu eoAIto lll--- yr rcrvaH, STAPLES / 3/ 4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J- 1 3/ 4- X 1/4' CROWN STAPLE - B- ON CENTER 1-3/4- TRIM NAIL FACIA BOARD CHANNEL 1-3/4- TRIM NAIL PAINTED S.S. PAINTED S.S. 413' FASCIA CAP O.C. 3/ 4- X 1/4- CROWN STAPLE SOFM—: nax. 16-inch spar. SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUITE DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. H: i CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 P TRIM KMC FASCIA BOARD PAINTED S.S. ! STAPLES I'r (AO ( Ij ,—FASCIA CAP Q SOFFIT Y OSMG A DLAMMO PAtTCRN: REFER TO r.I- CROWN STAPLE SOFnr StAPIE DIAMOND PATIERN t MAIL t t' TRIM NAIL FASCIA EOARD PAINTED S.S. ITAPLE SOFFIT & FASCIA DETAIL 24F-1 8 24F-4 r. - C.40 FASCIA CAP; REFCA TO SOFFIT I FASCIA DE \ TAIL / 6 11461W rar SYP 3/B Ballen Aaftreo to SOFFIt: MAX A' F-CHANlrtl I Rafte s Wth ooe TO — — A" Shank NA a1 every Ralter \ / WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC1SOO1 FL12194-R3 Page 9 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, L-C: of any product changes or quality assurance changes throughout the duration for which this report 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' 1RO1 NAIL FASCIA eOARO PAw7iD S.S. 14 SY J {1 FASCIA (AP ROOF MAILS{ SOFf17 / i Pef' CROWN STAPLE t i. Iflo NAL FASCIA BOARD PAwtEO S.S. SOFFIT & FASCIA 24F-2 8 DETAIL 24F-5 P.t CROWN S1A!lC FASCIA CAP; REFER TO SOFFIT R FASCIA DETA0. 11mieal I'aI' SYP F•(NANREL Batten Anlhored to Rallen rdh one la SOFFIT: MAX IL' Roo SMna Nab at awry latter WOOD SORSTRATE 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 1 f• IRIM NAIL FASCIA BOARD PAINTED S.S. ILGA j' T-NAILS FASCIA CAP SOfnt 1-4' CROWN STAPLEA IJ' TRW MAIL FASCIA BOARDIPAINTEDs.s. SOFFIT b FASCIA 24F-3 & I DETAIL 24F-6 1'4' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT A FASCIAITAILDE xea»al 1•,r SYP F-CMANMEL Balton AMhorto to SOFFIT, MAX. 2L• Ratters rich We III 1 Ring Shank HAD at e"IfF Batter MASONR'fJ ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I- TRIM NAIL FASCIA BOARD PAINTED SS. 1')j' CROWN FASCIA (AP STAPLES uSOtG A OunONO SOFFITPAT1ER9cREFERTOANTLLEVE3EQ 1-4- EROWN STAPLE SOFFIT STAPLE RAFTERDIAI:ORO PATTERN OCT At FASCIA BOARD SOFFIT & FASCIA 1 tan NAn PAa1ED S.S. DETAIL 24J-1 r 1'4 CROWN STAPLE 24J-2 FASCIA CAP, REFER TO SOFFIT L FASCIA DETAIL 8• NONNi! +' , r sYP Dt9eCf set°°w oearetn n en ero SOFFIT: rdx. ia' 3/8A 1-[NANKEI ttt+.t INCOnt1-0 deANALfiYilriINd10<IGOC9Sl 1 Nt'- J%- 17A I7Y ene w0O0 SUBSTRATE tl of 1un" (2tonanY0 Ta Jdoto % am naSnAnanu't ttentNK an tttlet A!t al tM WIItln tl Nt mtmnfla Nlals"t" I ISOFFIT STAPLE DIAMOND PATTERN ALCIS001 F1.12194-113 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 not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B. C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for wallsisoffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-flz or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vu„ is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. B. 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. ALClSO01 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Amendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean Roof. eight .ft Basic Wind S eed m h 120 130 140 150 160 170 180 . 190 200 Enclosed Negative 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 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 Positive 4 20 1 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 1 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 Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 1 20.5 1 23.3 26.3 1 29.5 1 32.9 1 36.4 ALClSO01 FL12194-R3 Page 2 0( 4 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 C Design Wind Pressures for Stifftts.in Exposure C Building Type Zone Mean Roof Height ft Basic Wind S eed mph) 120 130 140 . • 1,50 • 160 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 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 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 1 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 1 19.7 22.9 1 26.3 29.9 33.7 37.8 42.1 1 46.7 60 17.4 1 20.5 23.7 1 27.2 31.0 35.0 39.2 43.7 1 48.4 ALC15001 FL12194-113 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in- Exposure D Building Mean Basic Wind Speed mph) Type Zone Roof Hei ht ft 120 130 140 150 160 170 180 190 200 20 26.0 30.5 35A 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 4 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 Enclosed 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Negative 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 5 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.74036.2 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 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 Enclosed 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Positive 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.32517.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 5 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194.RI ov..,. w•u+ , dale or r onaa proauct approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 318" J•Channel 3/8" 3/L" r 1/8' MEM i 5/8- T 3/ 1c' 1 3/8' ISOMETRIC VIEW 3/6' PROFRi ISOMETRIC AN 37F PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This 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" 1 1/8" HEM T 6"FASCIA 7" BLANK r 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALClS001 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 O. W T?. 18' BLANK 3 / 8 PROFILE 2.625 REF. 50 I'M DjDDDDD DDDDD DDDDDD DDDDD DDDDDD DDDDD Mn[ f1x1VfA Pf1TfM filOfy`L tl UVVM fORMO M SMQ DIRECr-W AS -bW, 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. i`- GREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/e" 7/8" 31/8' 7/8" 5/16" \ 1/2' 1/2" 1/2' 1/2" 1/2" 13.75" BLANK 3/8" PROFILE 2.625 Rif. 2: 'M ALUMINUM COILS, INC Soffits Appendix D DIDD0D0 DD000 DDDDDD D.OooD DD000D— o 0000 or tOLN" CATIV04 (FNI M n LOINM FOR= M SArr OFir000N AS FOSS) 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. 4IM017 Florida Building Code Online eCIS Home I Log In i User Registration I Hot Topics I Submit Surcharge I Slats a Facts I publications I FeC Staff ( eaS Site Map I Links I Search bnoridaProduct ApprovalTOUSER: Public User Product Aoorpval Menu > Product or Application Search > Application List > Application Detail FL # FLS444-R10 Application Type Revision Code Version 2014 Application Status Approved Comments Archlved + Aroduct Manufacturer CertainTeed Corporatlon-Roofing Address/Phone/Email 18 Moores Road Malvern, PA 193S5 610) 651-5847 mark.d, harner@saint-gobaln.com Authorized Signature Mark Harrier mark. d.harner@saint-gobain.com Technical Representative Mark D. Harrier Address/Phone/Email 18 Moores Road Malvern, PA 193SS 610) 651-5847 Mark. D.Harner@saint-gobaln.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE 1 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 R10 COI 2016 01 COI Nleminen.odf Standard ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 httpsJ/www.floridabuilding.orglpr/pr app dU.aspx?param=wGEVXQwtDgtahlgO7CSsoycOr128CcpCJinUeXw71bKv1UzOW4hL8w%3d%3d 1/2 4/28=17 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 Sur maiyo?Pioduets FL # , ; Model, Number or Name' : • Descrfptton 5444.1 CertalnTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Limits of Use Installation Instructions Approved for use In HVHZ: No FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Approved for use outside HVHZ: Yes Shlnale FL5444-R10.Ddf Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Umits of Use Evaluation Reports FL5444 R10 AE 2016 12 FINAL Fa CERTAINTE D Asphalt Shlnale FL5444-R10.odf Created by Independent Third Party: Yes a`dc Ne t Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32M Phone: 850-487-1e24 The State of Florida Is an AA/6E0 employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Amesslhlll_v Statement :: Refund Statement Under Florida law, email addresses are public rewnds. 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 tradlUanal mail. It you have any questions, please contact 8S0.487.1.395. -Pursuant to Section 4S5.27S(i), Flodda Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dldc ftaL. Product Approval Accepts: k=- Credit Card Safe https:IAvww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtahlgO7CSsoycOi128CcpCJinUeXwTiibKvIUzOW4hL8w%g3d%3d 212 EXTERIOR RESEARCH & DESIGN, I.I.C. Certyylcate ojAuthorizatlon N9503 353 CHRISTIAN STREET, UNIT#13TRINITY,. ,. ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.0S-1111 20 Moores Road FLS444-R10 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11:12/09/2016 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 Nteminen, 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. DEscFtIPTioN: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nteminen, 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 tacclmlle seal appearing was authored by Robert Niernlnen. P.E. on 12/06/20.. This does not serve as an electronically signed document. Signed, sealed hardeoples have been transmitted to the Product Approval Adminlstratw and to the named client CERTIFICATION OF INOEPENOENCE: 1. TrinityjERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD Is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYIERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1S07.2.5, 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 D7158, Class H 2O08 3. REFERENCES: Enti Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26SO6 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 OS/27/2003 UL (TST 1740) ASTM 03161 03CA12702 06/16/2003 UL(TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM 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 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 OS/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/200S UL (TST 1740) ASTM D71S8 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL(TST 1740) ASTM D3161 IOCA41303 10/08/2010 Lit. (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.11684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & 03462 4786S70826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 478719S678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 4787380356 10/26/2016 ULLLC( TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC ( TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC ( TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC ( QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, U.C. Evaluation Report 3532.09.05-RIL Cerdfleate of Autbodradon #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY I ERo 4. PRODUCT DESCRIPTION: 4.1 CT20114, XT'" 2S, XT'" 30 and W" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont"', Carriage House ShangleO, Grand Manor Shangle®, Landmark'"', Landmark^' IR, Landmark'"'Pro, Landmark", Premium, Landmark'" TL, Landmark", 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 TV" and Presidential SolarlsTM 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 TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: S.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 D71S8, Class H, Indicating the shingles are acceptable for us in all wind Zones up to V„d = 150 mph (V„x = 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 St Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vmd =150 mph (V„ It =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Salads') exceeds the calculated uplift force (FT) at a maximum design wind speed Of V„d = 150 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 3532.09.05-Rii Certgkate ofAuthodtodon 99503 F9C NON-HVH2 EVALUATION F1.5444-1110 Revision 11:12/08/2016 Page 3 of 12 MRINITY I 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 1S07.2.3, 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 iS07.2.7 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 1S07.2.6 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 CT2011*, XF" 2S, XT'"•30, XTr" 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" Use four nails and sir spots of asphalt rooting cement* for every full305mm) (305 nm) (305 mm) shingle (Figure 11-4). Asphalt rooRng cement m&ttng ASTM D4586 j 1"(25mm) —Sealant t"(25mm) TIpe'flIssuggested. 5 $/11" (145 mm) l _ 5 rfr P6 need TT METRIC I — 13Ve" 13+h" 13Ve" — Rooling Cement 1"(25 mm) Sealant 1" (25 mm) Apply 1"(25 mm) spots of asphill reeling cement 1 _ _ _ I under each tab corner. 6IN Figure11-4: Usefaurnaflsandsivspolrq%asph*mnmrlonsleepslopes eCAtMON: Ucessive use of roofing cement can cause shingies to blister. Flgma11.3:Usefournallsforaeryfal rbhrgla 6.4.1 Hip & Ridae for CT2OTm. XT"' 25, XT" 30, XT'"' 301R: Cut Shingles ill 25 mmji I —2 (50 nm) Rem4re, r (305111M) If ty y II (t25 rfafl) j-'— ` ergs Cap 305mm) Cap Cap \tn Shingle Shingle Shingle 55Ile ",com Figure 11.24t Oil Albs, than him bock Al stake cap shingles Nes""Ao -'`l Ertgflsb dlmmulons shoum). Figure 11.25:1nstallallon gf'tatps long lke hips and rlr(ger. 6.4.1.1 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. Evaluation Report 3S32.09.0S-R11 Certificate ofAuthorhadan 119503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 4 of 12 6.5 I ARCA014—: LOW AND STANDARD SLOPE Usc SLC nail; for even' hill shingle InciaLvi :Lc shorn helot¢ I'a5MM) rrAMM) um Lim umlW figure 1: Use Ar nails fir everl-f ll shingle. 0 J TRINITY I ERD STEEP SLOPE Use SIX nails and FOUR spots of asphalt roofing cement for mere full shingle as shown MOW. Apll :uphalt roofing; eeottlrt 1'(25 nttn) front edge of shingle. Asphalt roofing cewma meeting NSW D 4586 11,pe fl is suggcdcKl. 6.5.1 Hip & Ridge for Arcadia"°: Cedar Crest•", Cedar Crest'" IR t'QSmN t'145aad-- Fkgmr 3: N_so slr nadir and four alx,rs ofaspindl roof uq —tenl ea Slap slopes. Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1-Inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from Its exposed butt edge and 1-inch from each side edge. For ASTM 03161, Class F performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and Install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, LLC. Cerdfleate of Authorhadan 09S03 FBC NON-HVHZ EVALUATION Hand -sealing adhesive 114" 4° 3/4" — Ir 1° Dab of asphalt cement between shingle layers Evaluation Report 3532.09.0S-R11 FLS444-R10 Revision 11:12/08/2016 Page S of 12 6.6 TfaNITiIERD BELMONT'm: Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement— for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1° (25mm) from edge of shingle. Wilson) See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. f SWOOKad O WAral sails it coVited SSW 1220W) i SC4' (16 nml 1' (2500 Roding Cer" 6.6.1 Hip & Ridge for Belmont'"": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest1", Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17-J& S'bangle" Ridge. Remove tape from1he right side and, fasten Fasten the left side" FIRST Flgure 17-19: luslaltallon ofSbangloO Ridge sbingles on hips 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 CertafnTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rll Cengkote olAuthor(rodon #9S03 FBC NON-HVH2 EVALUATION FL5444-R30 Revision 11:12/08/2016 Page 6 of 12 6.7 I CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLEO' LOW AND STANDARD SLOPE lie flit nail. for every full Shingle. N'-R5 mm) (251mm1 5/6" E S/B.• 16 mm) (22 90) LA 1•Igure i7.1: i!u!firenaffsjartteryjd!'firondAlauarXhnng/r, Litrrlrr2ellmrcc tibangle, m•CcnkunialSlrrM Q\,.FTfFRINITYIERD STEEP SLOPE Use s1:1en aids mud three spurs of ay)hall roofing cerocat for mr.ry full GrandManor Shingle. Use fire nuils and three'spou of asphuli roaring ctmeat for emy full Carriage Ilouse Matfgle and Centennial Slue. Apply asphah roo0ng«•mcm 1" (25 nun) from edge of shingle Plgum r7.5). Asphalt nadng cement m diag ASS 14586 JIle 11 Is suggested. 16 01, 0010"mLl=1111111 r4wre 17-5.• 1Pbrn i istafitg Cmad .lhmar.l'bm>Rlm nn simp dopes. use see en pads and lb/re spots 6j4spbidt mofing cwaent. 6. 7.1 Hip & Ridge for Carriage House Shangle° and Grand Manor Shangle: Refer to instructions herein for Shangle• Ridge hip and ridge shingles 6. 8 LANDMARK'"ar LANDMARK'm M, LANDMARK"" ,PRO,' LANDMARK'"' -PREMIUM' LANDMARK'•!.".' TIC, LANDMARK'"' ISOLARIS, LANDMARK'"d SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 17' 14314" 12" 1--( 305 mm --(315 mm)-y r-(305 mm)-'i va eupr ya. t+c:c+crrlanw:: lars•:nr.<n::rm L I-1" (25 mm) Release Tape 1" (25 mm)'"'I Ilri• _ Area LANDMARK It NorthGate: EW011- milf4nm13- 4.usejourtucllsjnirrrrjsdlsb1n e. bloc NA0140 Ir u3r4* •r A4EA ( 305 mm) —.- (375 mm) +— (305 mm) -*-I Haling Urds r ( 25 mm) roger R like r ( 25 mm m 17 Hsl ng sari for low and standard dopes (faun 2:12 to 21121 Hal betaaen wFer & Irw lots as shnnn abme. Exterior Research and Design, U.C. Evaluation Report 3S32.09.05-R31 Certlrleote ofAuthorisatfan 09503 FBC NON-HVH2 EVAWATION f1S444-RIO Revision 11:12/08/2016 Page 7 of 12 STEEP'SLOPE Use six nails and four slxrts of axphak roofing cement for M•ery fall landnnted shingle. See. below. Asphalt roofing cement should meel AST.IN10458G T)pe If..tpply I' slots of asphalt roofing cement uncle each corner and at about 12' to 13" In from each edge. METRIC DIMENSIONS I(305 mm) l"(25 mm) Nail Area For Steep' 25mn) ---- 14'/4" —12" 375 mm) 1 (305 mm) lease Tapemm}- t lino Cement LANDMARK TL PtRINITY I ERD Brier_ Figure 13 S: Use six nails andfour spots of 25 • I" Upbdt I- nscement on steep slopes mm; NorthGate: STEEP 12• 14-3140 12' SLOPE 1-11n; MMI-1— ri-7c — i--JanG n Nailing areas for steep slopes (greater (hen 21:12) and "StomAailing" Nail between lower 2 nap Ines as shot -in above. 6.8.1 Hip & Ridge for landmark"'. Landmark*" IR. LandmarkTM' Pro, Landmark'" Premium, Landmark"' TL landmark"' Solarls. Landmark'" Solarls IR. NorthGate: 6.8.1.1 Option is Shadow Ridge`" or NothGate Accessory 12' 97/ir S ( 3115mm) 6.—415/1-2-5.0}J-nm-1415ttt; 150rrim) (150mm) (125mm) I (125mm) Notch for Notch for Centering Centering IT T 13t/4' ` 7305mm) tthaTorpSIdge es forAlipnniemto I (33lmm} Notches for AlignmeMto o1 the PreNous T the Top Edge of the Prevbus75re' t25mm)fxposure ('m) Lt!tt 198mm) L ___iiil English Dimension Metric Dimension Shadow Ridge"' Shadow Ridge'" Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R31 Cerdikate otAuthodrodon e'9So3 f8C NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 0 27132' 250 mat) 4 716',125 in` ) cecta a f MM 13 ur 337 11' \ Allyn IMse / Antdtes to top 7519, cdgc UI (104 mn) p:out tbutcs NorthGate Ridge I TRINITY I ERD 131/8" 3 m --•(33m)— 16b mm)I 166 mm I eMp 131/4• Notch 337mm) I Align Iheso edge of notches to lop 7 . ntm) revloua ooume. vg NorthGate Accessory Figtve 13-20.- Use laying notcbes to cenlor sbinglos on kips and. nk#w, and ht locate t& comact exposure For ASTM 03161, Class F performance use BASF "Sonolastic• NP110" adhesive or Henkel Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest"', Cedar Crest'IR hip and ridge shingles. PLO Exterior Research and Design,L1C. Evaluation Report3S32.09.OS-R11 Certgkote of Authorkation 09503 FOC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKEi A IR, PRESIDENTIAL- SHAKE TL'", PRESIDENTIAL SOLARIS'"1•: LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five -nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply 1' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in be lvim die nalling guide Imes, apply 4 nails T• Nailing 40' above tab cutouts making certain tabs of overlying shingle cover nails Guldo•Unes (1016 mm) 5 114' — 133 mm) • Fr. 14.114' 1 tr(362 mm) NOTE: Apply nails on painted guideline. Figure 16-6• FasleningPresldendal anAAerlderUal FL Shake sbingles on loco abd Amdard slopes. 1 17_— i 1• 1'diametarasphalt roofing cement T Figure 16-7., Fnslening Prexldentlal and Presl&ntla! r/L'Sbake sbinsler on steep slopes. 6. 9.1 Hip & Ridge for Presidential Shake',, Presidential Shake"' IR. Presidential Shake TVA. Presidential Solaris'": 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- tene& The fasteners'must be 13/4" long or longer, so they penetrate either 3W' into the deck or completely through the deck. Presidential accessory comes ln• two different sizes: Accessory produced in Birmingham,. AL-Is 12' x 12'; Portland, OR produces 97/a' x 131/4" accessory. 6. 9.1.2 For ASTM 03161, Class F performance use BASF "SonolasticO NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to Instructions herein for Cedar Crest"', Cedar Crest"' IR hip and ridge shingles. 6. 10 HATTERASnn• LON4 STANDARD AND STEEP SLOPE: I rrm..mi rru:m.n 1 nm•."s rxui.. 1 again 19d: Awening rlauoms: bliatea at Larr and Mandnn! Vo1Ars For low and sian&W slbpes. ase G%lc aalls for enth full limenis slelagle ns tluxsat nbexc. Firim ri.)• rmnnthe t1*ur"u $N(dn nd.%0p.Voln For urap dapet, tige fee malls and elglu spas of zphslt r afing ulaead fur evrh hill 11.oMU Abigte as doom 4mv. Apply 1- l2jmm) dlwatler siwu of rooeog cemeen (ASTA1 D 458611pe If sursstM) under rsrte mb cmacr. Press 3hindc lino place, do not eyetno reletut. WNW: Ton enurh wantre etaarm Cato goon shlog es to blister. Exterior Research and Design, U.C. Evaluation Report 3S32.09.OS-R11 Certifltate of Authoritodon p9Se3 FEIC NON-HVH2 EVALUATION FLS444-R10 Revision 11: L2/08/2016 Page 10 of 12 TRINIIYIERD 6.10.1 Hip & Ridge for Hatteras1m: 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14.• 18 three-piece raaits soamte•to make 54'Hatte=Atxessory shingles 6.10.1.2 Option 2: Cut Hatteras Shingles 9. 230 m I I I I I r s1en I I 77 8:r 18" (460 mm) go\'\ 1- - — 4608" (203. _ _ Cap Cap Cap Cap Shingle Shingle Shingle Shingle Figure 15-20: Cut HaH as shingles to make cow cap,, Figure 15-21. Installation of caps along hips and ridses 6.10.1.3 For ASTM ID3161, Class F performance use BASF "Sonolastic' NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 : HIGHLAND SLATE'", HIGHLAND SLATE"' Ili: LOW AND STANDARD SLOPE STEEP SLOPE: an-ld KW&Qade regera 6lxrem (hmnem la Wllsdoweenbr Figure !I-3: Me FM nallf for may Hfgbfand sinte sbhrgbt the PWR nails and RIGirr spots of wTbalt cooling cement, for each full Highland Slate shingle. For MWW-Dade, SIX oasts are required. Apply v diameter spots of asphalt rooting cement under each tab corner. Asphalt roofing cement meeting ASTM D45s6 Type If b suggested. r r r e• aawd' pa..1 P"i ny t as:.I as'ern KZ Yonratlerepr4e t•Rtmmt as el SU: Me(earob , r• n YWl,d aerenler •--1,- -• mot Roofip c Flgnro I! 3& aro MW naffs and efpbi rporr ofaapbalt roonp tonalt arid& mcb fah corner. CAUTION: Rxeessbe use of roofing cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slate', Highland Slate" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge"" hip and ridge shingles. Exterior Research and Design, LLC. CeWftcote ofAuthoriiatfon #9503 F8C NON-HVH2 EVALUATION Evaluation Report 3532.09.05-1131 FL5444-R10 Revision it: 12/08/2016 Page 11 of 12 6.12 I• PATRIOT'•"": LOW AND STANDARD SLOPE Use fOLIR naiLs for every ftill shingle loaned as sho%vn below. Sothis r rr118 1'' (2S rm1 '' i il5 cni Q%,rTRINITYIERD STEEP SLOPE Use FUUIt nails and fnur spots of aepluli moving cement for every fill shingle as shown Maow Asphalt roofing cement mevaifigAST61 U458b Ajx II is suggWed. Apply 1'(25 film) spots of wph:dt nKifing cemennis shown. CAM NIN: Bwssiee use of roofing conenl can cause shingles to blister. uyreC— o-:1s t weed t • a Z c Raollep Cement I1roeN Im+"5 WrnO 6.12.1 Hip & Ridee for Patriot"': Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge-, NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABEUNG: 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 / 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 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 3532.09.05-1131 Certi lcate oJAuthorlmdoin g9S03 FBC NON-HVH2 EVALUATION FL S444-R10 Revision 11:12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, U.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1131 FL5444-R30 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 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. 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 OCA ANE1993 The facsimile sea, appearing was authorlted by Robert Meminen, P.E on 12/W2016. This does not serve as an electronically signed document Signed, sealed hardmples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinityl ERD does not have, nor does it 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 Nleminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. S. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. iXTRINITY I E R D ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the St" Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance Is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R90S.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D71S8, Class H 2O08 3. REFERENCES: Kati Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 OS/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/1S/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/200S UL (TST 1740) ASTM D3161 OSCA16778 05/12/200S UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM 07158 IOCA41303 10/27/2010 UL (TST 1740) ASTM 03161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & 03462 4786S70826 02/12/2015 UL LLC ( TST 9628) ASTM 03161, D3462 & 07158 4786570717 12/16/2015 UL LLC ( TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC(TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 962S) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, U.C. Evaluation Report 3S32.09.05-1111 CerNflcate of Authortratton #9S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/ 2016 Page 2 of 12 TINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT2011, XT'" 2S, 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"ASolaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4. 3 NorthGate"' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4. 4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4. 5 Hatteras'", Highland Slate'" and Highland Slate' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4. 6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4. 7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4. 8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: S. 1 This is a building code evaluation. Neither Trinity(ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5. 2 This Evaluation Report is not for use in the HVHZ 5. 3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5. 4 Wind Classification: SAA All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to V.1d = 1S0 mph (V,I, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5. 4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF 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 Veld =150 mph (Valt =194 mph). 5. 4.3 Classification by ASTM D7158 applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5. 4.3.1 Analysis in accordance with ASTM D71SB indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Ve,d = ISO mph (V"n = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5. 5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Ril CerUJhate of Authorhadon #9503 F8C NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 6.4.1.1 XID RINIIY I ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1S07.2 / R90S.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1S07.2.4 or R90S.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. I,.CT20'`, XT7 25, XT- 30, X'11 " 30 IRr.; I LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 mm) (305 mn) (305 mm) 1"(25mm) _pant 1"(25m0)i 5 s/e" (145 mm) _ 5 ill,, lot iowd METRIC tat/e" — 13rh" t34a" 1"(25mm) _plant 1"(25mm)l 6 rro.. T Hguro'I-1- 0-fournalisfor—Yfull skin& Use four nails and sixspots of asphalt roofing cement* for every full shingle ( Figure 11-4). Asphalt roo8eg cement meeting ASTM 04586 Type 1f is suggested. I Roofing Cement Apply 1" (25 mm) spots d asphalt tooling cement under each tab corner. Figure 11.4: W fourn4fis rid six spotsofasplall C&AWIon'Al" skpas CAUTION- Excessive use of rooting cement can cause shingles to blister. Hip & Ridge for CT20'". XTTM" 2S. Xr" 30, XT'" 30 IR: Cut Shingles 25 mmj1 ' `j r- 2" (50 mm) Remae II t' t f •• jI( 305mrt1)------ * aEa02` 125 mm) ' Cap — — Cap — — Cap (305mm) Shingle Shingle Shingle b Shct+t p\l figure 11.24. Cut labs, then loin dock /o make Cop shingles C`i3• hoc N 6n811sbdlntenslonssbmnn). Figure I t-2j: InstaOatlon of -Ps dlong the bills and r*C-. For ASTM D3161, Class F performance use BASF "Sonolastic® NPiTM" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with Certa(nTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3S32.09.0S-Rll Certlptote of Authorbadon 09503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 r- ( 0 TRINITY I ERD I ARCADIA—: LOW AND STANDARD SLOPE STEEP SLOPE Use SIR nails for every full shingle Inrued as shorn helow. Use SIX nails and FOUR spots of asphalt roo(ttg cement for csrrs full shingle as .hoer helorv. Apply asphah roofing Cement 1"(25 otm) front edge of shingle. Asphalt mortng cttmeN meeting .10M D 4586 111te 11 Iv suggesled. t' 125 am) T O RA --- f811LYu flan Lin LLLu t'leSam) Figure 2. UsosLr nailsfor ut.w. -f !ll sbinglu. Ehc, :, u Fl rnx• 3: N.u s/.r nail) sod juur .r/n l.< rf uspbnlr lur uq ccluoul at steel) slopes. Hip & Ridge for Arcadia': Cedar Crest'", Cedar CrestTM 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 is -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 "Sonolastice NP11"" adhesive or Henkel "PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or Pl. adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line Y4 to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and Install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or Pl. adhesive between the shingle layers. Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-R11 Cerdllcate o/Authorltadon 09S03 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page S of 12 6.6 TRINITY I ERD BELMONT"A: Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement"- for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 10 (25mm) from edge of shingle. a See below. Asphalt roofing cement meeting ASTM 04586 Type If is suggested. o AJdiliwl mils Q tMWe1 1' (25 rWj 6.6.1 Hip & Ridee for Belmont": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle• Ridge Flgnre 17-18. Shangle" Ridge. Fasten the left side' FIRST Exposure Remove tape from the right side 8% I and faslen III SECOND RIGHT Flgnre 17-19- Inslallallorr of.Sbangle® Ridge sbingles on bips 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. Cerdlkate o/Auehorltadon 09502 FBC NON-HVH2 EVAWATION Evaluation Report 3532.09.OS-RIL FLS444-RIO Revision 11:12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGEMOUSE SHANGLE® AND GRAND MANOR SHANGLE®: , LOW AND STEEP SLOPE STANDARD SLOPE Lse five nails for away full Shangle. 1" —I" 1--(25 man) I (25mm) r 6/ 0" 9 A" 16 mm) ) Figaro 17-•1. I/sefit e aafk for etrry fidl 0and Ainner Naugle, Carriage 11omo Sbmlgle. or CenMnnial SGUe. J TRINITY I ERD Use swen nails mid tbree spots of asphah muting cemtot,for e+rry fall (;valid Manor Shangle. (lse five nails and throe slxls of asphall roofing cement Gar every full Carriage Iloase Shangle and Centennial Slate. Apply asphalt roofing cement V (2i mat) front edge of shingle Pigum 17- 5). Asphalt nwRng cenwta meeting ASTM D45EW 11lic 11 Is stiggesied. 16 mm) mm) r'guir. 17-5. When injifiging Cntad.11nnrr$b4npAz; an steep stoles. ase set - on aailr and tbres spots ofaspbldr mo/beg eentew. Hip & Ridge for Carriage House Shangle° and Grand Manor Shangle: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANDMARK"'y' LANDMARK'"•;• IR, LANDMARK*°" PRO, L'ANDMARKrra PREMIUM, LANDMARK"" TL; LANDMAKIt"m SOLARIS,• LANOMARKTM SOLARIS IR; NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 14314" IT' 1--(305 mm)----(315 mm)+---(305 mm)- SMl ffi'!: C"C9+1 4^_::;`tu f•a'A':`:.:t:r.7lAYCtL•:S'W I"(25 nano) Rdease Tape lit NallabI0T Area LANDMARK TL NorthGate: 131/ 2" 13" IVY' 1--(343 mm)— (330 mm) -- --(343 mm)--1 I--1" ( 25 mm) 1" (25 inm)--{ — J F7gum1. MA. MOP- uei"for—. fillsbingfc. Woe KAWa 12' 14 3+4' UP AilA I.-- ( 305 tom) —r (375 mm) — (335 inm) - Noting U:= 1s T (26 rival POM1I110 P ( 25 mm cMrrna Ira WfIng arms for low mid standord dopes (ram 2:12 as 21121 Nal tta ~ UMV S Inner Ina ea s'pom bbare. Exterior Research and Design,LLC. Evaluation Report 3S32.09.0S-Rii Certificate of Authorisation #9S03 FGC NON-HVHI EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use sit; nnlis and four spots of auphait roofing cement for every fill bundnaued shingle. see below. Asphalt roofing cement should meet ASTIR 045861ppe 11. Apply I' spots of nsphah roofing cemeni uncle each corner and at about 12' to 13, iu from each edge. METRIC DIMENSIONS 305 nm) W:ni.Ul:.. u.u} 1"(25mrn) Nail Area 1 f'-- fur Steep 25mm)---- fi'RINITY I ERD LANDMARK TL Figure 13-5.• UsBsfXnaQs andfoarspots of asphalt wfing cereent on steep slopes NorthGate: 12' 14-314' 12' 143/ i' 17' 375 rem) (305 mm) lease Tatx 1"( 25 M"Q STEEP SLOPE NAILING Nailing areas for steep slopes (greater than 21:12) and " Ston"ailing" Nail between lower 2 nal 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' 305mm) ( 250 m) G e' 4t5/ 1G 4t5/1E 150mm) rV5 Omm) (125mm) ; 125mm) V50MM) Centering 12 \ , 7 gym) Notches for Alignment to the Top Edge of the previous 7' Qpfor5'( 125mm)Exposure (1 LEnglish Dimension Shadow Ridge"' Notch for Whiting 131/ 4' Notches 07mm) for Alignment tothe TopEdgetheprevious75Nof19a n Qpfor55I8'(141mm)Ixposure L1 Metric Dimension Shadow Ridge"' Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-Rll Cartrlfcore of Authorl:otton k9S03 FBC NON•HVH2 EVALUATION FL5444-R10 Revision 11:12/09/2016 Page 8 of 12 f1 TRINITY I ERD 9 2713r I( 250 mai) 4 IWIG' (125 mrt ) I+ t 3 US" 333 mm)--- CrrAming Match -8 StB•-{4-6/8•- 168 mm l t3 168 mm 131/4' T 1 l 337 AOpn tmm I I hat Notch g hnolahes to top 718, 131/4• cgtc tit(118( MM) , I AGOn thesep:0fputcoursenotchesof te 8 lopedgeof ( 1 4n) previous course. NorthGate Ridge NorthGate Accessory tn) Laying Notch I I ( II1I125n'dJ I I ' I 5 E. VasureFlgrrre 13. 20: Use laying nolcitea to center shtngla on hlpit and rlttws, and to locate the correct atposum: 6.8. 1.2 For ASTM D3161, Class F performance use BASF "Sonolastico NPlr""' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements. 6.8. 1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.OS-Rll Cert/lfcate of Authorkatfon 09S03 FBC NON•HVH2 EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 9 of 12 TRINITYI ERD 6.9 PRESIDENTIAL SHAKE'"', PRESIDENTIAL SHAKE'" M. PRESIDENTIAL SHAKE TLTM, PRESIDENTIAL SOLARIS'm: LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use Ilve nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply 1* diameter spots of asphalt cooling cement under each shingle lab. After applying 5 nags In berme. the Rating guide fines, apply 4 nails 1' Nalling I•-- 40' — a( above iab cutouts mailing certain tabs of overlying shingle cover nails Guide Uncs (1016 mfn) 5 1l4' 133mm) ss . . 141/4' I11T 98nan) (362 I • • • • • r--+----•----• i 1. T NOTE: Apply nails on painted guideline. Figure 1S--6 fasimingPiesf mUal andPresidential FL Shake 1' diameter asphalt ruonng cement shingles on loll' and standard sloped Figure 16--7.- Auleiing PreriAmilal and PmsfdwUnt F11 Shake shingle' on &* slopar. 6. 9.1 Hip & Ridge for Presidential Shake'. Presidential Shaker" IR. Presidential Shake TLI. Presidential Solaris''- 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingies:up-.to the:ridge (expose no more titan 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 completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,. AL is 12'-x 12"; Portland, OR produces•974' x 131/4' accessory. 6. 9.1.2 for ASTM D3161, Class F performance use BASF "Sonolastice NPI` 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 HATrEftASr'"' LOVI, STANDARD A140 STEEP SLOPE: flRrrm 151 r•4nkalpd114110nu %W461 oil Lore mid nalidant.,jaim For lose and sumdtnl Jolks, use fim awls for eadh full halerm slthtglc a: slaiav a1mv. Agam li•i. FmYM/gtlrell/vartNgteroa.VmpVo/ra For deep drgw,, We rnr nanr and MAIN npu of asphalt 00414 mmi" for each loll (Intcrar shingle as shtam'ahore. Apply I' 25ow) t(lanuler Flans of coofins eemew (ASM4 o 45ft61hpe U 344g- r9nl) amlrr rat It alb coi am Pros shlo,* Info place, tht not Lspase retam. CAUTION: Too murh rooting cnnmt can catac shinglra to Miller. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS-R31 Certlfcate oJAuthorizaeton 419S03 FBC NON•HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 Q TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'"": 6.10.1.1 Option 1: Accessory for Hatteras K Figure 15-14. 18 tbree piece imlts separate to make 54 Hatteras Ac>:esmry shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles r 230 nIm) 77II r(2c3 mm)r' 18" (4rOc.s a 5460mm) N . " cap. Cap Cap Cap Shingle Shingle Shingle Shingle 93 2 Figure 15-20.Cut Hatteras shingles to make coda cap. Figure I5-21: Installallon of caps along hips and rkiRa 6.10.1.3 For ASTM D3161, Class F performance use 8ASF "Sonolastic® NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIG**L'ANDSLATET-,•-Hl8HLAN0SLATE'."•`-lR: LOW AND STANDARD SLOPE: STEEP SLOPE knew Owe mute sXfMft"hft Nrtdtea.n eaMr Flgum Il-,T: Um MnaMforew7IBgbland 31alo sbingla the FnR nails and BIGHT spots of asphalt roofing cement* for emch full Inghland gate shingle. For hfiW03de, SIX nails are required. Apply v deumeter spots of asphalt roofing cement under earh tab comer. Asphalt toofiog cement meeiing ASTM D4586 Type 8 Is suggested. r r r r mna Na".r Qu...t p1a.y pta.b RSay KeFDo>,npie t, 6ami -• Q1!,.) Saf pl"(raMr 0 r• r r• tmmeereMar area a Waal — — RooRnp taiw Flpum ll-.yt• Use Hrli rmOs and atgbt spots ofmphaft o Ang emml under erb tab corner. CALMON: BttessNe use ofroo8ng Cement cw cause shingles to blister. 6.11.1 Hip &Ridee for Hiehland Slater", Highland SlateTM' IR: Refer to Instructions herein for Cedar Crest"", Cedar Crest'" IR or Shangle Ridge'"' hip and ridge shingles. Exterior Research and Design, U.C. Certificate of Authoritodon M03 FOC NON-HVH2 EVALUATION Evaluation Report 3532.09.05-Rll FL5444-R30 Revision 11:12/08/2016 Page 11 of 12 6.12 I PATRIOT'"": ' LOW AND STANDARD SLOPE Use FOUR nA6 fur oven• full shingle lucded as shomm belmr. 1 1 - F S lua 6-1- F-rx,, fA' 1liisand CWT4 !sleep (3Aan TRINITY I ERD STEEP SLOPE Vsc• l`01.111 nails and four slim%of asphalt roofing ctmcui fur c%vey full shingle as shown bch"w. Aslihalt roofing cement meeting.Will 114586 fte It is suggt"zied. Apply 1'(25 nun) spins of aspledt roofing ceman :L< shtm•n. CAU110N: 0wevice um of roofmg ccmenl can enure shinglcc to blitier. l:lrml • ry :, O Roan"0 Eeee"1 4 I I t tam0 6.12.1 HIP & Rldee for Patriot"': Refer to instructions herein for Cedar Crest", Cedar Crest"' IR, Shadow Ridge', NorthGate or Shangle Rldge'"" 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 QA entity for information on which plants produce products covered by Florida Rule 61G20-3 CW 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 3S32.09.OS-Rii Certt/Icate of Authortration #9SO3 FBC NON-HVH2 EVAWATION FL5444-R10 Revision 11:12/08/2016 Page 12 of 12 A Florida Building Code Online on osw,a o Business 81 Professional Regu.latlion BCIS Home I lag In I User Registration I Hot Topics I Submit Surcharge I Stats 6 Facts Publications I FSC Staff I BaS Site Map I Unks I Search I Florida ProductApproval USER: E0.: Public User PreduR Anereval Menu > Product or Awllcatlon Snareh > Anollratlan List > Application Detail FL # FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method C InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@fnterwrap.com Eduardo Lozano elozano@lnterwr-6p.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Roofing Undedayments 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 IntertekTesting Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Kneievich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code bttpJlwww.8oridebuilding.oralpdpr epp_dtlaspx7per= wGEVXQwtDgv3yVVKJZIQI Adby@ugkQOQyljaHhVaiOpVSvxwSdCoQ%3d%3d[g2412017 1:57:59.P.M[ -.. . Florida Building Code Onhae IL 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS216 R2 It 201 S 04 FINAI FR TNTFRWRAP RHTNOROOF F 1 S216- B2.RdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By, Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FLIS216 R2 AE 201S 04 FINAL ER INTERWRAP RHINOROOF FL1571r,- R2.Rdf Created by Independent Third Party: Yes rDnj;id Iis :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: RSO-497-1824 The State of Florida Is an AA/EEO employer. r_'otwriaht 2007-2013 Stete of Florida.:: Privarv tames :: AQesslhelry Statamont :: Refund Statemwnt Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a publlrrewrds request, do not send eiecaonlc mail to this entity. Instead, contact the office try phone or by traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. Tha smalls provided may be used for official communication with the licensee. However email addresses are public recprd. 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 lkansee under Chapter }SS, F.S., please cilck bcrt• Product Approval Accepts: Credit Card Safe hap:nw,vw.0oridabudding.aWpr/pr_ape_dtLaVx?param=vGEVxQvADgv3yvvKJZIQRAdhyl2ak000ylja ffiV6Opvs.xwsdcoQ'A3dOA3d[824R017.I:57:59.PK... or QoTmNITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Su' 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 I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done In its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The faWmlle seal appearing was authorlted by Robert rsleminen, P.E on Oa/27/2015. This does not serve as an electronically signed dooumenL Signed, sealed herdoaples haw been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does It Intend to acquire or will it acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. 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. QgTR-INITYIERD 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 1507.23,1507.5.3, T1S07.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, iS07.9.S on Heating 1S07.2.3, 3S07.5.3, 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: Enfgtv Examination Reference Date ITS (TM509) Physical Properties 100539395CO"06 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 0226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available In 424nch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. S.4 RhlnoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the 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 Undertayment Asphalt Nail -On Tile foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoofU20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhlnoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be Installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be Installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certlflcote ofAuthorizatlon #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 2 of 3 of fTRINITYIERD 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. QUAUTYASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 Exterior Research and Design, U.C. Certificate of Authorization #9503 END OF EVALUATION REPORT - Evaluation Report 140SI0.02.12-R2 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 fTRINITY I ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 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 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nleminen, P.L on 04/27/20]S. This does not serve as an electronica0y signed document. Signed, sealed hardtoPles have been transmitted to the Product Approval Administrator and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. 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. 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 1507.2.3,1S07.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1S07.9.5 on Heating 1507.2.3, 1S07.5.3, 1S07.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST7SO9) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1S09) Physical Properties 10OS3939SCOQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. S.S Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoof U20 Yes Na 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, U.C. Evaluation Report 140S10.02.12-R2 Certificate ofAuthorizoffon N9503 FLIS216-RZ Revision 2: 04/27/201S Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof 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. S. IVIANUPAcrURING 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, I.I.C. Evaluation Report 140510.02.12-R2 Cert!/lcate of Authorization #9503 FUS216•112 Revision 2: 04/27/201S Page 3 of 3 t f 4f28/2017 Florida Building Code Online 1=:'ra,Y•7''1an;';1:t?. `, - _, . ti •Malta SOS Home I Log In User Registration Hot Topics Submit Surcharge Slats A Facts Publications FSC Staff SCIS Site Map Links Search b 3 rI !: Product Approval F y:p ` USER: Public user Product Approval Menu > Product or Application Search > Agplirmtlon List > Application Detail FL # FL12328-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived , J Product Manufacturer TAMKO Building Products, Inc. Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_eden@tamko.com Authorized Signature Carter Lea carter_lea@tamko.com Technical Representative Kerri Eden Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_eden@tamko.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 01/07/2019 Validated By Locke Bowden r. Validation Checklist - Hardcopy Received Certificate of Independence FL12328 R7 COI TBP14001.3 2014 FPA TAMKO Underlavments- FINAL, odf Referenced Standard and Year (of Standard) Standard Year ASTM D1970 2009 ASTM D226 2006 ASTM D4869 2005 ASTM D6380 2003 Equivalence of Product Standards Certified By Sections from the Code https:Uwww.Boridabuilding.orglprlpr app dtl.aspx?param=wGEVXOwtDgtF2AezuarigOlAramDGmSe%2bS%2baRvkOl3ThCOrIWiSSTO%3d%3d 1/4 4/28f2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/23/2016 Date Validated 08/23/2016 Date Pending FBC Approval 08/2S/2016 Date Approved 10/13/2016 Sumciary:oroducts .- - - - - - ' - - - - - -• FL # Model, Number or Name Description 12328. 1 ASTM Slate Surfaced Roll Roofing Roll roofing surfaced with mineral granules Limits of Use Installation Instructions Y — Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments- FINAL. odf Created by Independent Third Party: Yes 12328. 2• ASTM'Tlle' Underlayment Coated organic underlayment Limits of Use. Installation Instructions Approved• for use.In HVHZ: No FL12328 R7 It TBP14001.3' 2014 FPA TAMKO Approved for use outside HVHZ,-Yes Underlavments-FINAL.odf Impact, Resistant: N/A _ Design Pressure:.N/A, Verified. By.: Zachary R. Priest 74021 Created by -Independent Thlyd.Pafty: Yes Other: See evaluation report for -limits of use. Evaluation Reports...: • : .. FL12328 R7 AE 'TBPl'400L.3 2014 FPA TAMKO • • - Underlavments- FINAL.odf' •' Created by Independent Third Party:, Yes 12328. 3 Master Smooth Asphalt saturated organic underlayment. Lim Its of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Impact Resistant: N/A Underlavments- FINAL.odf Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments- FINAL. odf Created by Independent Third Party: Yes 12328: 4 Moisture'Guard Plus.' _ Aself=adhering modified bitumen undeelayment.= Limits: of Use Installation Instructions ; Approved for'use•in HVHZ:.No Approved for'use outside HVHZ: Ye's : 12328• R7 II TB014001.3.2014 FPA TAMKO ' Underlavments- FINAL•.bdf Impact; Resistanti N/A Verified. By::Zachary:R. Priest 74021- Design Pressure: N/A.. .. Other: See evaluation.reporli for limits of use.: ' Created by -Independent Third Party: Yes ' Evaluation Reports •' FL12328 R7 AE TSP14001.3 2614 FPA TAMKO ' Underlavments- FINAL.odf Created by Independerit.Thlyd:Party:.ttes ' 12328. 5 No. 15 ASTM Asphalt saturated organic felt Limits of Use — Installation Instructions Approved for use in HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL, adf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlavments-FINAL. odf Created by Independent Third Party: Yes 12328. 6 No. 15 UL Asphalt saturated organic felt Limits of Use Installation Instructions Approved. for'use in HVHZ: No FL12328 R7 II'TBP14001.3 2014 FPA TAMKO Approved - for use outside HVHZ: Yes Underlavments-FINAL.odf Impact Resistant: N/A Verified By: Zachary-R. Priest 74021 ' https: ltwww.floridabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%2bS%2baRvkOl3ThCOrPNiSBTQ%3d%3d 24 4/28/2017 Florida Building Code Online Design Pressure:'N/A.• - • Created by IndePerident Thlyd•Party: Yes Other. See evaluation report'fdr limits of use.. Evaluation Reports -- FL12328 R7 AE TBP14001.3 2014 FPA TAMKO - U nderlavm ents-FINAL. odf Created' by, Independent Third Party: Yes 12328.7 No. 30 ASTM I Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 11 TSP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 1.2328.8 No: 30 UL Asphalt saturated organlc felt Limits of Use Installation Instructions Approved for use -In HVHZ: No FL•12328- R7 If TBP14001.3.2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments=FINAL.bdf Impact Resistant: N/A Verified By: Zachary-R. Priest 74021 Design Pressure: N/A Created -by Independent Third Party: Yes Other: See evaluatlon report for limits of use. Evaluation Reports . . FL12328 R7 AE TB . 01.3 2614 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Parry: Yes 12328.9 TAM -FELT Alternate to ASTM 0 226, Type II underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL, odf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TSP14001.3 2014 FPA TAMKO Underlavm ents-FINAL. odf Created by Independent Third Parry: Yes 12328.30 TW •Metal and Tile' Undekayment self -adhering modified'bltumen underlayment Llmits of Use .• • • ... Installation' Instructions ' •• '" Approve 'for use in'HVHZ:.No'. FL12328 R7 If TBP14001.3 2014 FPA TAMKO Approved foruse'outsilde HVHZ: Yes Underlavments-FINAL. adf ' Imp act Resistant: N/A Ve lfled By: Zachary-R.-Prlest'7.4021 Design Pressure: N/A " •.. Created by [ndependent:Third Party: Yes• ' Other: See evaluation report for Ilmits'of use.. Evaluation Reports •'• ,•.: -' FL12328 R7 AE TBP14001.1:2014 FPA TAMKO'.. Underlavments-FINAL.odf Created by Independent Third Party: Yes 12328.11 TW Underlayment self -adhering modified bitumen underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 If TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL.odf Created by Independent Third Party: Yes RE.-M Q 1 Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: OSO-487-1624 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 pubic -records request, do not send electronic mall to this entity. instead, contact the office by phone or by traditional mall. If you have arry questions, please contact 850.487.1395. 'Pursuant to Section 45S.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 prole the Oepartment with an email address which can be made available to the public To determine If you are a licensee under Chapter 4S5, F.S., please click here . Product Approval Accepts: M LEMS03 atg Zit https:/twww.floridabuilding.orgtpr/pr app dtl.aspx?param=wGEVXOwtDgIF2AezuarigOlAramOGm5e%2bSa/o2baRvkOl3ThCCIrlWi58TQ%3d%3d 3/4 4/28/2017 Florida Building Code Online Credit Card Safe https://www.11oridabuilding.org/pr/pr app dU.aspx?param=wGEVXQwIOglF2AezuarjgOIAramOGm5e%2bS%2baRvkOl3ThCQrIANi58TQ%3d%3d 4/4 Certificate of Authorization bur DriveCREEK17520EdinburghDrive Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5T" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417) 624-6644 http://www.tamko.com Quality Assurance: UL LLC (DUA9625) SCOPE Issued August 22. 2016 Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2, 1507.4.5.3. 1507.5.3. 1507.5.3.2, 1507.6.3. 1507.6.3.2, 1507.6.5. 1507.7.3. 1507.7.3.2, 1507.8.3, 1507.8.3.2. 1507.8.8. T1507.8. 1507.9.3. 1507.9.3.2, 1507.9.5. 1507.9.9 Properties: Physical properties REFERENCES Entity. Report No. Standard Y= PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (rST6049) TAP-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (rST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKOO ASTM Slate ASTM 0 6380, Class M. Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underleyment shall be installed with minimum 2' side laps and minimum 4" staggered end laps and in accordance with FRSAIfRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete Tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM D 6380, Class M. Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKO(& Master ASTM O 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley In accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permltted In accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM D 1970. fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tile roofing shall be permitted in accordance with the FBC. TAMKO© No. 15 ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided (or State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlaymonts TECHNICAL SERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO© No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile. slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOS TW Metal and Self -adhered, flexible, ASTM D 1970. rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40"F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted In accordance with the FBC. TAMKO®TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4' side laps and minimum 6" staggered end laps. Min. application temperature: 40°F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKO®TAM•FELT Alternate to ASTM D 226, Type I and Type 11 underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2' side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 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. CREE K TAMKO BUILDING PRODCUTS. INC. TAMKO Undedayments TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use in the HVFiZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the save, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5'h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t%jitr a rfri,, i G PptY R.. No 74021 9 STATE OF ' UJ CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest in say 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 Crave, nor vAll acquire, a financial Interest In any other entity Involved In the approval process of the product. ENO OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for 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 Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5T" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued August 22. 2016 P.O. Box 1404 Joplin, MO 64802 417)624-6644 htti)://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2. 1507.4.5.3, 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2. 1507.8.8, T1507.8, 1507.9.3. 1507.9.3.2. 1507.9.5. 1507.9.9 Properties: Physical properties REFERENCES Entity Reoort No. Standard Yg= PRI Construction Materials Technologies (TST6049) TAP-191-02-01REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM 0 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM 0 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM 0 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM 0 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01' ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M. Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for We applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM D 6380, Class M, Type 11 underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete the shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 6380, Class S. Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKOO Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40"F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay file roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlaymen{ shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roaring shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. K TAMKO BUILDING PRODCUTS, INC. CREETAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that Is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted In accordance with the FBC. TAMKO® TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40"F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted In accordance with the FBC. TAMKO® TW Self -adhered, flexible, ASTM D 1970. rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKOO TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Undertayments TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All undedayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program In compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. J. rrurl r 2016.08.2 p•.%GENd , No 74021 " 2 09:35:39 0400' P: STATE OF Q( 0 P ' Nfi Zachary R. Priest, P.E. Florida Registration No. 74021 O N A` % 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 ENO OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A, 0 4/28/2017 Florida Building Code Online iti • . .. j ''. rT'r'z•'r :'•""',5•.P': ` ; .'- ' . M. ',_ +' v,•a_.:.r:.'pl'. ''Y'• . t,'••'`r' ii Z.?:.,, ,, ;: .are':;, •• .f.:_•''' N. ';• ,. ''' i,• r:/.'Yl'• `yn l'I (i , rJ-4Ni''(J•'•T;::JtiA.a`lfji.n • a.% .V•r`.•• '.6•_yir; ¢. _I• r. .i• '' • • i _.. may` iir7'i' ' •:' .r'3 '•il . LV• N ik. r'. r: ' .M . a 1! V, 4... , 3LLt.: _ :.y•' Sr, :'.: la' •.. ps.: ,,., tr, ti•4 ^^^ill , 4," 1jr4 • .+y,,. _•. > -- fr:F• r,d,'•'. • `.. :i J;y t/.;F'%,-w i_:.T. _`-r, .- Pr l. .".. .-- _.•L s '" .• ,.a;X' ,ij; 1'• •,' . • BCIS Home I Log In User Registration Mot Topic Submit surcharge I Slats & Facts Publications FBC Staff SCIS Site Map Links Search bb I Product ApprovalxUSeR: Public User l Ii.^ern Product Aoomval Menu > Product or Aoillattien Search > Anellaibon Us[ > Application Detail FL FL158-R8 r;• < Hy k Application Type Revision r } Code Version 2014 t % Application Status Approved Approved by OBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived i .1 Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI 318 2011 ACI S30 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https://www.floridabuilding.orWIpr ppp dill.aspx?param=wGEVXQwtDquegl%2bT71%2fFig2gnRzHNuiccd5pgLXkU6g%3d 1/2 4/28/2017 Date Validated Date Pending FBC Approval Date Approved of Products Florida Building Code Online 05/06/2016 05/06/2016 FL # Model, Number or Name` Description T - 158.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency CertificateApprovedforuseinHVHz: Yes FUSS R8 C CAC NOA 14-090303 pdf s ApprovedforuseoutsideHVHz: Yes L1S8 R8 C AC NOA a-n, e nz wr ImpactResistant: N/A Quality Assurance Contract Expiration Date DesignPressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions loadFL158 118 it NOA 14-0 03 03 odf FL1S8 R8 It NOA 16-01 03odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: R N119 Contact Us :: 2601 Blair stone Road. Tallahassee ar 32399 phone a50-4B7-1924 The State of Florida Is an ANEW employer. Copyright 2007.2013 state of Florida, :: Privacy Statement :: AeeesslMll, Statement Refund_ c_ _tn_ Under Flodda law, email addresses are public records. If you do not want your !•mall address released In response t0 a public -records mall tothisentity. Instead, contact the office by phone or by traditional melt. If you have any questions,response contact request, do riot send electronic 455.27S( l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter e5S, F.S, must provld e the O 850.4a7. 139S. Pursuant to Section one. The emalls provided may be used for official communication with the licensee. However email addresses are apartment with an email address If they have Personal address, please provide the Oepartment with an email address which can be made available to the public. To deitermine Ifyoic record. Ituarealicensoudonoteetosupply4SS, F.S., pleasedick )fir Product Approval Accepts: Credit Card Sate 0 htlpsJMrww. Iloridabtlilding. org( prlpr app dU.aspx?param=wGEVXOwtGquegl%2bT71%2IF192gnRzHNul(-45pgL)O(U6g%3d 212 M IAM I•DADE MIAKI-DADS COUNTY e PRODUCT CONTROL, SECTION DEPARTHENT OF REGULATORY AND ECONO&IIC RESOURCES (RE, R) 11,805 SW 26 Street, Room 208 BOARD AND CODE ADNEIMSTRATION DIVISION Miami. Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OT ACCEPTANCE (NOA) mymmiamidade.Eov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 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 -Dada 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 ([ti 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) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Pan-ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig 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 pert'orinauce 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 Miaini-Dade County, Florida, and followed. by the expiration date may be displayed in advertising literature.. Wany portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages JE-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. q NOA No. 14-0903.03 MIAMI DADE COUNTY •c-' J f, /Lf•"- 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, titled "Precast and Prestressed Lbrtel Details" sheer 1 of 1, prepared by Craig Parrino, P.E., dated 11arch 24, 2003 and Dr enving No. L74612, titled Cass -Crete 4 ", 6" & 12 " Lintel Safe Load Tables", sheels 1 through 3 of 3, prepared b y Craig Parrino. P.E., dined rblarch 24, 2003, last revision #1 dated April 28, 2003 both dra vings signed and sealed bl, Craig Parrino, P.F.. B. TESTS 1. Test report on flexural lesting on 4 ", 6" & 12 " Precast Concrete Lbrtels• Filled and Unfilled Models•, total of (13) concrete lintel specimens, per ASTAf E-529- 94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and scaled by Christopher A. Ramon, AE. C. CALCULATIONS 1. Calculalions,for Cost -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino. AE., signed and sealed 61; Craig Parrino, AE. 2. Caletflallolls-for Casl-Crem 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 Mou tar for Cast -Crete Alachbie ltlade Precast Lintels revised on A1i{l,1, 2002. 2. Cast-Crele Quality System kianual for Prestressed Products dated 2002. 2. EVIDENCE SUBKrrTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, filled "Precast and Prestressed Lintel Details". sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drenving r1ro. LT4612, titled Cast -Crete 4", 6" & 12" Lintel SYfe Load Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., doled March 24 2003, lost revision doled March 11, 2008. B. 'rESTS 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE L 4), Miami -Dade Comrll, Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. Alone. HkWij A. Makar, P.E., M.S. Product Control Unit Sulm-visor NOA No. 14-0903.03 Espirallou 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 It 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated hlarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel SgJe Load 'fables'; sheets l through 3 0%3, prepared by Craig Parrino, P.E., dated March 24, 2003, lost revision dated March 11, 2008, all signed and sealed by Craig Parrino, P.F,., on Alarch 22, 2012. B. , TESTS 1. None. C.' CALCULATIONS 1. None. D. QUALITY ASSURANCE I. By Xtiami-Dade Cotouy Department of Permi/tbtg, F.»nIronmew, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete Corporation, dated February 03, 2012, signed arrd 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. Atone. B. TESTS 1. None. C. CALCULATIONS 1. None. D.' QUALITY ASSURANCE 1. By Miami -Dade Couruy Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Nome. U ny A. Makar, P.E., M.S. Product Control Unit Supe"visor NOA No. I4-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining t\to. FD4612, tilled "Precast curd Prestressed Lintel Details'; sheet I If1, prepared by Craig Parrino, AE., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Llnlel Safe Load Tables", sheets I dm•ough 3 of 3, prepared by Craig Parrino, A E., dined March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., otrAugust19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculalions, for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, P.E., signet/ and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miand-Dade Cowin, Department of Regulatoij, m1d Economic Resources (RI:R). E. MATERIAL CERTIFICATIONS J. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014. signed and sealed byCraigParrino, P.E., certifying compliance with the Florida Building Code, 2014Edition. Hel attar,l'.E„ Product Couh•ol Unll Supervisor NOA No. 1 d-0903.03 Explratlou Date: 09/11/20(8 E-3 Approval Date: 10/09/2014 B ASi RET60 HIGH STRENGTH PRECAST AND - - - PRESTRESSED CONCRETE LINTELS Try .r" TYPE -A•TVI Tp STEEL LENGTH I L vaLar rsw..e/a am , JrYA t 4" SOLID LINTEL DATA TABLE I7a1:7 1 uImmpenIoo 11116T721t)f rtali[OIFISi I n m E7G'a R ilC IUJU.ILI Roue oor[UMALL I'rtt m 6" PRECAST U—LINTEL DATA TABLE 676-TilgwmiR 1A V!l r A l"f 0r3=3EWMF7 UMMfM mCElf"tit•M n1rlCMIMEWAraTu:ar:uL.at Dmtmvao r•_ r$ta v Baarr m Iraterm, ^ , rary Erri+ct [ram©nvlsiTrTtQtaran rA o tmma rr-n spa r rmv nm+n ETara rag 0 t[tztar*?nrra j rznartuL:rxvrz rr rra- rssn m rz rrary r)u::: tT.av rev t mesa ncnm rta_emay[:cTtatarz ff.v-Tam r„•„rz rmlS:tTtavraato It ri'1. 7.a.;:c rt u.ts ^: rtQsa ras o m rtraa ter 1„I "ertC]Btr ti._<mmaOOi o rr vtT>t rTnr:.u:.aEtmrr>,.t+.^!rsn auct+ro 12" PRECAST U—LINTEL DATA TABLE ocytr tafFa:s oo DFZ 1 Tl!'CJ/ va o arar.:ur l Icnurv:a::dcra ao rrm r_:a t=dD)amrm ao FII myrruRury'L"linc" WAR t0 fdHC17T1r.LEru.1,11 oGl<Ir2tu:.: oca trrr>• t®rtusrrm V[l" masatrwncM mru ttt uT% rfr r mcamolncmr tom r 7.!• rt.a tTJQii ram, R' oc1 o i era«nttu•rtrlturtzrAF),i," Uno" rt esa eter,,,,^+ter mmaorl:art.aBt ar 11 Jw"rASra tr€Arr_ t. VYT7'il1,Y Yf•!illl. r 1il 1:ITi'jtl lf.'®W:Blciecl a ucr r.B rYii®m r[®vc vno r>e t rso .542, t gam vmo rnno BC1G]T R li MlQyl 1 f f15nfS1L`.171r'Jn Vt11:._S B]Qfa r:/L Bt1 pCyF3L[1C1r R •'' t<'.:a fl.1J:::d MIX I"rw-m "twoLteL1CImo'- J'T1W.TIN rF:ll.: I BlQ 1 S/I4 I,-1 r1.' Btu rwcr_,ar..uK=m r II,).Ba-r.Irvra-21200g; rrsa Im r t2J.1S::J rFCJ [2L'i:'.I I7 6CJi o nu nonnmR mcow l rawmo m moan Ylmru. nnmmmArirMWIUVIAmSAMMBEBI/BMYRY M SO, 1 MHUR T "M MRT WNSW "It -Mat IR4 BIB. Ba1CBOtl SIISY f/M W am AIM q. a4 N p TM* N Ino moon" S An I OI "to . SMS I TMM M "m "IS aM T Mtu a11n1 V man MTn T MB f01B11Y BWO d[dl[ f KTd h Gm m IOB YL S B Sm Its" IW I.III m Y T SOOMST "m m cl m - Bw U IMASI Y0I16S r.. MII MI MS . — IIII Y SMM • 4 INIII TII IW=d "M /J "ftM YMR SIwO BUn" SRR 9Ta1 at M Mel oe 1" 16 M M . IBTI T f B mYM1 im BWI OIL S . It No YI = MTB SIFIINI Im tax O G E N• O ' 0.4 ttnucr tcnvlsnn I mnWr t: `mtI :I.s Ebviaa Hldtd;ni•Ic kofU'•o'u .03 iJ911 .Ze f & QF 4r CRAM WIND, ttITIIYT aIc'IYSv` 70, V, , FL & NA; FL. P.E. UC N0 eaSEFFNEFt PRECAST AND PRESTRESSED LINTEL DETAILS nit wam omm-14 I mm at au ma XAW AS U" CENEPA NOTES 1) M.bddc f ppeeASifl Q 0e Mt tlm ednpmm .Be 01IA dd mbar ASN AC23 redw 60n.rbpl .r ASIY Q)p 49• Y tl S 2) Al mf. bee load bnd m ririmro / Itlb mehl nrin4f_t6. eWiWe trbds f d am. ISA •d lzu ftle h 1/2 is,rb 1 0 b goes 3) hail. W mdtl bed ad had W.&A 4) RA AW~ b 6erdeDa,b leelate W WAM nda4on IN Wade /0 SAY odod reba. c 28W/ IIIu i 42BO 910.E t228 I td2epd S) A 1d b meet r eeeed l/]SD d.Mc0.& taeld MCI WO A t 1218 Ir-4' A b.ry IWb W.of d db vltaiOwddme W yy W fleft &"CifRd. Swim 160111 d y/FSCr, 1) R.. fad fi/eb m town& 7) 4' XW Web to be tatedod w/ 4. &%Atb• Wft" od dtnw theoustCm* web . rWM <d 1) A. dc4m nq eednb mnam6oted be* Been 0a mb god too by 61 reeella0 trod-1 of d .bm d d-ay km Do 10) NR - W Riled 11) bdbn raw aebd nbr b be bated at W batten d W rot& cmjt. VPF DESIGNATION r-atamawd/ ew1.wamma 12F16-2B/2T men 1911 L. r A a,me send J ps WARycam >ara nmf0amormorodf, ' Llli OQe • eJ ;: 4S8 am a - ptomAmir m 1s • ACIWL "an1L M. m lY NDMIML uwm RLVISION EMBER Wt 12 14 r1e 12) 1• A 12• UN.b a. rm 1.dred .:@ S-1 ' bo mbbA a W aft 16 erermdetr .tt" a ..kb,.kq Am 13) W ed•Ir d.dw At 6dets kwow b d d. etlwdb rn.oNf fr mm d .des. e090&4 o{pftd b tloord•ae AM ASIM G-121 tl 1/) beds dadd I.=2W eunUndtltib f.b.lelqudtleO Ap1dd eeI&d bd APOW rdllNd bid S IA Sanwalk& low + Sot. mumidl bd IS) rr mWwlto SAW Wob s l dmft was mb bed Inm "A b.r WoA .W.IL 16) rr idd W4W Aet geelk tie ego bell fret tad Yd1W Wob da.A 17) Sob ball .n ge4pmN AA,.%B , 4.8 10) Sob boo bent ee raDadl dedo oWpb 1a AO sm dd AO m& 11) Assbmd btW bad m1d•1r rn b .Dlebewd y pr dcamr by R.iyy edd$md reidat•d eeeueb nn•vy wob. 0 dIIQ dbeee IM iWl Sm dblri gods: PDw1500Pu 1/ 2' C1A SEE SAFE LATERAL LOAD FORTABLPoR l YO F o au (KNU) FULL COURSE IS REBAR FOR tr IPRELS 6 REEAR TOR 12' lWW or Gm SAFE LOADS FOR 4" SOLID LINTELS Cws 44m GRAVITY LENGTH TYPE 4S8 Y- 6- (421 PRECAST 1180 4'- 0- (481 PRECAST 959 4'- 8' (54-) PRECAST 789 5'- 10'(701 PRECAST 460 6'- 6- (781 PRECAST 360 7'- 6' (901 PRECAST 260 V- 4' (1121 PRECAST 158 10'- 6-(1261 PRECAST 116 6U8 US 6F12 6F16 r` 1t 61` 32 SF28 6F24 6F20 12U8 4- 7-4Rm UPLIFT LATERAL LENGTH TYPE 4S8 4S8 3'- 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- (9n PRECAST 280 87 9'- 4' (1121 PRECAST 187 55 10'- 6'(126) PRECAST 152 43 12F8 121`12 121`16 5- 1.:i. +•ir`t `t yt5;;ice 12F24 12F20 OROCAULr1tRVISISD et 0e eTM^WA+•c a;m IAe rlw4a UWIdByt•Wd ZC ieAs7gO e*=.-° ° JJ FL PL UC. NQ 44756 CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 11r ROL, 0R1ls-1/ 1 Dun m Mem AVAW stale IUS MIL. 3/2//03 t1[000 Q: UW PAnan. 1.(. - U4. m ..wed D4fllm." 11lp2 SK0 1 Of ! LOAD SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FOSAFEBPREcn 14101FI S SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 441W-4am SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6118 SFO-19$n2-196F16-19EM-186F24-196F20-166F32-19 3'-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 1Eso 4328 6737 8297 9357 1'-6' (901 PRECAST 779 883 1459 2188 3151 4524 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2OB4 2795 5017 IV-C(1261 PRECAST 503 566 895 1270 1706 2236 r2898 3747 11'-4-(1361 PRECAST 457 513 805 1133 1507 1952 3163 12'-O'(1441 PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4-(160') PRECAST 373 417 646 995 1170 1485 1852 2285 14'-O'(1681 PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 985 1198 1437 J) 11E NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 tawft4 m SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU 3'-6' (421 PRECAST 587 1055 596 4'-O' (481 PRECAST 487 787 445 4'-C (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 V-Ri (78') PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (112) PRECAST 173 352 74 10'-6'(1261 PRECAST 151 276 58 11'-4'(1367 PRECAST 139 311 49 IT-O'(1441 PRECAST 131 277 44 13'-4-(1601 PRECAST 117 223 35 14'-W (I6n PRECAST 111 202 32 17'-4'(2081 PRESTRESSED N.R. 130 21 6 SEE GENERAL NOTE 18 4011, 4N11r SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 08-11 6F12-11 6 t6-ti 6F20-o 6T24-tt 678-ti 32-It Y-6' (42) PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (48') PRECAST 1225 1800 2357 2913 3470 4027 4683 4'-6' (541 PRECAST 1093 1592 2054 2577 3069 3562 4055 S'- To- ('701 PRECAST 31 1222 16M 1979 2357 2736 3114 6'-6' (781 PRECAST 723 1097 1437. 1777 2117 2457 2797 Y-6- (901 PRECAST 648 863. 1249. 1544 1840. 2135. 2431 9'-4- (112-) PRECAST 575 571M 980 0, 1252 1492 1732 1972 10'-6'(1267 PRECAST 514 462m 787 1121 1336„ 1551 1766 11'-4'(1361 PRECAST 474 404tol 685 985 mc 1213 1442 1645 12'-0'(1441 PRECAST 454 3671a 619 cw 888 fu 1093 1299 1506 1Y-4'(1601 PRECAST 402 308 516 736 906 1076 1247 714'- W(1681 PRECAST 368 28510 475 677 pg 32 ts 989 1145 17'- 4'(2081 PRECAST 25J 20B 338 476 j 5B5 j 693 j 803 U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 UUG PARRINO 6324 CR 579 FNEFEFL 33584 E. 1NGN0 — PR0DUCrt111yfyro aw- 1ns Ll". 1'^ 4c non& 6Wrom- A.a.`-e cS.o7 2eAli cf Cbnzr f> a I —CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ILLICFICEKItAL REV1510H• f • o .»...+.. lit IWY[: oEUtl-u KW It AUX MUIO %Ab waS km= ` as s/a/w tattoo ft. c" r amm r c - = ra 1u15a 9tAVW4: a/. Lulu WtI t 0r a r SAFE GRAVITY LOA11R FAG 1M- 4mr-44"E SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1206 21E-28 12h:-28 n116-28 12I20-20 m4-20 12128-28 nF32-28 3'-6- (421 PRECAST 3428 5000 583E 7619 9J52 11060 12755 14438 4'-0• (48i PRECAST 2923 4232 58J8 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 321E 5234 8487 11060 112755 1444 6'-6' (781 PRECAST 1383 19M 2679 1 4196 421 10032 12755 144 Y-6' (901 PRECAST 1138 1628 2131 13218 4076 6756 9763 1135216 9'-4- (1121 PRECAST 795 1216 1535 7230 J083 4167 5593 755 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4-(1361 PRECAST 518 945 1162 1649 2216 2893 3719 47433312'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 3 4206 IN-4'(1601 PRECAST 3% 767 926 1294 1709 218E 2743 3409 14'-0- (1681 PRECASI 321 720 0 865 1204 1584 2017 2451 3106 17'-4'(2081 PRECAST N.R. 451 631 881 1141 142E 1750 210 19'-4-(2321 PRECAST NA J43 47) 700 925 1152 1380 1609 kw.u.o rwc tAiIW[ 40 fif1D ADOO) R{BVt SQ t9aR4 NOR Ra 4 SAFE GRAVITY LnAnR CAD 40- 00CNACT... 1 en nrwee.c. w SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IMS 12 14012AF10- Ww 1g018 wn_ M26- 8330 4'-4- (521 PRECAST 253E 2942 546E 7584 9640 11669 13679 15M 4'-6- (541 PRECAST 2319 2740 5468 7584 9640 11669 13679 15670 5'-8' (681 PRECAST 1347 1841 3555 6395 9640 67 5-10'(701 PRECAST 1259 1758 3361 5954 935E 67 S'-8- (80') PRECAST 924 14M 2633 4415 68M A4427. 80q Y-6' (901 PRECASI 703 1203 2157 3494 5259 IM 9'-8- (116-) PRECAST 369 843 1451 2157 3203 380 BRAD[ - - .. .. __.....-..... ........ _,. v 1D Ii10-AOD70 RDRYA stt,taAlDu, NDR No. 4'_ Cam/ i'' SAFE LOAD PLF LENGTH TYPE 12U8 I 12F8 I RCMU Y-6' (421 PRECAST 1295 4841 393 4'-0' (46) PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10'(M) PRECAST 681 12547 155 6'-6' (78') PRECAST 579 2167 123 Y-6' (901 PRECAST 474 1771 914 9'-4- (1121 PRECAST 355 1326 5WJ 10'-6-(1261 PRECAST 306 1143 45 11'-4*(1361 PRECAST 278 1041 38 12'-O'(1441 PRECAST 260 971 34 13'-4'(1601 PRECAST 229 857 278 147-O'(168, PRECAST 216 809 251 17'-4'(2081 PRESTRESSED N.R. 6 162.1 19'-4-(2321 PRESTRESSED I N.R. 534,4 130 SAFE LATERAL LOADS FOR LENGTH t 4'-4- (521 PRECAST 4'-6-7(541 PRECAST 5'-e On PRECAST 5'-10'(701 PRECAST 6 e (80I PRECAST Y-8' (901 PRECAST 9'-8' (1161 PRECAST r• - I SEE GENERAL NOTES - SHEET 1 OF 3 PLF SAFE UPIAPT I AAhQ CAR 4o" 4)r}4p Mf SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IM-21 IN12-2T 12F16-21 12120-2112IN-11 MS-211202-27 3'-6- (421 PRECAST 2752 4287 5613 6938 B264 9589 10915 4'-0- (48) PRECAST 2389 3721 4372 6023 7174 9325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 M 5'-10'(701 PRECAST 1623 2527 3310 4092 4875 1 5658 6441 6'-6' (78) PRECAST 1444 226 2972 3675 4378 S061 5784 Y-6' (90r) PRECASI 1267 1)67 2 3194 fq 3S06 4417 502E 9'-4- (1127 PRECAST 102E 117)0 200604 259D 3087 3583 4079 10'-6'(126') PRECAST 920 94) 1812 2281 2764 3209 3653 1'-4-()3361 PRECAST 85B0 829 1404 1982 2441 2902 3364 00 12'-O'(144) PRECAST 814 753 1269 17 2201 2616 3032 IS-4-(160') PRECAST 678 633 1057 1485 1826 2169 2513 14'-0'(1687 PRECAST 62Z 586 974 1365 16790 1993 2309 IY-4'(2081 PRECAST 434 427 695 0 964 1182 1402 1623 19'-4'(2321 PRECAST 366 370 593 817 1002j 1187,, 1372 T) Da MAKM IN PAREAMAR( MWII RDNR0016 FOR I; K 40 MD ADOM Wia 3EI DIDM OR In 4 SAFE UPLIFT LOADS FOR 12" PRECAST wF 2" RECESS DOOR U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT 3692 258 4'-4- (521 PRECAST 1626 2685 3746 4806 5867 6928 7989 3458 2417 4'-6- (541 PRECAST 155E 2582 3602 4623 SW 6664 7664 2236 165 O' (68I PRECAST 1210 2042 2850 365E 4466 5273 SMI 2129 155 5'-10'(70) PRECAST 1173 1984 2769 3%3 433E 5123 5908 1716 117 6'-8' (801 PRECAST 1020 1536 2426 3114 3802 4489 5177 143E 914 7'-6- (901 PRECAST 9a 1226 216 2776 3390 4003 4617 1011 45 " 8' (1161 PRECAST 700. 771 1472 2181 2663 3145 362E G .. • •.. •.. RW8ER3 IN PARDA1a6 ARI KOM f"XTD18 to E N s, • 40 Taw AMM WAIL Af 6DUAL WM RA 4 44 7 PRODUCT R Ms -: 01 a. PIJaw"C.& T E F/k- Awpencteo e o o? CRAIG PARRIAO+bn Oalc/o / 4, MCR679 B J• a vn,^ S,ONALE;.••' SEFFNER.44 s1se4 i oA 4A I4. FL. P.EILTC.IIQ).116p5g • a• J CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ru RAIL: DROP-11 1 Duu m AW AWND WAM LM MIAMI-DARE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) L 1805 SW 26 Street, Room 208 Miami, Florida 33175-2474BOARDANDCODEADMSNISTRATIONDIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AM (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 AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revokethisacceptance, 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 byCraigPan•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 manufacturers name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause'for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA h 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H lmy A. Makar, P.E., M.S. NOA No. 16-0126.03 Iff—MIAMI-DADE y2/%/`~ Expiration Date: 05/21/2017 Approval Date: 04/28/2016 0 412812-u/ 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01A. DRAWINGS 1. Drawing No. FD8, titled "Cast. -Crete 8" Lintel Fabrication Details", prepared by CraigParrino, 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 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-S29-94, prepared byAppliedResearchLaboratories, Report No. 29702B, dated 07130197, signed and sealedbyChristopherA. Hamon, P.E. C. - CALCULATIONS L Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared byCraigParrino, P. E., signed and sealed by Craig Parrino, A E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, •4S pages, prepared by CraigParrino, 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 SouthdownBrooksvilleCementLaboratory, 2. Mill Certified Inspection Report #20-8275 dated 06/20/9S for pre stressing strand byTheCrispinCompany. 3. Mill Certified Inspection Report #20-834S dated 11/13/9S for pre -stressing strand byTheCrispinCompany. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar byAmeristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #S rebar byBirminghamSteelCorp. 6. Mill Certified Inspection Report #S8A66332 dated 01/28/96 for 44 rebar byBirminghamSteelCorp. 7. Mill Certified Inspection Report #84-M20749 dated 04/0S/96 for #S rebar byBirminghamSteelCorp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar byBirminghamSteelCorp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96for #4 rebar byBirminghamSteelCorp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #S rebar byBirminghamSteelCorp. ProAMakar, PE., M.S ntroStiodn Supervisor NOANo. 16- 0126.03 Expiration Date: 05/ 21t2017 E-1 Approval Date: 04/ 28/2016 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 01-0209.03 A. DRAWINGS 1. None. B. TESTS 1. None. C'. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 92 dated January 28, 2003. and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 45 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 ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. y A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, AE., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om 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 I. Letter fi-om Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. E., on .''larch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, -signed and sealed by Craig Parrino. P.E., certifying compliance s pith the Florida Building Code, 2014 Edition. He 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-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. •CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date, 05/21/2017 Approval Date: 04/28/2016 E-5 AST&RET HIGH STRENGTH PRECAST AND l PRESTRESSED CONCRETE LINTELS PRODUCT R194MM 91 mI1NrW .riln we Floti0. L* don Daft BmROwcoa: B Mftd na CmRel smfo arx 8" P "W" PRESTRESSED VIF-w-PE"Mm LINTEL UAIA'IAULt SPAfCCANO N0.BR1 14 -R o,u 942 17132 VAN v-3-14-6 4 e s -o- 9 IS-4 0.IA0 597 SAS 1-3 32 IS-t IN 0 V-2-9 7'--A- o.ls9 us 7 32 BAR 4 u 717 -2 4 e s -R It 0.1 713 1-s 9 -2 4 0 -N 9 0. 194 797 7 32 7 N T51- 0 u 7/ N2 OAR NI'-Y 0 1•-9 3/4• 10 n'- a CL200 91i BA 7/32 R :1'-l0• R e s-to sp to 241- 0" 6.210 Iw u °"" I " I9 - o 7/32 BAR 2s•-lo" r e 4•-3 1/9• Io f; i xN:Fy Ji!1; 3y 45.711m1;atn t c n 9w:s r: c 1 t llC1'.- II1ty f 11--'';; 1, TT r'"T, TT.TiTRB111t.1fT ii:l1A R' 1'fil:l f1 t•LiTnf.NT t$' i III Af?3t?Bl m ®C Z110 F 1ffwrAW=Wr KLLMFr11701.Trrcr++r rvao ne» r r uarrs n,e+ t7 ' UeAvna F] GLR 7C'[jGtR ZfSf L:S7:J f!1.4.!.f12L.L11.J LiG]©/Jta m nna ETllIS:::1!!RfS'f!.'• mmmKilTjRh.41 {. 'Jl ia MEmra m Cr L e. fP.rr LL Welk Walk 03 . r-- - • can uwro.cL"e C cc rseslutnw IMM : i i so" -,If o/ 7 m v wlsr. mi • snolR. fl r f fl too P&OR RARr 0110921ATIM Is Ro foil 1'1I00 r1W AnxorAC. n 1s PROICCICO BY CorrMf LAW AND CABROt 9C ROROOVQO OR OWDIM IE0 V, n, V1 too PRIOR Vtjonttl CoMin Of 4St-CURIE USA. Or - I. 1KWOIItelo enO: 7/34 RAN ASIV As101 Is. 04. a Botts US cote m"LR or snvvrs ARO 09 WAR 010t t0 A9I11 ulk 7/10 INCR RtoAAto O C011I1I[11 9TARIM t" Cell 0Uutla NITRO IU1t-1nAtA111R IT111711 40 I4e of Td WWOMM tAOQ Me OAIOK sauo Arlo A.la w: MR r 9. Carcsnc nAttmtr.. Me PO LkdffOo. UM uAu Goon *WM I tnsnn I" CAM Elm. rustamlo tone, r. w UNIT PO MR AAL PRtGn 9 CRR WIll9. a :A 1 OVI109 of POAfI1IQP71tMc n1CA9 r[A 1 o11IVA IFIRn9 90WC . 0.f9 . t1ook. EL.ra of COMOC MAY K V9t0 11 %AV of PRCS16CII0 UWM UNBOUND CAN L tlllllPpe RDM / R[ORIS9W to Runs unme Alm o"a m rWEL O ENS • , PrtooucTllLwlslsD tl YIK <ih Ou TlOAdo Aer:PlaAteWol¢-o 03.02. EO A CRAMPARRINO 17vat1Au • Zol6 SEFFNER. FL 3XN ONAI BN:AA FL P.E.LIC. NO.44756 Two CAST-CRETE 8" LINTEL FABRICATION DETAILS nt M%m CM144 I ukyh 90 CAAR A m K - na m 44ll9 1 wm of m twE w. • s Hire .,, vam .L . AIO. In 4059 1 DAM Br 17 VNET 1 O N SAFE GRAVITY LOADS FOR R" PRFCART x PRc41Tue414:en a wx. e 4A17 4-91\' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH alla IB-06 are-te IF12-09 eFlrle a716•-0D le-N 812"9 e)m-lo 6124-Oe er:4-te un-06 s1m-te aT32-W u3:-IB 3'-6' (427 PRECAST 2231 3m 3719 3163 607 4 1502 10931 30u 4605 0113 7547 6974 10394 IIMO 4'-0' (48' PRECAST 1966 2551 2751 San 4M 3361 7034 e1D7 2613 4MS 6113 7547 074 W% IIRA 4'-6' (S17 •PRECAST 1599 19a9 2110 M31 3753 4579 64o0 QM4 2180 433S 113 7547 W2 ION4 11100 5'-4' (647 PRECAST 1217 13N 1438 190! 2560 3113 36u 4249 IBU 0 I 5365 1 15470 7342 W.M 1012 5'-ID'(70' PRECAST ID62 1105 1173 1 1631 1 2010 2S49 3009 1 3170 622 4360 7160 60 7181 his 6'-6' (781 PRECAST 908 177 348D 3031 33D7 43U 5xi 1" 3450 Sxl a= jon aea7'-6' 90'j PRECAST 743 E06811) i9 2632 2265 MA 3191 36m1 729 ml San 6661 1487 647t9'-4' 1127 PRECAST 5S1 160 1625 25a1 34u n10 3302 245 1843 25M 318t 47os a39D10'-6'(1261 PRECAST 475 1247 1 200 nn 2163 2518 W 1052 1533 2DI.1 2781 3643 qSl 11'-4-(1361 PRECAST 362 562 94S 13" 1848 2423 A27 4006 Sat to 1368 110 2423 3127 4006 12'-O'(1441 PRECAST 331 540 B73 2193 2206 3562510an1p42103 MSIY-4-(16D7 PRECAST 296 at 7u1425 1638 2319 2DU 471 7U 14n lax 2318 nu 14'-O'(1681 PRECAST 279 424 708 fl12541684132a IM 1127 US 4a Tat In$ 1697 2127 263D 14'-8'(I76) PRESTRESSED N,R, M M M M455mIsm22431251712712 15'-4-(1841 PRESTRESSED N.R. M M NR M IG No Jill41271012501733kill23202513 17'-4'(20n PRESTRESSED N.R. RR MI NR M All MR M 300 548 6S0 I326 Im Is" 2110 19'-4'(2321 PRESTRESSED N,R. M M M to M OR M 235 420 730 1031 1282 Isis 1710 21'-4'(2561 PRESTRESSED NR, M in Mt NR M M M no 340 5" 445 1114 1359 14U 22'-0*(264') PRESTRESSED Njt M M M NR M I M M 165 315 S30 704 1047 A 1390 24'-O'(288 PRESTRESSED NR M M M NR M NR M 129 25D 450 151 U4 1 Im Im U) THE NUMBERS IN PARENTMES1S ARE PERCENI REDUCTIONS FOR CRADE 40 READ ADDED REBAR SEE GENERAL NOTE ND. 4 ON SKEET 3 OF 3. or SAFE LATERAL LOADS FOR a 12I2CP40T a enenxeene.. SAFE LOAD PLF LENGTH ---,TYPE BUB 8FB R CL4U 3'-6' (421• PRECAST 1025 1024 1598 4'-0• (481 PRECAST 765 763 1309 4'-S* .(54*) PRECAST 592 591 1073 Y-4- (64) PRECAST 411 411 745 5'-1D'(701 PRECAST 340 339 616 6'-8' (78) PRECAST 507 721 490 7-6' (20) PRECAST 424 534 363 9'-4' (1121 PRECAST 326 • 512 230 TO-6'(1261 PRECAST 284 401 180 11'-4-(1361 PRECAST 260 452 154 12'-0'(1441 PRECAST 244 402 137 13'-4-(1601 PRECAST 217 324 110 14'-0'(168 PRECAST 205 293 100 14'-8'(176') PRESTRESSED N.R. 204 91 15'-4-(184-)PRESIRESSE0 N.R. 259 83 17'-4'(2081 PRESTRESSED N.R. 194 64 19'-4'(2321 PRESTRESSED N.R. 148 52 21'-4' (256) PRESTRESSED N.R. 125 42 2Y-O'(264') PRESTRESSED N.AL 116 40 24--0' (28n PRESTRESSED N.R 91 33 SEL GENERAL 1107E NO. 18 ON SKEET 3 OF 3. raoI!<.TRHN61pE3y riAA 0r Ffelfa6 ey /7 22 WWVz h SAFE UPLIFT LOADS FOR Jk" PRFCAST R ODFQTDCCOGn i uiti. es 4 AS7 44t4TC SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 81a-n tte-21 IIFI7-17 V12-21 ens -It eh6-21 M-N U20-2T aR4-II SM-21 un-11 1 U28-21 wit -II as1-21 Y-6' (421 PRECAST 1569 26SS 4-,% K71 TOOT 150 266S 3524 43w 62U 7001 4'-0- (481 PRECAST 13U 2305 3060 3815 4570 6079 13U 230! ass IBIS 4570 L070 4'-6' (54') PRECAST 1207 40 2707 337S 4043 379 1207 2010 2707 3375 4W 5379 5'-4- (641 PRECAST ION 171 7276 tax 33l9 452210fa1715f278aIsys9a22 5'-10•(701 PRECAST 93 156) 2m,3107 3620 4133 98 isQ 201D 2593 3107 3620 4133 a'-6' (78' PRECAST SU 144—ft 2329h 271011h. 3251r, 3712fini e3S 1407 It" 2329 2700 3251 3712 7'-6- (901 PRECAST m 119 108 1624 2025 2 2877 422e m 1224 IL24 I 203S 2426 nv 3229 9'-4- (1In PRECAST S91 703 1136 1474 1815o 2157 2WO 591 e62 1316 1 1143 190 2n4 2619 10'-6'(12C) PRECAST Sb w5a9j Ill"Sarl t4S1 17I6 2D11 330 VA 110061 1472 A 1703 nd 2063 2346 11'-4-(1361 PRECAST 474 04 b SWCA 103104 IV4aA 1513m 17S3 494 so iWamof 1372mi tead IqjSjqj 21U 12'-O'(1441 PRECAST 470 ol 45e P 724 935 ml 11 1I0 Isms SSO 940 1302 N60 Tel 2D)S13'-4-(1SDI PRECAST 306 60) 781 964 na 1323 460 18D 1139 1419 1 IIR14'-C'(168 PRECAST IN 5% 724 au 1064 1700P470423717IOUumISS21107 14'-6'(176) PRESTRESSED231 510 u2 a2s ne tu 9S aU tt0 03 Isla 1734 15'-4-(1841 PRESTRESSED3132303u 4000 Mf m 011 106 Od 769 3240. 911 Cd 1460 1034 MAIN 17'-4'(2081 PRLSITIMa 10 m 4De 21 ft.1 tie s eW a7! 192 ot su 740 A ions. 1 1173 19'-4' (2321 PRESTRESSED 162 279 3a 4q S17 a7 747 iu 263 429 623h I 1059 Imbal 21'-4'(2561 PRESTRESSED 142 204 307 3a3 4eD sae j 6m 142 232 J)S 37 721 9Ds 1040 2Y-O'(2641 PRESTRESSED 137 197 796 37! 462 546 UD 137 223 Ise S1J 6511 U3 09 24'-0' (2851 PRESIRESSSED 124 uo 267 J42 416 49 567 124 202 319 43S foe 7S7 8„ vA "4• srLnlrww NR I'LKLMI MDIA:IIUNS FOR CRADE 40ieGENERALNOTENO. 4 ON SHEET 3 OF 3. u. CEN aCAST PNCDUCTR11V)=D 0 14R ft-ILb 0. Fl 4 AM TEp4' yy CRAIOPARRINO A' 6324CR oWrL° 2 ny C SEFFNER. SD4FL'.433s' S/ 1 .0 FL P.P LIC. NO.44756 1/ CRETE 8" LINTEL FABRICATION DETAILS SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS cw,is4ltro SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPEBRU8 elr6 am6-te earlo oe mio-le ewFl4- on4-I earl6 6e bide -le In aa22-le e9nFoe ea29-le eaJo-9e m:w-le 4'-4' S2 7 PRECAST 1635 1749 J146 1W 4349 8411 SW 7567 1691 3699 520b 60.tlam 9419 1069J 4'- B' (54' PRECAST 1494 I5Ob 3061 2992 396e 1 4245 5924 69a 17s6 T 3699 6206 So39 1 am 9479 10e93 57- 8' (68' PRECAST 866 920 1770 1716 227) 2639 34M 3966 1167 24e1 4567 On 111160w 7917 931%td 5'- 10'(707 PRECA51 810 OS! 1653 1600 2124 2949 3174 3700 1113 2342 4742 ASUM 6000. 74020 6706 6'- 8- (801 PRECAST 797 901 Im 3110 sae no Sue 73W 201 1625 3120 bae 7915 9479 10 r- li (907 PRECAST 669 1490 2459 3776 5743 72A mu 75S 1490 2469 J77S 6743 699b 1 9'- 0' (116' PRECAST 411 4W 0. 1510 2253 3129 4091 3149 s26 1SSe 221 11. 4111 se91 1) THEW MIN PPARENTHES 6 NOIE PERCENTNO. REDUCTIONS FOR GRADE 40 FIELD ADDED REBM CENFRtLL NOTES 0 It.1.1 rte'l,.tdbW-40M pl r. O.Ao.ad 4w - am Pd r. Wol - =0 as n mdlsn 3/6 bxb p4tyo16 e- xnb Ir.swq ob al ASIM oo i0t tmbaas ml da. tdiapnuM I!W 1•t w1M W, ASW A61S aba W 9tdlnoel aNYAd tf ASm A41b tbab. 270 In tt•nICO aaM p. ASW QA In.ueS 4 Al .eb bW bbin Wd w a*kM 4 eN MAW tarn EaIRLa Sda kot+r 1 201I Wei" IM Imp b Ins amm 6 1 t iaT n 3) fradb d mut b.b as bab )stet 4) to Wolla b ImNld. %& do W Pwa•l to Whe to qdo 40 Gd..bbd nb•. " j— 4 U. 111 musm 44 72 (e1 4Fd ol IN oa71 a 9ateb last o tsted_-t/S S90. MYOgAr WIm v muFAaxka « a6a 6a_ _ t( 00 idkc wg1 0e dw 7d W4 m1ntdoo W 71d100BJGysma6) SIdd. •m 00oatagw470 7) an I t nW clay M amTdAab W bo Is note e) bnlgy0e./ 6a0sbeod d d mal two WDWa.bud.td c o drobad bato4roh bj ccddmb;jr em Gawk n ""% I me wNtdw d am Oaf6 a aaq.tL 10) P1.. Rd Odd 11) hum rnll 4MNI ta a to M bcad d W bA m 41 b4 Ida tYtRr. SAFE LATERAL LOADS FOR A" PRECAST \d 2" RECESS DOOR U•LNTELS 4ASM-4-m- SAFE LOAD PLF LENGTH TMPE 8RU6 8RFIS RTU 4'-4' (521 PRECAST 758 757 1164 4'-G' (W) PRECAST 694 693 1073 5-8' (681 PRECAST 408 407 655 5'-10'(7n PRECAST 382 381 616 6'-8' (80) PRECAST 595 788 464 7'-6' (9D') PRECAST 509 674 363 V-8' (1161 PRECAST 37D 490 214 a SEE GENERAL NOTE 18 12) t0alo4d rr htwcly a d'*V h4' mklu. YI 0u ab a mW.a 13) iM -dWW Mao d db b I1dm omua2e.ol«wGy. "" .4 bao waabAMfi14) Uabb b"tb d.rQv" drsob= (4sW a g!I) w11+4Md_(aloaQ b.b doJl M .lotla0 ft,4 Wt wniuln-IaaAYf -u Ib bb.* gwvoa A19bd mWlb40 * A;OW Wood Ma S IA W. r..Fd 1ra0 $do Mda.W bd ' 13) Pot a.mpob mm bopb • t un& — ads bob bam tmt low mWa am" 16) FM Sold kf4w 60 dmb. At "to bd M ". 1 bp4A bnb dd.n 17) Sal. bd4 am .•4W%pod dbWA Ma. 10) Sib bob Iwo o aGmA ewho W.W.I., AC S30 to M 39 19) A4ATawl Mad ladaptly co b abl:od A 9n = b W"t10 d/ird oidatob .a.vab eawiry 4.2a 00* abaa IM Tide ba dW Woe. 1/2' C1R SEE SAFE LAMtAL LOAD 1ASM FOR IDAD RA71NC FOR EACH ADWWA 15 REBAR 10 a CRW SAFE UPLIFT LOADS FOR S" PRECAST w/ 2" RECESS DOOR U-LINTELS 4-41I0 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH- 5-2F OFS-11 906 euto-lt eM0- 21 16a e1 14- 1 aMW14- 21 2M Z- 21 S1 ORF76- 21 4445 diF. 10-21 5140 4'-4'• ( Sn PRECAST 903 166e 2352 n213212654 51 4445 5140 4'-6' (54' PRECAST 67 Im 227207 42)5 043 eel 16H 2272 W7 4275 4943 5'-8' (60,) PRECAST 675 1 1797 33e2 3911675 1269 1797 54 3362 3911 5'-10' (70 PRECAST am12071745223E27733: 66 2762 6% 1233 2259 2773 3t66 2799 C-B' (80' PRECAST 570 929 19W 2429 267 3l29 670 I= INO 2429 2179 3329 r-B' (91i) PRECAST 306 a 1064 1765 21 2367 29be 506 6911 176S 2166 2567 2960 9'-8` (11B PRECAST39S 460 1222 1940 1639 21e03% 5W 1396 1701 2016 Lut U) THE NUMBERS N PARENTHESISAREPERCENTREDUCIIONSFORGRADE 40 FIELD ADDED REBAR. SEE CENEIK NOIE MD. 4 TYPE DESIGNATION r -rum mm amid/u-wnm pNMOT or IS REM Al F ON= W AScolt F 8F16-1B/IT limmImmi JLommorADIMb0a0KiskaAlIN l: v IS NEVA Al W UK (1) Rm tii 1-1/ Y CW i' C q CYO. t. 1'' Is aa4 a bORa1 or u4mten pp oocc. nsOO 1AA> 444tt 7-6 ACIIMIeN PRODUcriteNswED 6.. 7 M dOttb Flmid Acayrnre 1b/b-o7 Zb. 2 >t RROmarltovisrW DYdlllly Cbd " ilb dw FANNA Aca piwm Ns 14. D* W10•labGZ 00', CRAIOPARRNOwj 6 ISM CR 579 IN t1 ar d SEFFNER. FL 33584 nra r 4 r .r r rDETAILSL\a'I31T3fIQlaii.: f L1t31—i Aa1:rL•1. - =71- IF71T,-'' e I'!" MIAMI•DADE I%UAALI-DADE COUNTY DFPARTNIENT OF REGULATORY AND ECONONUC RESOURCES PRODUCT CONTROL SECTION BOARD AND CODE ADMINISTRATION DIVISION ( RER ) l 1805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599NOTICEOrACCEPTANCE (NOA) innv mlamldade /cconomv Cast Crete USA, Inc. P.O. Box 24567 Tnmpa, Florida 33623 SCOPE: This NOA is beiirg 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 JurisdictionAHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product ControlSection ([n'Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perforin 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 determined 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) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parr•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 flu-ough 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing theMiami -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 permanent 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 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 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, their 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 # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 aswellasapprovaldocumentmentionedabove. The submitted documentation was reviewed by Helmyy A. Makar•, Y.E., M.S. NOA NO. 14-0903.03 MEW 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 #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Li tel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drenving Aid. LT4612, titled Cast -Crete 4". 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of3, prepared by Craig Parrino. P.E., dated March 24, 2003. last revision #1 dared April 28, 2003 both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on fler u-al testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete lintel specimens, per ASTiII E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103. signed and sealed by Christopher A. Hamon, AE. C. CALCULATIONS 1. Calculatio rs for Cast -Crete Lintels, dated 05129103, 207 pages, prepared kv Craig Parrino, AE.. signed and sealed 61j Craig Parrino. AE. 2, Calcrrlatio rs 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 Manual for Cast -Crete Machine Made Precast Lintels revised on diary I, 2002. 2. Cast -Crete Qualiq, System Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drenving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drmving Xo. LT4612, titled Cast - Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated March 11, 2008. B. TESTS 1. Norte. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. qj) Miami -Dade Corm(), Building Cade Compliance Office. E. MATERIAL CERTIFICATIONS I. A one. H61tiv A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiratlou Date: 09/11/2018 Approval Date: 10/09/2014 E- 1 Cast -Crete USA, Iue. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMQTTED UNDER PREVIOUS APPROVAL 0 12-0209.12 A. DRAWINGS 1. Drawing tVo. FD4612, titled "Precast and Prestressed Lintel Details". sheet 1 q/ 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Dralving No. LT4612, titled "Cast -Crete 4", 6" d 12" Lintel Safe Load Tables", sheets l through 3 ql'3, prepared by Craig Parrino, P.E., dated 11arch 24, 2003. last revision dated Alarch l 1, 2008, all signed and sealed by Craig Parrino, P. E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE By il'licrmi-Dade County Deparnneut of Permitting, En"Irmintent, and Regulatoq Affairs. E. MATERIAL CERTIFICATIONS 1. Notre. F. OTHER 1. Leper from Cast -Crete Corporation, dated Februa), 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. TESTS 1. None. C. CALCULATIONS 1, Afone. D. QUALITY ASSURANCE I. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. 101fnp'A. llalcar, P.E., tvf.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated March 24, 2003 and Drawing Aro. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Sete Load Tables", sheets 1 through 3 oj3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P. E.. otr August 19, 2014. B. TESTS 1. Alone. C. CALCULATIONS 1. Calcrdatiorrs for Cast -Crete Lintels, dated 08/1912014, pages 14.201 through 14.236. prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Mianri-Dade Cormh, Departiment o%Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code. 2014 Edition. W L' HeWpx. h1altar, P.E., IVI.S. Product Coulrol Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 AS7ti RETE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE UNTELS 4" SOLID UNTIEL DATA TARIE a®(i!f unarm s>aryrur?f I n t}Q ff=a Los :Jl!'::.1 6" PRECAST U-LINTEL DATA TART rc+Iotart, rIr t t•rRit::_lerynaQ u r:itss.I oar var r,aa va ormi r arnn sTtru,,. pI ur:: trarvT7tsTnrlraavato raa rs.TTr n rxa va s rcvr srsf aar.Iraar_r ar ra r u.u Eary nmm [>aa rtir. o rrrvrrar r:us.Irxarvr raflr»r rttrvG?lISI1•rFL11TSa7IT cstIIit 7p irr3ir"3a[?2f riSCSSI mC7rRiztLt ryaruL.,rrvvMm, ftf[a r1J t_I MA :.lu.Cl rea.u__'mC.L e]Ift1 rs IA I (2 IT2"7rszl"Ar2nOM..7 t(7 rT vQsnF]F11=n7C]rr,- L:iF€ip O 12' PRECAST U-LINTEL DATA TARIr EYurpsmo r—mCai7vIIL1F7GSiC+norr[n I+mrtat rom vt r rmramno rralr.rLz ar2iFi=dIMIMr'a22l ratiaRnrrr<: t_r.at!ram reut oc'.iLte,o' r1" rnUMv®rt11!:JIr iIF,TmF rrfCWC i7 mbar rts-.. o fillarjai rt11]mcrrlf.ii-MMEC3 IrISrLrJ=:tTtf Er—o winrri' vr1711l arta r.^J mC3 mc oclo Q,= iruuramrt> Knmw i Fy"oc1 if+._ r1,IfrItncyr TYPE .,. TIM le STIR[ M II•o e.... rIa lm- tn tI/ ofua_ f rro•fte rot Haan urmrAt. n f mmic to rf earfR,l LAMA_ CVMa lit IIV.eglCtp Oa oflftYRo t ttff tM 11W •mw calm enf-tuc t. UMMM tftb tnf •L AIN A.t•I e; ak . a) tW mw9 mmtb . AID It ea IC A.. ar ro ..utM •sir "Is A .M, m t to Motu M WHIM fotlm AV tMe KI •n•I• LtAlmlmuftf . f . •to• ro . W • •1 IO fa aWl no tat, a0 M a, mf••tyf "M IM VAWU - II M rawTnffr.. ate. ro 14 . fnI tltlft •t,sr• ... t1_ m m nscm r fAO,Aa011 Il n am 6M6M •nQ ftu. mg CM&,o art oM to K nwu if, tm . camas on. t.In " A . •r If fd unu Ann •ICMo mm Iml Epr L"=76 v©nO r mrar7diroONFSC31 lrTURlrRt ZAarraI- 2ioarAvetaarnogamm_t! r[1CyrT' 7rS:a[li1:JlJfi VLLJ etrera f L C:.It`CLMLrTTTIfLItt,.tS_.1.1C1m LWL4 n 1t'Clas zil , - trtry cra •7 v mn t. f I, m.ary nAxam.ia>a tnc _ r Qnoesar rr tturrmiEaoKROFSL11 — lV F CRW PARRWo G,O,, SE NHi FL3394 ELP.E.UC.NO. 4075 vaarouT Rr:+n+ru M mtWlfi•r xi1ll IAa i7J:l.la m uel c ta. l. Atccpl,u Na1 4- o44,03, 03pglmlild unto=y-:J+¢- Z%C Il auk PRECAST AND PRESTRESSED LINTEL DETAILS ru wom wz:14 1 ml ae AMu am I SML AS Wn GENERAL NOTES 1) Yobrldc to 4' srtraf bid . 30M rd reC3 powit tSO pdd - 40pt n.alnr .aW (uM mee nu w .m,amn net era —ow dKn10 IiODAi„i11 Mar M ASM A41S 15d. 00 marts per ASlll C270 4vo M or S 2) AO al- t-w kola !ad m 4 irA ariM O.tlbq r—r— SW bad. for fed ••. 12U0 ad IIAW la an ai/ t QAa¢.%Ob b''b It. 3) F.Ae. M Dollar bed aw bad PALL 4) The mmW In prt.tbnb bdiota nb "NAM MUGM t• peb 40 Grill weld RLat. r I19 / 141 riArxm 1120 (2i) f220 y1147111y S) Al Wile mad w -eeed a So ddbefim ar,,Vaa Ibld "a a 1214 lr-4 sago ts at anted L/100 ddleUbm Use b failed to e•Idf•a m--u'g " Ibido Clip Cod. Stdien IW411 a .W I- d) 17m. WWd fdeb a r.*-L 7) 4' .ab 6nbb b a bntdd •/ 4' Bntab- hMnd l •d t 6rnwbA witcoL O) btkldbq/ebta d Wd mat only ..A W WdA" .cd err NmcL.d dornrrvdm Dr dwow my emkmts emwbded bob tmm fb see New lava b/ odlodd:n0 Ileab••DD D+ab9 Hamm; Ord skew d d-ms2 born 0• I a.alieYhUaAkdiO - biaN gml.q ukb. d •- -d. la 13) 1k. adalor awbt. d Web kuldW it -d.d.r anortb maer4f .•b Ad hM a O c" a aea "W b atwda . AMU C-M .r otter -rp•wd adb9 14) Udd. lewd . i•. +•b •:n .n6ed (mMf m . aM I aitn°1d Men6 bob a0.4r M dnd-1 Tor U. a.nal ey JAn W I.bd-r aqua APefti atl0al l. oi + ArlOd b dwm bi00 s ID Sd. .art:W teed Set. Imit.ald 15) for mmplb Odd Adlbb •d stom In aob bw born MA I.-s hew abm 16) Far Wd 1•*M mt deem 1e.- al- bed Imn ad MPA I- 0 dwmm 17) We bob a"-aPbir#UW db"th bda 1S) Said bob frail .. womd dedpt .ndl.b pa Ao SAp adsAU 31 19) rodntw e•- a.la r.mdf lab (u" ' Ilr Nbt S. .f.l bdAg T S SEE SAFE LAWK LOAD TABLES FOR LOAD RAM FOR EACII ADD () RENFORCEO CMU FULL COURSE 1) % 5 REBAR FOR C LN1E15 1- CLR lYP f 2) j5 WARFOR If ENTELS SAFE LOADS FOR 4" SOLID LINTELS 4-M-4w• n GRAVITY TYPE LENGTH 4S8 S- 6- (421 PRECAST 1180 4'-0- (481 PRECAST 959 4'-e (541 PRECAST 789 5'-10-(70' PRECAST 460 6'-6- (78-) PRECAST 360 7'-6- (901 PRECAST 260 9'-4- (1121 PRECAST 156 10'-6-(1261 PRECAST 116 12UB Cast-Cisrn UPLIFT LATERAL TYPE LENGTH 4s8 ass S-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- (112-) PRECAST 187 55 10'-6-(1261 PRECAST 152 43 12F8 12F12 12F16 laa a a, peM1 {, CR40 or Idt 10) NIL - Itd led.a .•. . ' "• •'' ^ •' 11) admD tell ed•d raker b k babel d IA. -ttmn a W inkl adb. c:iy ). , ' '';):' 6U8 6F8 6F12 6F76 TYPE OFSIGNATION + `•^ 1 fmaa lam •.•• .), Y}'»:.; •t.r ,, ..:::;•i 12'16-2B/ 2T omttmj J Laraeor dr s ''•:.arv!'' '".+:;: !. •'; .?::. ..: Iaa'Dr"AXM trams • w_t.r: ^T .E;: , .:. : .. 0).®ia tome : • y •.,, •w': .ti ;.t11'. Lv • 'f '.::. LVA4S8 - ) )`. :•G . 12F28 12F24 12F20 m YL`-?:'`• mA y • , - PRRDDUCI'Itlil'tSl v b rmtdteriuW -m. o p tY lat•. `" • lO.,'. . : 'k . - rs Nmyllinp xitA cbe flwlid m®tu tamt . slab. itbao-Do ' 6 :; ST F eaabo ol.-m - CRIUG PARPo Aeoywec nv f4• - o c . o j It 5 AC7WL d.•eW • • • • • • • • " n ( /: am CA 679 Dl wl are lY NOf Kq 7AOMBy 6F32 6F28 GF24 6F20 I'.,S'S'' •'- aG;.•` SEFFNERF13Maer4 dOrVAI E 4FLMUC. NEL44756 awl REVISION h NC.4efR or . rnmCAST—CRETE 4"e 6" & 12" LINTEL SAFE LOAD TABLES gly—• 1: 1. u[f Jeor.t>a ; fa[ wlc brans- te mA1m rt Axw ARIAIm swe lus VV enr;I bArr. sri:/nT acaW rt ewe rAame. rt. - Ace lea war u•e mxn uast¢cl17 l or 3 1, SAFE ADAIATV 1 nwn rww .1 ww.-w...—.. . jam` SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6118 98-10 012-18 WIWI 6120-18 6F24-18 U28-16 6F32-18 Y-6' (421 PRECAST 2332 2676 3892 Soso 6148 7227 8287 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 Soso 6148 7227 8297 9367 Y-10-(70) PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6- (900 PRECAST 779 883 14-59 2188 3151 4524 6654 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2054 2795 3731 5017 0'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 477 744 1042 1377 1769 2239 2808 13'-4-(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O'(1681 PRECAST 351 392 605 635 1087 1373 1703 2087 17'-4'(2081 PRECAST NR 299 455 620 794 985 1198 1437 yr ••+ •• +• • . vr" npnL7 ML rLMLN1 RLDUCMS FOR GRADE 40 R7E1D ADDED REBAR SEE GENERA NOTE NO. 4 I SEE GENERAL NOTES - SHEET 1 OF 3 M MNM or SEE GENERAL NOTE 18 SAFE 11D1 ICT 1 neno O-*-M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6FO-11 6F12-11 6Ft6-11 6F20-11 6F24-11 6F28-116F32-11 Y-6- (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 1800 2367 2913 3470 4027 4533 4'-6- (541 PRECAST 1083 1592 2084 2577 3069 3562 4065 5'-10'(701 PRECAST 631 1222 1600 1979 2357 2736 3114 8'-8' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 7'-6- (901 PRECAST 649 883 1249 1544 to 1840 w 2135 ro 2431 9'-4' (1121 PRECAST 575 571 980 1252 1492 1732 1972 10'-6' (1261 PRECAST 514 462 787 1121 1336 p 1551 1766 11'-4*(136')PRECAST 474 404 605 985 1213 1442 1645 12'-0`(1441 PRECAST 454 367M) 619 888 1093 1299 1506 13'-4'(160') PRECAST 402 308 516 736 906 1076 1247 14'-0'(1681 PRECAST 368 285 475 677 832 1145 17'-4'(2081 PRECAST 253 rj 208 32 476 585 E693 803 u 1mr"InQQ ML rLRRNI REMNON5 FOR GRADE 40 FELD ADDED REDAR SEE GENERA NOTE NO. 4 o` G PA Pk C1. o ENS .0 44 PltonOcr yam RflVlyu-p T F ' * : ^utlatMctiwe 4014e Flwida 46 5 •, • R1 Gv C 6324 CR PAPAINO M P rONALE.' SEFFNEAR 30584 °ncwy,M Fl. P.E. UC. A10.40756 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB y W a dl Of QQ is N n o• n p J Q W Z y W • V y jbamb e N a1 o pp Ada QQ W a y N fR 9 Q W LL y g $ x fi .•, .o i ttt I IIIf1 , VIq W J J K N N O p{(/ •' f 2 W ^ e7 h N N Ii11 •' tt C 00 O LL Ifflflllltt `3 y LL N h f O O In a O JO „ W S S ` N 4^ w'' rrrrrr W tL f LL u J f i in in pop, a. N y w J ~OW zQJJJ K 7' KKK g 4O Fi.. Z W r J W F f ta.1 C N • cc O WU. a g o w y WU. S N s $ JI I o o p a a s_a ab., ALL pry e lQ_ fpy W A 0 1 O Z 8 W t1 7jvi m e SnS6 YI lg0 AS c^v N N 10m CI N pNO qq d N N N f N O p 00 b b 1 0, d W 6 rbrrr rr Z io o o v 7 OI i m f N O h W D 11. m a C pp K O b N w r'1 h N N N N 2 2 W o r r r r r r r r im i IOL N R K N W J Q H ai y rl N b W f rN r bv rm O r NI 1 f f Yl n n 01 v v v Z jp p 1p b Ip f fG f O O f Y r w h ip e. aJ O Q N f O. f N O. d rrrrr v e I+ T MIAM I•DADE • MIAMI-DADE COUNTY PRODUCT CONTROL. SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 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 Al•U). 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 mnnner, the manufacturer will incur the expense of such testing and the AW may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, t996, last revision dated June 12, 2014, signed and sealed by Craig Pan•itto, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur•after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause'for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA N 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H Imy A. Makar, P.E., M.S. MIAMFOADECOUNTY '.O NOA No. 16-0126.03 7 Expiration Date. 05/21/2017 0412 Approval Date: 04/2Oe 1 g Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per 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 11/11/96, •45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120195 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95 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 #84-M19614 dated 02/29/96 for 45 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-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 484-M21208 dated 04/21/96for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96for 9.5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED H. Mill Certified Inspection Report #84-M20749 dated 04105196for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS L None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheet I of 1, prepared by Craig Parrino, P.L., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM F-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Ramon, 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. 4. & ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiratlon Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details', sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS L Drawing No. F08, 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 Pan-ino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, AE., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E, on August 19, 2014 B. TESTS I. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Control 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. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST RETE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS n. z. s MLUDULTRL•NBIYfb BmT,+ IM N. LlmdN Br 1 I Cot1RW LSTIRRUP rro STIRRLP DETAILS 4G Nli PRESTRESSED 7/32'/ BA STIRRUPS TYPE "A" STIRRUPS n nATA •Taal E S CTNS Wig, S ApVO NaWmi 1A -e 0.13a 6a2 a S Of 13 - 0.1a0 567 J 2 RAR t - 0 sr-4- 0.t3e t3! 7 a2 1 4 7 a2 RAR t7 -1 O -e' N 1 - 4 e 1 J! I -J f e -2 O A 3 N r t'-M 0.1A4 M7 SDM 2 tof0 -D 1i 7/12 "A 21' 2' 60 a'-e a/' 10 22'-0' 0.200 Wi 7/32 RM Rt'-to- a 0 S-10 31r to 1'-0-' O.tlr eeS tle 7/a2 RAR 23'-10' 6 O V-3 1/e' 10 8" PRECAST W/ 2" RECESS DOOR LI- IUTCI DATA TABLE Nt 3 -o 4 e•- o 1 5LL[ i111Lr]I viR'1r•.a,n Y:Yt.1s:rJ: rrf Tjii:Yt t•ii:i•1 6`At:::, ar l+v T c z>to ESC1A r iTF!F7 FZMAI S" la>i•r1 tu'arrutan+s tr r n oc m uaa ttau::[ nr rrcr LX©a o S:f:f i1, LR .1'::ilAl I11:I:LJC if7, I'[65 r1L.:! dtsI• After r'JAir3milrtf` Lii:`;! amr n aa I prrru-y.¢et•o or 7O1 •A• rno• w. — W W K •r s+wn Au Mal Na1w Oa .• f,WYI N3 _C IR[ IRI [L RnwromNO LCf f•NMLttlN L•eefl : ru t+ nr • Mrf. nri •r s,rw rI r r r NfSIRt Cro Lw1[l R[1MmRcu.CAU EARRI ATION MOM PRECAST U-LINTEL DATA TAi r tI FUMFM_ i® E C..l iT if'TiS.e.[:'LiICiRlY/t7af4 FzM`ice=ESA i0 T' O K"KXMBmnmr' U]7 vm ono B'EF2flf1f iD 3iC/L!0 3C1a F]M jmVL}a.13ncamILva L I v nm a t o nWWWMo, d[]CTll IS» d 51'F31 r1 Em p MRSti z ri®rn=raffw rlZ amo_i r7[TTJ KLM rim nMM r`.m RSs911 EiC: may"rts rTt r ama>i u 7SIS IROrMAM DIMMMT10t1 R rR WW MR MOM AIMOVAL R R 1`01O,70 W CWTIM"T LAIR AND GOMOi K KPPPPJM OR annIMIO 01INWI SRE raw NenE6 Comm or CASI-cwt 1Rh DM. I. MMOMW SIM 7/32 ON KIN ASIq K K a NMI 1)IS "M NW54 Or nU M ANO IS MOM ORA7t 60 AMU U171 7/10 Orn OtIUMM O CM10 Otarn MON ca" tRA1R1M SIOIM ION-R1A7AN011 AQISIS = LRO OS INL gnao = cm f" LLWLL SS7AR0 "TV 415. Of SP PS . a tNOI IN[ r. OWCatt 1111"WtOf r.. 0W0 h1 r0N a- NEWWRIO CUt MOM MOM S SIIIIWrS MSIM53LO 1011RS1 f...000 m to ALL row a'" am N ow tMt61. a fa owes a r01trSQ"a now m a "RIM rStAMSS to= a WO . M.. "T2, Of COUL79 MY NI VSW 01 WD a R7A6fW0 n w xinNarte Or ""MUM Win XMIMICOO CAN 0 TO SMO tunNLiAO1AMUM F02CCS. I r ENe. . l PnooucTlu; v131 e ulnlou FLRWa ItulldtRe Code CRfrN6lRfro/¢o o3.oi CRAGMANO k 10. `,, sEFfai2acRs79 Mr It wN[ ' atf•-' f'f', rf 0%jgj ENFL 33W G•` R.P.Euc.NO44ne mv: CAST- CRETE 8" LINTEL FABRICATION DETAILS CACF 1l9?nvr7V LOADS FOR 8- PRECAST R PRESTRESSED U-LINTELS 1T-4-(2W) PRIS1NWtU N.R. I 300 1 543 470 I 132e 1609 1 1a49I19'- 4' (2327 PRESTRESSED N R. MR Itl1750103712e2 151s21'-4' 2587 PRESTRESSED N.R. la NA 31D S9e a5 1114 13% 22'-O'(2641 PRESTRESSED NA xR NR NR35SSO7ala7 12E3laNR24'-O'(288j PRESTRESSED NA 1092 1) TIC NWERS IN PARENTHESIS ARE PERCENT NLDUCIUxb Pull WAR: 4u FIELD ADDED REBRR SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. SEE GENERAL NOTES - SHEET 3 OF 3 OF SAFE LATERALLOAOS FOR SAFE UPLIFT LOADS FOR 8" PRECAST S PRESTRESSED U-UNTELS8' PRECAST 8 PRESTRESSED U•UNTELS 4 4 sr if6ltro• SAFE LOAD PLF Cwsr i:4:ti SAFE LOAD - POUNDS PER LINEAR FOOT f TYPE BFS RCMU TYPE erE n Et12-n 9rtc-tt erao-tT ertt-It erxe n etsx-tt a24-21 979-21 eFsa-xlBUBLENGTHLENGTHe7a2IaF12-21 N16-21 WO-21 Y-6" (421 PRECAST 1025 ID24 15911 156E 2m 4 Y-6- (421 PRECAST 1s69 26SS 3524 43% 4394 S20 602 M) SW $132 7001 4'-0' (481 PRECAST 765 763 1309 130 2303 30e0 4'-0' (481 PRECAST 13" 21a5 ROD sets 35t5 4S70 SM 6079 4570 SM 6079 4'-6' ,(541 PRECAST 592 591 1073 12W 1040 2A7 4'-6' (54 PRECAST 120 2040 2107 337S 335 400 4711 $379 4041 4711 5379 5'-4- (64) PRECAST 411 411 745 t016 1715D, 2129 MI 5'-4' (64') PRECAST 1me 015 2216 2w 211111 3)9 3961 4522 3399 3161 On 5'-10'(701 PRECAST 340 339 616 9m 15670, Mohn 5'-10'(701 PRECAST 929 1567 = 2593 0 2593 3107 3e20 4133 3107 3620 4133 6'-6 (781 PRECAST 507 721 490 ess n 140 1 T-6" (781 PRECAST us 1407 USE 23xf 2329 1 2713t51 RVIgy 2720 1 3751 3712 T- G (907 PRECAST 424 534 363 727 1 024 7'- 6' (901 PRECAST n7 t224 1. 20ss toss 242a 2E27 322E L2ri7132239'- 4' (In.) PRECAST 326. 512 2 3O 5e1 I 70a 1136j. 9' ( 1127 PRECAST ss1 e62 Is16 1474 1e43 1a5 2157 xsoo 4' t9n a TSb PRECAST 204 401180 575 91a tO'- 6-(1261 PRECAST 530 64s noom ties 1472 a 14et 1136 "itID'-G"(126 1733 2055 2316 IV- 4'(1361 PRECAST 260 452 154 474 W4 ft a0D od 11'- 4'(1361 PRECAST 4a 607 lax 1037 1377 121 1513a 1753 1643 t915 01, 2197 12'- 0" (1441 PRECAST 244 402 137 470 45e 714 12'- 0" (1441 PRECAST 4" sso $W 6= 2MM4 1302 bol 1153 1369ud 195r. 1 18101,01 2075 13'- 4'(1607 PRECAST 217 324 110 41E 3e6 A 607 9d IY- 4'(I60-) PRECAST 42e , 46D 1 7900 7e5 1139 96" 4114313ss Ins la 1w7 14'-O'( IW) PRECAST 205 293 t00 3a 35e SSO 14'-O'( 1681 PRECAST 4to 425 n7 724 1Dst 119 1054 1770 1>sE Iset Ieo7 14'-8'( 1767 PRESTRESSED N.R. 284 91 2s9 334 s2o 14'-B'( 1767 PIIESTRESSFD 241 39s ea 67x 960 ess ne n31 L703 Isis $ 734 ml 15'-4'( um,) PRESTRESSED N.R. 259 83 PRESTRESSED 224 313 466 15'-4'( 184' 230 Sae all tx7 sea leg Ell 1054 1 1460 Isbe 17'-4-( 2081 PRESIRESSEO N.R. 194 64 1E) 2e3 4oa 17'-4'( 206j PRESTRESSED 10) 30a soe 521 74o 6! e 751.1plbpi t 1771 1473 19'-4'( 232)PRESTRESSED N.R. 148 52 19'-4' 232 PRESTRESSED 1c2 22e 341 t Ice 263 429 447 623 tkd 547 a7 747 941a 1059 IM 21'-4"( 256) PRESTRESSED N.R. 125 42 21'-4' 256 PRESTRESSED 142 2E4 3e7 142 232 373 39s 537 450 w; as 721go tae 22'-0' (264) PRESTRESSED N.R. 116 40 137 197 7" 22'-0'(2647 PRESTRESSED t37 223 3=2 37s S1s608 U3 462 546 M876 24'-0' ( 288') PRESTRESSED N.R. 91 33 1a4 170 267 24'-0' (2887 PRESTRESSED 319 342 NS d 41a 492 OR 751 SEE GENERAL NOTE N0. 18 ON SHEET 3 OF 3. U) D1f4 IHM ARE PERCENT REDUCTIONS•EOR CRADE 40 l;C( • CENERAL NOTE NO. 4 ON SHEET 3 OF 3. 19, 8wrw1+0w f CEN ' o / PRODUCtRIM101) mdoadrwMtu. 46. neaaa den 0d: -O 3 *;• •[' io0oA lass iwr o ; TE Fr ." C AIG PARRINO 679 R 1 p'G•,` SEFFNER. FL 33654 FL P.E.LIC. NO. 44758 ste CAST 14CRETE 8" LINTEL FABRICATIONDETAILS f 4 y „t, r.,, •(y. 671G— % .i"w' Eft 9AYL• 0167p-14 I OWrf RS 66J1fi 6W70. et - llG 6A U)% sum 9a tow pur y y cl[ LAO eC tuc IAMM P.L - em a 40% D3UfJe1 f ra 2At7 : a 3 SAFE GRAVITY LOADS FAR a-- nocneer.... w- nee-.....,.., .. . 4otim-4wm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 8RU6 AM-0 un-le an wto-le 3355 eSD4 elrle m ea22 e91ae-ae amain mn4:- 32e0 urge -le 4340 urn -le 5421 w26-1e 6493 emo-1 76674'-4- (S21 PRECAST IBIS 1749 Ian 36" Saco mt/ NO 479 10093 4--6' (541 PRECAST 1494 1593 3063 2992 J96e 4940 S924 6904 1756 7699 SMe Qa1! 0000 19 pkf3 5--e (681 PRECAST 866 0 17N 1710 2277 2e]9 3402 3160 1107 24111 4567 Oa! 7917 9311 r. 5'-10'(701 PRECAST 810 eye 1a53 1600 2124 2649 3174 3700 1113 1 230 4242 fiLlopt ftW J4c2 G-8- (807 PRECAST 797 901 teri 3120 501e 7747 6448 5 3120 5046 15 N9 90n PRECAST 869 n' ill 245e Am 1743 I255149024WJnea 1161 PRECAST 411 465 999 156e 2233 3129 4091 S26 9 t56e 2237 312e 4150 v/ . --s: - rMN11n6]D Anc MI(VULtl NLOUGRWIS TOR CRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE N0. 4 GE1dRAL NOTES I) lYbddr re Reb-e CA • am pad re Ord Jwo .pal r2(Irpam6f7 mrieA,93Y/! Yee .Mrpgrrte"l Jmo60 0. 14 tle d: rdineem bl n1. r eu AS01 NU .b W patedW NaN Y416' .b 2" ho nebmlbs, m.rrr pr Atal on 2) Al a1. bd idle b.b4 .n menu 4 i.rA mr.td Bea l f3tDi9;! 206_bd+ Is, [; yp1 aW b I- Lmnt b. IeMbYd9wJD. 1 YeafM MY- Iw Wr 3) Pmft b1 WW bid b4 lee peh 4) To beta b pa..Deb Ydw- 14 e.eW ..bdbr I. 4r.r a no .old most. f-4, r-6' Ufa 932-19 b.4 - W 1sS nde!m 4 94sW mot 3) A6 e4W,meA d .eWl d y. iuAA yl!! fel- 41 bw' o Da b waa b wilba IM fwwo oaf" te4. SKSeo II01.11 a 4 90 S1w- aw lift a « waL 00 11 Nbs MN be sAn lm Is In 15 mme.a Mdk. dl& ftW d WAM emyy laO. edaedbd r drogwdinrAds, 6) im do4w"lowt. ramd. Ud bft lem w 1d0 b.e bne h Cain" 4emanrmYlapmmndaddesdd-"Yam ae It) 9A'. - ed lad 11) eflbm 6d4 r11.1 .tls N N bedd d G. 1Abo d Y. Add emir. e SEE CENERAI. NOTE 18 12) IMm s. em.d.aeM wa 6-1/2' b,p mdru. d 6r .0 1. .eerdW r.6oflcdlWadepre4.4* 13) It* . doW r.lec. of Ida ImMed is eeW.,ppq W IN." ab a" A.a e..rep d d.e..pptN I- .ee.4nC, .0 AAr W26 r .Ow ep/bW bep* 14) 6L. b S.Al 116=1t,Ni aA Ind '.96Y+ Mh.IM r4d a[ AJ44e wiel I.b AW.0 AM.d.I e.a 5d. ml. d low 3do b.Amnlel bw i La 15) rw - ee"W OW W*b bl nse. W .dil bed br5 bd b.e WIN n.A 16) rr Idd left0a ad ao.4 .L ede bM b .el bVg bnp #mx 17) S. b b.b er...prropee db.Ab b.n 1@) Sib b.m 6a.6 a ..6.re, OWP •-4f W Am 61a rd A0 316 N) Aa7- M wad Yd e.p.dr .b w .YIdW Y !n 4nl.mn h wd6'n9 60sawd nil..We.wd. mare ai. 9m114.Y.. IM bdrl Sb ddN edn: 1/2- CIR SEE SAFE LAMM LOAD U& S FOR IOAD WWQ fOR EACII ffitroaDADD11 w" FULLCOURSE q 5 REBAR D D a Oft A, SAFE UPLIFT LAAt1S e:no as, oo1 rA er...- 4-c- 4 can SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE e2ro- a Bete-21 21 2 Berle - I eene- WE- 7 w22-a ams-I Brine-216Rr30- n4'-4- elr3D-n 52) PRECAST 905 Jas$ 3751 1145 5140 003 MW14- 1I 2 3me 3751 4415 3140 4'-6- ( 541 PRECAST eH 293, 3607 4275 4943 0a7 29D 3007 4275 49435'-e' 68) PRECAST en 2326 294--m 3302 3l11 an 1269 1797 2325 1114 33W 3911 5'-10-( 707 PRECAST a5S 120) 174 2239 2773 37e6 2769 656 1217 1749 2259 2773 32M 2... 6'-e- ( an PRECAST 670 m ISJO 19eD: 2429 2071 3l29 S7a Imo 15J0 19ao 2429 2e79 SSI9 7•-6• ( 901 PRECAST 506 742 in ASH 1795 2166 2567 21M Sin e9e 1364 176S 2196 2567 2656 9'-8- ( 116) PRECAST 3" 468 884 12" 1510 te59 - 210D 39S 1072 Ib 170I 2DIe fJ31 V7 ... .'No a4 rAALMIM515 AKL PERCENT REDUCTIONS FOR QUM 40 DELD ADDEDFOARSEEGENERALNOTEN0. 4 TYPE DESIGNATION r - lalca m"m / u - IR601F0 r- OWNN1' )! Nw Al I e111d1 Oi 1/1I0. w" 8F16-1 B/IT Will" norm- i I L.wmx r of is bO91lLL MU-10 -+ IM&A m w 1' is RW Iu0GD 1.: :i.: '• :: J: ti , i .• CJILL cam e d IS dMl At WO w INN. rim 7- KIWI norm VImKe eawaWEDIr• aamor7m; ee 0.44 _ onunllnvletm fa - v. - o . 03` E ll uhi'r.161q ' IAe A-rid4 Aa*9mb. W I CRAIOPARRNO ioo0' a° j t .14 S•<, R1 G J•` 8324CR579 . AO. r. r C* ..` SEFFNULFl. 93584 mom, we CAST- CRETE 8" LINTEL FABRICATION DETAILS w u. a-_I. 1 W.M n cum Pam p,G - UL m 4m, ( Sglt W1 1! seAlC Pa a0 Q>- c jc .can- ll t. CITY OF SANFORDDBUILDINGFIREPREVENTION PERMIT APPLICATION D Application No: Documented Construction Value: $ 5o J Job Address: _ Q q , j Q 8(Y-.nn Or Historic District: Yes NoParcelID: Residential CommercialTypeofWork: New Addition Alteration Repair Demo C, El Change of Use Above Description of Work: Y Plan Review Contact Person: Phone: Fax: Email: Title: Name Qr Property Owner Information Phone: Street: L f1 Resident of property? City, State Zip: L yCt 3 a 7 I V) Contractor Information Name • 7Phone: L-i (% -y i-i J ' (i ( Street: ` , I ) Fax: qQ — / n L-1 `7 - c fCity, State Zip: r State License No.:_ Architect/Engineer Information Name: Street: Phone: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code i Revised: June 30.2015 Permit Application I NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 1 reoftontracior/Agent Date r K Prutt Contractor/ IAAgent' s Nacme Signature or Notary -State or Florida Date PAMELASTERNUS CtM MISS10n # GG 110622 4 Expires August 7, 2021 fOf fly' 8ai00dtnn,aw t Notary Suvioq Contractor/Agent is x 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 APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application CITY OF SANF BUILDING & FIRE PREVEN PERMIT APPLICA Application No: ) Documented Construction Value: S Z5U Job Address: s N am;) 4--)n ti'-' Historic District: Yes No Parcel ID• Residential0 Commercial Type of Work: New © Addition Alteration Repair Demo Change of Use Move Description of Work: l-Lvw-b f Fe -aL.r_.t sir, .5 - l.gt- L Plan Review Contact Person: 5 &-v% - b4 bL1--k-1 J-o.r Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name 12 -Y (LI ei+ t(t ,bc c. Phone: -4-1-+-2-143 -3f-.-VS Street: Rc. Fax: L{o-3- - 2-1-t0- Lf 481: City, State Zip: 31&2-Y State License No.: C. Fc- U 2-0 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN OUR 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 OBT IN 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 installatio has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construttion in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, p ols, 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: 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 mayl be found in the public records of this county, and there may be additional permits required from other governmental entities such as w ter 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 requi ed in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submit al. 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 val Ue, 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 be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Pnnt owner/Agent's Name Signature of Notary -State of Florida Date Signature of Contractor/Agent Date Print ContrMame- Signature of Notary -State of Florida Date PAT MY oStaStYSCOMAIO F 12004F5ndaoEXPIRES220cd Tlw U Owner/ Agent is Personally Known to Me or Produced ID Type of ID Contractor/ Agent is Persona Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: - Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of [-leads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application Revised: June 30. 2015 de 8507 State Road 52 123 Miller Road r 9701 Bachman Road I Established 1973 Hudson, FL 34669 Valrico, FL 33594 '• • Orlando, FL 32824 www.RJKlelty.com 727.863-54W 813-661.0707 E407-855-2636 State License M CF-0O2( R.J. KIELTY Page: 10 Proposal No: 717-13536 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greernvood Blvd. Suite 124 Model: Solstice 2406 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: 40a/a Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed in a workman like manner according to standard practices. Any alteration or devlatioi from specifications below Involving extra co xecutad only upon written orders. and will become an extra charge over and above the estimate. At agreements contingent upon strikes, ants or d ys beyond our control. Owner to caR fire. tornado, and other necessary Insurance. Our workers are covered by worker's compensatlo urance. AUTHORIZED SIGNATU THIS P POSAL Y BE WITrH`D'7RAWN IF NOT ACCEPTED IN 30 0 We hereby submit speciflcat oors ar*Cslimates for: Master Beth up 1 Shower Sterling Accord 8048 Base 72270100 White With Walls And Moen Chateau TL182 Chrcme Valve t Toilet Gerber Maxwell 21-912 1.28 White Elongated I Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 6040 71140120 White With Walls And Moen Chateau TL183 Chrome Valve I Toilet Gerber Marvell 21.912 1.28 White Elongated 1 Lav By Budder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21.912 1.28 White Elongated 1 Lev Gerber Maxwell 22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder t Faucet Moen Integra 67315 Chrome 1 Olsposal ISE Badger V With Cord t Icemaker Line With Recessed Box t Dishwasher Hook Up utilities i Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: 3acklilling Included For Sewer & Water Only (Slab Backfilring By Others) dackflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' 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 vdll be made; outlined above. I agree to pay reasonable attorneys fees court costs In the event of legal action. A monthly service charge of 1 1/2% will be added after: days. Any sewer taps deeper than 4 1/2 feet or requires backhoe or dewatering will be an extra charge. SIGNED: J1(11-4d - 0A_ DATE OF ACCEPTANCE is PAGE Branch: Hudson d Last Edit By: Last Edit Dale: 7/27/2017 CITY OF SANFORD mot, BUILDING & FIRE PREVENTION PERMIT APPLICATION D n Application No: Documented Construction Value: S 5.198.00 Job Address: 3948 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-0720 Residential Q Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: aoosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: Phone: Fax: E- mail: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAVING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i" Edition (2014) Florida Building Code Revised: lucre 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value. credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date 40 3/3/2018 Signature of Contractor/Agent Date Print Owner/Agent's Name r nt • ntrnctor/Agent's L 3/3/2018 Signature of Notary -State of Florida Date Sr atur f o a r o ' at rar Notary Public State of Flonda Arionna C Rosenwinkel c My Commission GG 147038 a s Expires 10/0112021 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application WORK ORDER Job* 33318 Date: 8/2/2017 144681 Subdivision I Phase Bld I UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 10721 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 3948 Night Heron Dr CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford JFL 132773 2406 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP036L00 A/H-2 or Furnace Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NB03600G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnace Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper Ye,somo,? oey I Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 385.40 Transformer ZD4 Surge Protector ZD5 Bypass Damper #1 ZD6 B Pass Damper #2 IZD7 PO Numbers Qty Yes No Qty. Yes No pal## Grs.Stamped Stl. 16 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 Ducl X Heat Recovery: X fan 80 cfm BF080 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.98 24.95 Rou hin 2,544.00 04-Installation Labor 28.56 428.33 06-Piping Labor 7.13 121.13 Trim 2.544.00 14-Kitchen Vent Trim 02-Material/Tax 1,308.32 1,482.4801-Equipment/Tax 1 110.00 Permit 110.0009-Permit/Other 011-Delivery Labor 1.461 18.43 20-Pull Material Labor 2.921 36.85 Total Contract: 5198.00 12-StartupLabor 2.501 42.50 M M Job M Starlight - Wyndham Performed for. Lot 72 - 2406 UR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone:407-886-3729 www.energyair.com trivera@energyaircom 7VTW Scale: 1/8" = 17 Page 1 RightSuile® Universal 2017 17.0.08 RSU17013 2017Jun46 16:57* 14 am PreservelLot 72 -2406 URrup N level2 In2 8 x 4 t9 dm m bedL wic m ba d6 dm tOxB pr hX 135 dm 4 rvrR y O 12 x 12 4 191 dm 6 rviR rviR 8x4 0 5 • 8. 14 dm ba2 1 '8 x cL4SupRiser30 14- T 8x4 10 x 6 RAWROM N 13 dm 24x12 450Mm 951 dm PO CFYR loft 7 Cr- e cl.3 14 x 6 10x8 luxe 14 x 8 60 dm 76 dm 14x6 10 x 6 bed.3 81 dm bed,4 c12 bed2 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Job !f: Stadight - Wyndham Energy Air, Inc Scale: 1/8" = VY' Performed for: Page 2 Lot 72 - 2406 UR 5401 Energy Air, Ct RightSuite9 Univemal 2017 Orlando, FL 32810 17.0.06 RSU17013 Sanford, FL 32773 Phone: 407-886-3729 ...am Ptesee1Lot 726 2406 Ukrup www.energyair.com trivera@energyaircom Revision Response to Comments APR A g 811 r City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 0 - 3lQG Submittal Date I te Project Address: I Contact: Sarah Woolwine Ph: 407-730-1311 Fax: Email: sarah.woolwine@starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals 5F 4-I- IZ•-, h Vfn ), - D-r-k Q A 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 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: + ' _ 3 11 9 9Owner: Jurisdiction: Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types(2724.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1419.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1419.00 ft 6. Conditioned Floor area above grade (ft') 2402 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. WA 11. Ducts R= ft' R ft' 7. Windows(191.0 sgft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 a. U-Factor: Dbl, U=0.34 150.00 W SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficlency d. U-Factor: N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons S. Floor Types (1419.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft' b. Conservation features b. Floor over Garage R=19.0 385.00 ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.080 Total Proposed Modified Loads: 68.45 PASS Total Baseline Loads: 68.93 1 hereby certify that the plans and specifications covered by Review of the plans and 4T1r1E SrgT this calculation are in compliance with the Florida Energy specifications covered by this y r F0 Code. 60L-e' calculation indicates compliancewiththeFloridaEnergyCode. n,,,. •. '0.3. ,,, isPREPAREDBY:Before l,% construction completed be inspected forGATE: this building will compliance with Section 553.908 h I hereby certify that this e n , is in compliance Florida Statutes. with the Florida En y Co COD WE' J OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: /1 - Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakago On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R40 RE1vft1810N Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 72 - 2406 UR Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2402 Lot # 72 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL. 32773 New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2402 20697 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil10 Finished Cooled Heated 1 Floor 1 1034 9616.2 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1368 11080.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 116.7 ft 0 1034 ft' 0 0 1 2 Floor over Garage Floor 2 ___ ___ 385 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emltt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1587 ft' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC V Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1419 ft' N N 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING ax Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1419 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space l. 1 N Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 ft' 0 0 0.6 0 9 E Garage Frame - Wood Floor 1 13 39 9 9 4 371.0 ft' 0 0.25 0.01 0 DOORS ak 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 W WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang p Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 e 3 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 2 e 3 None Low-E Double Yes 0.34 0.26 15.0 W 1 ft0 in 3 ft 0 in None None 3 e 4 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 14 ft 0 in None None 4 s 5 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 5 w 7 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft0 in 1 ft 0 in None None 6 w 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 In None None 7 w 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 12 ft 0 in None None 8 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 1 385 ft' 384 ft' 64 ft 9.3 ft 0 6/16/ 2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000383 2414.6 132.56 249.3 .3444 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft' DUCTS Supply — V # Location R-Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 480.4 ft Floor 2 120.1 ft Prop. Leak Free Floor 2 — cfm 72.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y jj Feb [[ jj MarCoolin ([ anHeating l J Jan [X] Feb [X) Mar Venting [ Jan [ j Feb [X] Mar Ceiling Fans: Apr ( ]Ma X Jun rl Julrl Au rl Se Apr l 1 May Jun Jul AuSep Jun Jul Aug Sep Oct [ Nov Oct l i Nov Oec lXJ DDec ec6/ 16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEN) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 70 0 0 1 - Electric Heat Pump 1 - Central Unit 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A Sanford, FL, 32773 New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. NIA 10. Ceiling Types No a. Under Attic (Vented) 2402 b. NIA Area c. NIA 150.00 ft' 11. Ducts a. Sup: Attic, Ret: Floor 2, AH: Floor 2 41.00 ft' 12. Cooling systems ft' a. Central Unit ft' 1.000 ft. 0.258 Insulation Area R=0.0 1034.00 ft' R=19.0 385.00 W R= ft' 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: Insulation Area R=13.0 1265.00 ft' R=4.1 1088.10 ft' R=13.0 371.00 ft' R= ft' Insulation Area R=30.0 1419.00 W R= ft' R= ft' R ft' 6 480.4 kBtu/hr Efficiency 36.0 SEER:14.00 kBtulhr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat O4-TTAE Sr,(l c S,11t 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. 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM•R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/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 be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2402 sq.ft. Cond. Volume: 20697 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Leakage Characteristics CFM(50): Single or Multi Point Test Data HOUSE PRESSURE I FLOW: I ELA: EgLA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and Flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open: 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 0 -tklE Srglco 16. 16 fill ll•• 6/16/2017 5:01 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct 'Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 1 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide by Leakage total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: Tt1E STgTF 0 IUrq. 03 a ' p D WE 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 wrightsofta Project Summary Entire House Energy Air, Inc 5401 Energy Air, Cf. Orlando. FL 32810 Phone: 407-886-3729 Email. GRenne(Qenergyaiccom Web: www.energyaiccom For: Lot 72 - 2406 UR, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 17444 Btuh Ducts 2759 Btuh Central vent (70 cfm) 1985 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 22188 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heatingg Cooling Area (ft2) 2447 2447 Volume (ft3) 21064 21064 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 98 53 Heating Equipment Summary Make Carrier Trade Model CH14NBO360000A AHRI ref 0 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 34 OF Backup: 8.2 HSPF 33800 Btuh @ 47°F 28 OF 1105 cfm 0.055 cfm/Btuh 0.50 in H2O Job; Ashton- Stadight Homes Date: 10/10/2016 By: Plan: 2406 S Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Sensible Cooling Equipment Load Sizing Structure 16252 Btuh Ducts 4024 Btuh Central vent (70 cfm) 1354 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipmenf sensible load 21630 Btuh Latent Cooling Equipment Load Sizing Structure 2559 Btuh Ducts 654 Btuh Central vent (70 cfm) 2079 Btuh Outside air Equipment latent load 5292 Btuh Equipment Total Load (Sen+Lat) 26922 Btuh Req. total capacity at 0.75 SHR 2.4 ton Cooling Equipment Summary Make Carrier Trade Cond CH14NBO360000A Coil FB4CNP036L AHRI ref 0 Efficiency 11.7 EER, 14 SEER Sensible cooling 24750 Btuh Latent cooling 8250 Btuh Total cooling 33000 Btuh Actual air flow 1105 cfm Air flow factor 0.054 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.80 Input = 6 kW, Output = 19028 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl ht5oft• 2018-Jan-1911:42:46 9 Right -Suite® Universal 2017 17.0.28 RSU17012 Page 1 ACC& ... Specific\Wyndham Preserve%Lot 72 - 2406 UR.rup Celc 2 Mill Front Door laces S Manual S Compliance Report Job: Ashton -Starlight Homes wrightsoft° P p Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Ct. Orlando, FL 32810 Phone: 407-886.3729 Email: GRenner@energyaiccom Web: www.energyair.com Project• • For: Lot 72 - 2406 LIR, Ashton Woods Homes Sanford, FL 32773 Cooling Equipment Design Conditions Outdoor design DB: 92.6OF Sensible gain: 21630 Btuh Entering coil DB: 77.0°F Outdoor design WB: 75.9°F Latent gain: 5292 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 26922 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 111 % of load Latent capacity: 6713 Btuh 127% of load Total capacity: 30674 Btuh 114% of load SHR: 78% Heating Equipment Design Conditions design DB: 44.2°F Heat loss: 22188 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 152% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 86% of load Temp. rise: 50 OF Meets all requirements of ACCA Manual S. Entering coil DB: 68.1 OF Capacity balance: 34 OF Economic balance:-99 OF 2018-Jan-19 11:42:48 wrightsoft• Right-Swte® Universal 2017 17.0.28 RSU17012 Page 1 A+CA ... Specific%Wyndham PreseruetLot 72 - 2406 UR.rup Calc = MJ8 Front Door feces: S wrightsoft, Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyaiccom Web: www.energyair.com For: Lot 72 - 2406 UR, Ashton Woods Homes Sanford, FL 32773 Job: Ashton- Stadight Homes Date: 10/10/2016 By: Plan: 2406 S Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.132 in/100ft 0.132 in/100ft Actual air flow 1105 cfm 1105 cfm Total effective length (TEL) 211 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat C 301 14 16 0.316 4.0 Ox 0 VIFx 8.6 80.0 bed.3 c 996 46 54 0.184 5.0 Ox 0 VIFx 22.2 130.0 st2 bed.4 c 1359 71 74 0.190 6.0 Ox 0 VIFx 17.5 130.0 st2 bed2 C 1489 73 81 0.292 5.0 Ox0 VIFx 21.0 75.0 cl.4-A h 234 13 12 0.193 4.0 Ox 0 VIFx 19.8 125.0 st2 fam-kit-din h 2359 129 129 0.137 7.0 Ox0 VIFx 29.7 175.0 st6 am -kit -din -A h 2359 129 129 0.132 7.0 Ox 0 VIFx 31.5 180.0 st6 tam-kit-din-8 h 2359 129 129 0.135 7.0 Ox 0 VIFx 28.0 180.0 st4 flex -A h 4192 229 140 0.140 9.0 Ox 0 VIFx 49.5 150.0 sty laun C 712 3 39 0.347 4.0 Ox 0 VIFx 5.6 75.0 loft c 1779 47 97 0.309 6.0 Ox 0 VIFx 10.6 80.0 m be C 428 19 23 0.336 4.0 Ox 0 VIFx 8.4 75.0 m bed C 1884 88 103 0.362 6.0 Ox 0 VIFx 7.3 70.0 pdr-A h 1230 67 31 0.156 5.0 Ox 0 VIFx 39.8 140.0 st4 V^c-A c 878 46 48 0.314 5.0 Ox0 VIFx 14.2 75.0 Sold/italic values have been manually overridden 2018-Jan-19 11:42:46 wrightsoft• Right-SuiteS Universal 20l7 l7.0.28 RSU17012 page 1 ACCA ... Specdic\Wyndham PreservelLot 72 - 2406 UR.rup Celc = MJ8 Front Door faces, S Supply Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st6 Peak AVF 258 258 0.132 584 9.0 0 x 0 VinlFlx st5 st4 Peak AVF 196 160 0.135 444 9.0 0 x 0 VinlFlx st1 SO Peak AVF 196 160 0.135 444 9.0 0 x 0 VinlFlx st2 Peak AVF 130 141 0.184 526 7.0 0 x 0 VinlFlx st5 Peak AVF 487 397 0.132 620 12.0 0 x 0 VinlFlx st3 st3 Peak AVF 487 397 0.132 620 12.0 0 x 0 VinlFlx Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Mad Trunk rb1 Ox0 951 931 0 0 0 0 Ox 0 VIFx rsb7 Ox 0 154 174 0 0 0 0 Ox 0 VIFx 2018-Jan-19 11:42:46 wrightsoft• Right -Suite® Universal 2017 17.0.28 RSU17012 Pape 2 ACCK ... Specific\Wyndham Preserve%Lot 72 - 2406 UR.rup Calc = W8 Front Door faces: S Job M Ashton- Starlight Homes Performed for: Lot 72 - 2406 UR Sanford, FL 32773 Level 1 3vrw REVISION Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 1 Right -Suite® Universal 2017 17.0.28 RSU17012 20184an-19 11:43:05 am Preserve\Lot 72 - 2406 UR.rup Job #: Ashton- Starlight Homes Performed for: Lot 72 - 2406 UR Sanford, FL 32773 level2 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP REVISION Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 2 Right -Suite® Universal 2017 17.0.28 RSU17012 2018Jan-19 11:43:05 am Preserve\Lot 72 - 2406 UR.rup Revision Response to Comments i nn'' Permit # ' 3 tctq Project Address: I CAI tact: Sarah Woolwine APR 81 r5 City of Sanford I:''.. - - Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date `-CI I t Ph 1407-730-1311 Fax: Email: sarah.woolwine aOstarlighthomes.com Trades encompassed in revision: Building j Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water i Planning f Engineering Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals SITE COPY FORM•R405-2014 I FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes St feet: State, Zip: Sanford FL, 32773 Permit Office: Seminole County Permit Number:_ 21Owner: USANFORDCity, J199Jurisdiction: Deisign Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2724.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame -Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1419.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1419.00 ft' 6. Conditioned floor area above grade (ft') 2402 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. WA 11. Ducts R= ft = R ft 7. Windows(191.0 sgft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 a. U-Factor: Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft' 12. Cooling systems kStu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-factor. N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 1 a. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1419.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 ft' b. Conservation features b. Floor over Garage R=19.0 385.00 ft' None c. IN/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.080 Total Proposed Modified Loads: 68.45 CPASSL- SSTotalBaselineLoads: 68.93 i 1 hereby certify that the plans and specifications covered by Review of the plans and O4 tIKE ST4?' this calculation are in compliance with the Florida Energy specifications covered by this y Code. 64e_'ae1ne1PREPARED calculation indicates compliance with the Florida Energy Code. y4i .,,, '_ _,4 .n ni„ isBY: Before construction completed a Q v DATE- 1 7 this building will be inspected for O I y compliance with Section 553.908 o I hereby certify that this b . Ing, as c mpliance Florida Statutes. with the Florida Ener Code. I CpD yyE'C J OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: -i2TR Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. i 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 R o e Page 1 of 5 FORM R405-2014 PROJECT i Title: Lot 72 - 2406 UR Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2402 Lot # 72 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL. 32773 New/Existing: New (From Plans) Comment: CLIMATE I IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO SANFOR 2 39 93 I 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2402 20697 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 11 Flood 1034 9616.2 Yes 5 0 1 Yes Yes Yes 2I Floor 2 1368 11080.8 No 0 4 1 Yes Yes Yes FLOORS Vi # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 116.7 ft 0 1034 ft' 0 0 1 2 Floor over Garage Floor 2 385 fill 19 0 0 1 ROOF I Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V/ # Type Materials Area Area Color Absor. Tested Tested Insul. deg) i 1 I Hip Composition shingles 1587 ft' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC V I # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1419 ft' N N 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type I 1 Under Attic (Vented) Floor 2 30 Blown 1419 ft', 0.1 Wood WALLS ill e)rnf Adjacent T. UUMI Type Space Cavity Width Height Sheathing Framing Solar Below t N Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 ft' 0 0 0.6 0 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 03 1 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 I 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 R' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 R' 0 0 0.6 0 I 9 E Garage Frame - Wood Floor 1 13 39 9 9 4 371.0 R2 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 R' I 2 E Wood Floor 1 None 39 2 10 6 10 19.4 R' WINDOWS Orientation shown is the entered, Proposed orientation. OverhangV1WallOrntIDFramePanesNFRCU-Factor SHGC Area Depth Separation Int Shade Screening 1 e 3 None Low-E Double Yes 0.34 0.26 30.0 R' 1 R 0 in 1 ft 0 in None None 2 e 3 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 3 ft 0 In None None 3 e 4 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 14 ft 0 in None None 4 s 5 None low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 R 0 in None None 5 w 7 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 R 0 in None None 1 6 w 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 In None None 7 w 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 12 R 0 in None None I 8 W 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 R' 1 ft 0 in 12 R 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 385 ft' 384 ft' 64 ft 9.3 ft 0 I 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION i Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 VVholehouse Proposed ACH(50) I 000383 2414.6 132.56 249.3 .3444 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 36 k8tu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit I Split SEER: 14 36 kStu/hr 1080 cfm 0.75 1 sys#1 HOT WATER SYSTEM Vj # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft' I DUCTS Supply — V # Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 480.4 ft Floor 2 120.1 ft Prop. Leak Free Floor 2 — drn 72.1 drn 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y I Coolln [ ]Jan Feb Mar Venting (XI Jan Feb lh Mar Ceiling Fans: Apr Ma rl Jun ri Jul ri Au X Se kjApr May Jun Jul Aug Sep Xj Oct Nov Oct Xj Nov Dec DDecjXjec 6/1 i 12017 5:01 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM;R405-2014 7herrnostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) 78 78 78 78 78 78 78 78 78 78 78 78PM Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 70 0 0 1 - Electric Heat Pump 1 - Central Unit 6l16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 I FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. I 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 (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 b.lSHGC: SHGC=0.26 U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 C. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: A i a Weighted Average SHGC: 8. floor Types a.ISlab-On-Grade Edge Insulation b. Floor over Garage c. N/A I i Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft' 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1419.00 ft' 2402 b. N/A R= ft' Area c. N/A R= ft' 150.00 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 41.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a. Central Unit 36.0 SEER:14.00 ft' 13. Heating systems kStu/hr Efficiency a. Electric Heat Pump 36.0 HSPF:8.20 1.000 ft. 0.258 Insulation Area 14. Hot water systems Cap: 50 gallonsR=0.0 1034.00 h : a. Electric EF: 0.95 R=19.0 385.00 ft' R= ft' b. Conservation features None 15. Credits Pstat I I 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: Date: Address of New Home: City/FL Zip: qHE Srq? sfi Q a IC W Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compllant Software Page 1 of 1 FORM-R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. i Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. j Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage and cantilevered floors) Insulation shall be installed to maintain permanent contact with underside of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled iby 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 j barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/16/2017 5:01 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriative and Performance Method Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2402 sq.ft. Cond. Volume: 20697 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): S LA: I R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: i 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and Flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open: 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off, and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. I SIGNATURE: PRINTED NAME: DATE: Where required by the code official, 04gtlE Srqi,Q testing shall be conducted by an g , O 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 a '-';t^; o V the code official. J5 OWE BUILDING OFFICIAL: DATE: 6/16/2017 5:01 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 72 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City; State, Zip: Sanford , FL. 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: 6/16/2017 5:01 PM Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: O Tt1E STgT 0 a r Wf EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summary Job: Ashton- Starlight Homes wrightso yll° Date: 1011012016 Enure House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air. Cf. Orlando. FL 32810 Phone: 407-886-3729 Email: GRenner(Menergyeircom Web: www.energyair.com Project• • For: Lot 72 - 2406 UR, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 17444 Btuh Ducts 2759 Btuh Central vent (70 cfm) 1985 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 22188 Btuh Infiltration Method Construction quality Fireplaces Area (f: 2) Volume (W) Air changes/hour Equiv. AVF (cfm) Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Sensible Cooling Equipment Load Sizing Structure 16252 Btuh Ducts 4024 Btuh Central vent (70 cfm) 1354 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 21630 Btuh Simplified Latent Cooling Equipment Load Sizing Semi -tight 0 Structure 2559 Btuh Ducts 654 Btuh Central vent (70 cfm) 2079 Btuh Heating Cooling Outside air 2447 2447 Equipment latent load 5292 Btuh 21064 21064 0. 28 0. 15 Equipment Total Load (Sen+Lat) 26922 Stuh 98 53 Req. total capacity at 0.75 SHR 2.4 ton Heating Equipment Summary Make Carrier Trade Model CH14NBO360000A AHRI ref 0 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 34 OF Backup: 8.2 HSPF 33800 Btuh @ 47°F 28 OF 1105 cfm 0. 055 cfm/ Btuh 0.50 in H2O Cooling Equipment Summary Make Carrier Trade Cond CH14NBO360000A Coil FB4CNP036L AHRI ref 0 Efficiency 11.7 EER, 14 SEER Sensible cooling 24750 Btuh Latent cooling 8250 Btuh Total cooling 33000 Btuh Actual air flow 1105 cfm Air flow factor 0.054 cfm/Btuh Static pressure 0. 50 in H2O Load sensible heat ratio 0.80 Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sold/itaffc values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htsotFt• 2018- Jan-1911:42:46 9 Right -Suite® Universal 2017 17.0.28 RSU17012 Page 1 C. A ... Specific% Wyndhem Preserye%Lot 72 - 2406 UR.rup Celc - MJ8 Front Door feces: S Manual S Compliance Report Job: Ashton- StadightHomes wrightsofte Date: 10110/2016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Cf. Orlando, FL 32810 Phone: 407-886.3729 Email: GRenner@energyair.com Web: www.energyatccom For: Lot 72 - 2406 UR, Ashton Woods Homes Sanford, FL 32773 Outdoor design DB: 92.6°F Sensible gain: 21630 Btuh Entering coil DB: 77.0°F Outdoor design WB: 75.9°F Latent gain: 5292 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 26922 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 111% of load Latent capacity: 6713 Btuh 127% of load Total capacity: 30674 Btuh 114% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 22188 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP i Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 152% of load Supplemental heat required: 0 Btuh I Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 86% of load Temp. rise: 50 OF Meets all requirements of ACCA Manual S. Entering coil OB: 68.1 OF Capacity balance: 34 OF Economic balance:-99 OF 2018-Jan-19 11:42:46 wrightsoft' Right -Suite® Universal 2017 17.0.28 RSU17012 Page 1 ACCA ... Specific%Wyndham Preserve%Lot 72 - 2406 UR.rup Calc - MJ8 Front Door feces S Job: Ashton- Starlight Homes ftWrightso• Duct System Summary Date: 10/10/2016 Entire House BY: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3728 Email: GRenner(joenergyaircom Web: wmv.energyair.com For: Lot 72 - 2406 UR, Ashton Woods Homes I Sanford, FL 32773 I I 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 0.132 in/100ft 0.132 in/100ft Actual air flow 1105 cfm 1105 cfm Total effective length (TEL) 211 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Gat c 301 14 16 0.316 4.0 Ox 0 VIFx 8.6 80.0 bed.3 c 996 46 54 0.184 5.0 Ox 0 VIFx 22.2 130.0 st2 oed.4 c 1359 71 74 0.190 6.0 Ox 0 VIFx 17.5 130.0 st2 I c 1489 73 81 0.292 5.0 Ox 0 VIFx 21.0 75.0 cl•4-A h 234 13 12 0.193 4.0 Ox 0 VIFx 19.8 125.0 st2 fam-kit-din h 2359 129 129 0.137 7.0 Ox 0 VIFx 29.7 175.0 st6 lam -kit -din A h 2359 129 129 0.132 7.0 Ox 0 VIFx 31.5 180.0 St6 lam-kn-din-B h 2359 129 129 0.135 7.0 Ox 0 VIFx 28.0 180.0 st4 ilex.A h 4192 229 140 0.140 9.0 Ox 0 VIFx 49.5 150.0 st5 faun C 712 3 39 0.347 4.0 Ox 0 VIFx 5.6 75.0 loft c 1779 47 97 0.309 6.0 Ox 0 VIFx 10.6 80.0 m be c 428 19 23 0.336 4.0 Ox 0 VIFx 8.4 75.0 m bed c 1884 88 103 0.362 6.0 Ox 0 VIFx 7.3 70.0 Pdr-A h 1230 67 31 0.156 5.0 Ox 0 VIFx 39.8 140.0 st4 rc•A c 878 46 48 0.314 5.0 Ox 0 VIFx 14.2 75.0 Bold/italic values have been manually overridden 2018-Jan-19 11:42:46 IA- +- wrightsoft• Right -Suite® Universal 2017 17.0.28 RSU17012 page 1 Z& ... Specific%Wyndham Preserve%Lot 72 - 2406 UR.rup Calc = MJ8 Front Door faces: S i Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk Ist6 Peak AVF 258 258 0.132 584 9.0 0 x 0 VinlFlx sty Peak AVF 196 160 0.135 444 9.0 0 x 0 VinlFlx SOIst4SOPeakAVF1961600.135 444 9.0 0 x 0 VinlFlx Peak AVF 130 141 0.184 526 7.0 0 x 0 VinlFlx Ist2st5 Peak AVF 487 397 0.132 620 12.0 0 x 0 VinlFlx st3 st3 Peak AVF 487 397 1 0.132 620 12.0 0 x 0 VinlFlx j Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct ame Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk rb1 Ox 0 951 931 0 0 0 0 Ox 0 VIFx Irsb7 Ox 0 154 174 0 0 0 0 Ox 0 VIFx I 2018-Jen-19 11.42.46 wrightsoft• Right -Suite® Universal 2017 17.0.28 RSU17012 Page 2 4CCA ... Specific\Wyndham Preserve%Lot 72 - 2406 UR.rup Celc - WIS Front Door feces: S Job M Ashton- Starlight Homes Performed for: Lot 72 - 2406 UR Sanford, FL 32773 Level 1 TViW REVISION Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 vvwwenergyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 1 Right -Suite® Universal 2017 17.0.28 RSU17012 2018Jan-19 11:43:05 am Preserve\Lot 72 - 2406 UR.rup a Job #: Ashton- Starlight Homes Performed for: Lot 72 - 2406 UR Sanford, FL 32773 level2 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP eVILD,NC SF- SANFORD pA RTN VtEvjSj0t4 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 2 Right -Suite® Universal 2017 17.0.28 RSU17012 2018Jan-19 11:43:05 am Preserve\Lot 72 - 2406 UR.rup i ENVIRONMENTS FOR LiD SITE 10, 57714.1 LOT: 72 BLOCK HOUSE 3040 STREET: NIGHT HERON OR CRY: SANFORD STATE: FL LP: 52771 COUNTY: SEMINOLE ACCOUNT* 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: HOP 10f1641017 PROGRAM: MERB1100% TESTER: EFL IECC: 2000 CLIMATE ZONE PROPERTY OWNER: PROPERTY ADDRESS: 390 NIGHT HERON DR, SANFORD, FL 32771 i TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Revelle DATE: M1=010 TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED WA 5.1 Allk Access Panty (futly gasketed and insulated x 5.2 Abic dM own Sisu (tufty Gasksted and insulated x 5.4 Recessed Ligh6ng Futures (ICAT labeled and sealed to d 0 x 5.5 Whol"ouse Fan insulated gaskoted to the opening x 7.3 Fresh sir venuladon installed pet programspecs x Blovwr Door BO Ta at 80 ACIMM BUILDING ORIENTATION PROGRAM VOLUME U. CODE VOLUME CU. PROGRAM SHELL 0. CODE SHELL E 90' WA 22.440 0 0 PROGRAM CFM 00 CODE CFM 00 PROGRAM ACH 00 CODE ACH 00 PROGRAM of SM0 CODE of 8hea 0 12,619 7 1,559 4.17 Mauve Mel edmt 0 Bdn112 0 Bdtm D 0 Btrm 0 0 Rm 1 0 Rm 3 0 Doter 0 Bdrm 4 0 Rm 2 0 CO Detectors EmW Star Qualified rani EfOdeM UOMM P 7 00 of a Of Marawbed Ughts Mum Be CFL Or LED Low flow Faaoeb. Tollels se0 x Proormamble TManosbd7 x Cer101M Green Pn*mm Level Re*dme VWW bupacllon Symm ram Looatloa Manafeabrtar Name Model N Model 62 Model00 Model e4 SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM 1 FURNACE SYSTEM 1 HVAC ODUTDOOR OUTSIDE CARRIER CM14NB036 SYSTEM 1 MVAC INDOOR COIL SYSTEM HVAC AMU (HEAT PUMP INTERIOR CARRIER F34CNP036 SYSTEM 2 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AMU (NEAT PUMP SYSTEM 3 FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AMU (HEAT PUMP SYSTEM 4 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AMU (HEAT PUMP) nun ease sorctrtftartnwn BUILDING CHARACTERISTICS ASDESIGN -VALUES AS BUILT -VALUES COMMMENT a OF BEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA I NA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS REM NA NA DUCT SUPPLY R•VALUE(REM) NA NA DUCT RETURN R-VALUE REM NA NA TEST: BLOWER DOOR RESULT: PA89 TESTER: OweReveb DATE: 08IM18 RNILDINO SGECIREATIOMS BUILDING CHARACTERISTICS ASDESIGN -VALUES ABBUILT-VALUES COMMMENT PROGRAMMABLE THERMOSTATS (PRIF) YES WATER HEATER TYPE PRIF CONVENTIONAL WATER HEATER FUEL TYPE PRIF ELECTRIC WATER HEATER SIZE, EFFICIENCY 5 LOCATION PRI INFILTRATION HOUSE LKG ACM REM NA HI • 4.17 CI : 4.17 ACM 50 Posauls FRESH AIR VENTILATION TYPE PRIF AIR CYCLER VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL REM NA NA VENTILATION FLOW REQUIRED REM NA NA VENTILATION EQUIP, RATED CFM REM NA NA VENTILATION 0 Of FANS REM NA NA VENTILATION TIME- HRSIDAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR IPRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC' S PRI INTERIOR % OF CFVS PRIF DISHWASHER PRI REFRIGERATOR PRI FOUNDATION TYPE (PRIF) SLAB TYPE PRIF SLAB AREA (PRI SLAB DEPTH PRIf SLAB FULL PERIMETER PRI SLAB GRADE PRIf FLOW RING PRIF HEATING REM NA NA COOLING REM NA INA AIR - SOURCE HP REM NA NA WATER HEATING (REM) NA NA TEST: DUCT BLASTER RESULT: PASS TESTER: Onve ReveOe DATE: OO11212016 TOTAL CONDITIONED FLOOR AREA 1 0 2.405 CFA SO FT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET SYSTEM 1 SO FT. SERVED (CFA) 0 2.406 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 0 102 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 53 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Infinly% 2 20% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 209 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM I TOTAL DUCT LEAKAGE (% OF NON% 0.00% CFM23) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 2 SO FT. SERVED (CFA) 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE 0 0 SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 3 80 FT. SERVED (CFA) 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET ° ° (CFM26) ACTUAL CFA) ACTUAL SYSTEM 4 SO FT. SERVED (CFA) 0 0 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL TEST: DUCT BLASTER RESULT: PASS TESTER: Owe RweSt DATE: W1212016 SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM/TOTAL DUCT LEAKAGE(% OF CFM25) TARGET 10101 (CFM25) ACTUAL . CFA) ACTUAL . RLIILOIN92 SPFCIFICA IfM BUILOINO CtlARACTERWKW AS DESIGN • VALUEB A8 BUILT • VALUEB COMYMENT DUCT LEAKAGE TO OUTSIDE REM NA 0 022rCF,M2CFA;ii ;ft TOTAL DUCT LEAKAGE (REM) Q 1?CFM25JI CF.AaAM .r• '.ti-• FLOW RING PRIF) 4-3g 9 N 1'<1hf key o-n t,- n - 3 vq I I l RR z oa m a' D fV co co h: be Lu g av Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' FINAL BOUNDARY SURVEY WYNDHAM PRESERVE LOT 72 PB 81, PG 93) LOT 71 1..,D 53.6' 36.0 i 2 ^ ' 2 STORYLOT72A/c M ; AREA = PAD RESIDENCE N ; 7,136 S.F. ai 3948 NIGHT HERON DRIVE x 2N ' 0. 9 9 PAno FFE= 23.07' 4.0 N 53.6' 9.8 40.0 rcr" L"' u" a"t LEGEND: LB -Licensed sinesa BFP-Bockflow Preventer Sight Distance Easement S -Survey PRM Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florido Power & Light P -Plat FFE -Finish Floor Elevation 0. . -Deed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B. -Plat Book Zy-Fire Hydrant Pg.-Page RCO -Reclaimed Water Meter Elev. -Elevation RCM -Reclaimed Water Valve Cone. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk E -Electric Box FIFE -Finished Floor Elevation Qj -Utility Pole Cl -Curb Inlet Guy Pole GTI -Grote Top Inlet Light Pole P.U.E.-Public Utility Easement E--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride 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 COO -Clean Out FMGO -MAG NAIL & DISK XCVD4-Irrigation Control Valve P.K. -Parker Kalon Nail a -Sign SIR -Set 1/2' Iron Rod L87768 W04-Gate Water Valve SPKD -Set P.K. & Disk L.87768 Gas Meter FIR -Found 1/2' Iron Rod L87768 r1• -Existing Grade FiP -Found 1/2' Iron Pipe L.87768 a -Blow-off Valve FPKO-Found P.K. Nail & Disk L87768 ter -Drainage Flow Direction FCM -Found 4'x4'_ Concrete _ , 10.0 -Proposed. Design Grade Date 118.93, S89' LOT 73 SURVEY NOTE: NO SOD AT TIME OF SURVEY DEMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. I I I SMGD I1 1 N1• zl O UC CA i ICONC WALK 25.3' 1 I O Ooy SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plot of DHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties Is prohibited without the written consent of the signing party or parties. S. This survey is intended to be displayed at 1' - 20'. 7. All boundary line dimensions are Held measured unless otherwise noted. SMGD zX UU i 89'43'03" E T! PCP 3 W L110 Ir BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "r DESCRIPTION: LOT 72, according to the plat of "WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 05 29 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 2.027, Florida Statutes. / GeoPoint Surveying, Inc. eRIDAs D. Leviner LS6915Drown: RCA Chocked:JDL P.C.: Data File:f3 sonEast-f latPROFESSIONALSURVEYOR & MAPPER NO. ..............5. NOT VALID WHOM THE SIGNATURE AND THE ORIGINAL Date:05/29/18 Dwg:tAfaaonEmt-1ot72 Order No.: ^ RUSFn SFAI nF A Fl nRInA I ICFNSFO SURVFYAR min MAPPFR SEC. 17 - TWN. 20 S. - RNG. M E. Field Bk FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3948 Night Heron Dr Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 3948 Night Heron Dr (Lot 72) Jurisdiction: Cond. Floor Area: 2406 Cond. Volume: 22448 Envelope Leakage Test Results Regression Data: C: n: C:....1..... A..Ir: 0..:..r T....• flare R: HOUSE PRESSURE FLOW: 1 50 Pa 1559 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm Leakage Characteristics CFM(50): 1559 ELA: 86 EgLA: 203 ACH: 4.17 SLA: .04 ACH(50) ' : 4.17 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405.2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2 Digitally signed by Dave Revelle L Date: 2018.06.12 12:27:06 EDT CN=Dave Revelle, O-TopBuild Home Services, OU, EMAI LAD DR ESS=dave.revelle Signature: Otopbuild.com, C=US Printed Name: Dave Revelle Date: 06/12/2018 Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7). Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing Topeuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 10125I2017 377143EFL FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 3948 Night Heron Dr Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: Duct Test Time: Post Construction Duct Lpakane Test Rpsults CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 53 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Dud System Leakage Sum lines 1-4 53 Divide by 2406 Total conditioned Floor At-) 0.0220 (On,Out) 1 hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. Digitally a' nod by Dav* Revell* Date: 201E.06.12 12 27.04 EDT Rater Of Record: HomeCNzDavo Rev*Ile, DeTODawWHomearvicos, QV. Mill Printed Name: m ave Reyillidd*'o•oom, c=us RESNET t 4311088 Date: 06/12/2018 Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. Building OfBdai: Date: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 377143EFL