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2610 Flicker Cv 17-3643; NEW SFH
COUNTY OF SEMINOLE 3 P `13IMPACTFEESTATEMENT STATEMENT NUMBER: 17100009 DATE: December 29, 2017 BUILDING APPLICATION #: 17-10000967+ BUILDING PERMIT NUMBER: 17-10000967 7Q1 UNIT ADDRESS: FLICKER CV 2610 TRAFFIC ZONE:022 JURISDICTION:, 17-20-31-502-0000-1290 I SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER AME: 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: 2610 FLICKER COVE/ WYNDHAM PRESERVE LOT 129 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 Family HoNsAng .00 1.000 dwl unit 00FIREng1eRREE 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 SCHOOLS 1.000 dwl unit 54.00 CO -WIDE ORD Si ngle Family HousAing 5,000.00 1.000 dwl unit 5,000.00 PARKS 00. 00 LAW ENFORCE N/A DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: I'V I/ \ PLEASE PRINT NAME) DATE: , Is), 2 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT T IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. THIS INSTRUMEPREPARED BY: #11MI LCtULy t 111111111111111111111111111111111111111 Name: Starlight HT Florida, LLC GRANT MALOYr SEMINOLE COUNTY Address: 1064 Greenwood Suits 124 Lake Marv_ FL 3274B 1 1 CLERY. OF CIRCUIT COURT h COMPTROLLER lBY. 9048 P9 1327 (IF. vsp NOTICE OF COMMENCEMENT CLERKIS RECORDED * 1201713100 232017912:13:50 PM RECORDINGFEESslo.110 StateofFloridaRECORDEDBYtsmithCounty of Seminole Permit Number: Parcel ID Number. 17-20-31-502-0000-1l9c ) The undersigned hereby gives notice that Improvement will be made to certain real property, and In accordance with Chapter713, 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. Let IAq Address: z.t_Q10 'F1 CLk er' Cove. r GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (If other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served asprovidedbySection713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Llenor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a differentdateIsspecified) 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 INREND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Und p n s of perjury, t declare that I have read the foregoing and that the facts stated In It are true toetofyknowledgeandbelief. Ownefs Sl tattua owner's Printed Name Flodda Statute 713.13(1)(g): ' The owner must sign the notice of Commencement and no one else may be permitted to stgn In We orher stead.* ^`f `.?a c q/ State of ` rL- v, County of I The foregoing Instrument was nowledged before me this day of _ 0 r ` Y ` X r 5 , Id1 b JX . Who Is personally known to me Name of person making statement :c . i i:. •: i OR whohasproducedidentification type of Identification produced: .; -:: ;_. ;• C.: It 1..• Shayne Mangel Lo C. cc, NOTARY PUBLIC STATE OF FLORIDA Comm#GG113111 - Natw SignatureExpires 6/21/2021 I;I DEC 14 2W G I33Y• In, CITY J NFORD BOIL /ING FIRE PREVENTION PERMIT APPLICATION Application No: 1-1-3(pq 3 Documented Construction Value: S 4 2^19 (.31.00 Job Address:aCnlo 'Rit:y r ('_aye- njjrA 32313 Historic District: Yes No Parcel ID: 17-20-31-502-0000- lag o Wyndham Preserve Lot 199 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: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 Fax: 407-647-0700 State License No.: CGC1522347 Arch itect/EngIneer Information Name: Mulhem & Kulp Phone: 215-046-8001 Street: 20 South Maple Street, Suite 150 City, St, Zip: Ambler, PA Bonding Company: Address: NA Fax: E-mail: sives@mulhemkulp.com Mortgage Lender: NA Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR II1+ipROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application i f 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 com Aiagce with all applicable laws regulating construction and zoning. Print Owner/Agent's 4,- q t,) I Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name 915, Signature of No -State of Florida 0 Date Signature of N -State of Florida Date 1 Shayne Mangel NOTARY PUBLIC s FLORIDA q Sheyne Mangel NOTARY PUBLIC STATE OF r Comm# GG113111 Owner/AgentfICE Pi li 1SJ:Kh r1 to Me or STATE OF FLORIDA Comm113111 Contractor llg nt rsx IpresPlyKnowntoMeor Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building g Electrical Er Mechanical®' Plumbing® Gas[-] Roof Construction Type: Occupancy Use: 23 Flood Zone: X -I CIE: A:—,-rACNED Total Sq Ft of Bldg: 7-4,5 SP Min. Occupancy Load: # of Stories: 2- New Construction: Electric - # of Amps 1 Plumbing - # of Fixtures 17 Fire Sprinkler Permit: Yes No [Z # of Heads APPROVALS: ZONING UTILITIES: COMMENTS: ENGINEERING: V%TC 1 ' Z _'1D18 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 2-6.3"1. role. 2121 V ZStovet'y - U , Crf- Fire Alarm Permit: Yes No El WASTE WATER: BUILDING: C.F 1. 3I- 8- Revised: June 30, 2015 Permit Application 9- ; P P;•. CITY OF SANFORD BUILDING & FIRE PREVENTIONI DEC y 2011 PERMIT APPLICATION Application No: 3 Documented Construction Value: $ I ?A } Job Address:at..n1Q TILVCK C ve-, .1—:!atn6ri 32,113 Historic District: Yes No Parcel ID: 17-20-31-502-0000- tag o Wyndham Preserve Lot 19kq 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? : City, State Zip: Roswell, GA 30076 Contractor information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 No Fax: 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.tom Bonding Company: Address: NA Mortgage Lender: NA Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Sbail 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 f f ..r ... NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 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 co-mDt"ce with all applicable laws regulating construction and zoning. Print Owner/Agent's Name " QI Signature of No -State of Florida 0 Date Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name 915, Signature of N -State of Florida 6 Date Shayne Mangel ; , y Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA NOTARY PUBLIC Comm# GG113111 ; •; jo STATE OF FLORIDAl,4-„AComm# GG113111 Owner/ Age$VEA;PEW7jtfMPJVJMA to Me or ContractorfAgnt rSx Ire ,e iy Known to Me or ProducedIDTypeofIDProducedIDTypeofIDBELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES -/ 8 -/ WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: l a --T -11 Project Name: Wyndham Preserve -Lot lag Project Address:2,U10 T_-J i cacti G/ 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. Y v i u_'? U- Print wner/I'enant Signature of Owner/Tenant Robert Willets Pri t N e of Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # Easte rbroc k Print Name of El. Contractor offfignatGre of El. Contractor 62 Q0o70qrD El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: o Progress Energy o Florida Power and Light on Rev. 02/10/15) 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.mangelOstarlighthomes.com Property Address: 2610 Flicker Cove Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1290 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: O 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) OFFICE L S•E ONL Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-3643 Reviewed by: Michael Cash, CFM Date: January 2, 2017 a 0 04 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & VV0, Dq Landscaping in Right -of -Way www.sanfordfl.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 Clty's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly Identifying the x most%below. size and location of the existing right-of-way and use shall be provided or application could be delayed, callbeforoyoudg 1. Project Locatlon/Address: GVA10 T—_11C "V- C_Odt_ Sr4 Y,,k < -A mil _ a)2<7 -1 2. Proposed Activity Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: 6N -,P-W .SF-9— This application is subm PropenyOwne, John Reny Signature: _ Print Name: Address: Y aXA; r— Phone: 4Ctl- g- pltot Fax: 't41-te41- W00 Email: lfyyt6 pateb.-11 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 Instatatlonlimprovement 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 activities by the City becomes In conflict with the above permitted activity, the permlttee shad remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area In accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councilpersons, 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 reo-el%d yn e standlWabove statement and by signing this application I agree to its terms. Signature: Date:y Z — 1 )l This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: t - 2 - 2b 1$ Date: November 2015 ROW Use Drhreway.pdf 12f7/2017 0 CH PAPPRRi pp se...ro eoourrr Bartow Parcel Information SCPA Parcel View: 17-20-31-502-0000-1290 Property Record Card Parcel: 17-20-31-502-0000-1290 Owner: STARLIGHT HOMES FLA LLC Property Address: 2610 FLICKER CV SANFORD, FL 32773 Parcel 17-20-31-502-00 Owner STAR T HOMES FLA LLC Property Address 2410 FLICKER CV SANFORD. FL 32773 Ma" 24 LAKE MARY, FL 32746-5418 Subdivision DAM PRESERVE Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions A Legal Description LOT 129 WYNDHAM PRESERVE PB 81 PGS 93-102 Taxes t'? 25.19 40 40 o % s N '! 9 'r"! 128 127 1 to ti fV CD CID W oa 40.17 4107 AA Seminole Countv GIS1. Value Summary 2018 Working Values 2017 Certified Values Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 14,000 14,000 Land Value Ag Just/Market Value " 14,000 14.000 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 0 0 PSG Adj 0 Iso Assessed Value 14,000 14,000 Tax Amount without SOH: $266.58 2017 Tax Bill Amount $266.58 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 14,000 0 14,000 Schools 14,000 0 14,000 City Sanford 14,000 0 14,000 SJWM(Saint Johns Water Management) 14,000 0 14,000 County Bonds 14.000 0 14.000 Sales Description Date Book Page Amount Qualified Vac/Imp SPECIAL WARRANTY DEED 8/1/2017 08965 om 3,606,000 No I Improved Find Comparable Sales Land Method Frontage Depth Units Units Price Land Value LOT 1 1 $14,000.00 14,000 Building Information Permits Permit # Description Agency Amount CO Date Permit Date http://parceldetail.scpafl.org/ParceiDetaillnfo.aspx?PID=17203150200001290 1 /2 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES - DETACHED Permit # i'1- S L`l 3 Address: 2-6 l o BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond ; 20 1 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 ECHANICALPEIt1VII'T r = ;:, _~T >- v . '. _ _,:°_ t• Min Max Inspection Description ; 10 Mechanical Rough ; 1000 Mechanical Final REVISED: June 2014 RECORD Copy FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business'and Professional Regulation - Residential Performance Method Project Name: Lot 129 - 2121 UR Builder Name: Starlight Homes S 20 qN,cStreet: 2610 Flicker Cv Permit Office: Seminole County City, State. Zip: Sanford. FL. 32773 Permit Number# 17 - 3 6 43 A Owner. i}or4-4VYYv Design Location: FL, Sanford i Jurisdiction: GA r,vpT'ni 1E0'1 County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (2379.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1236.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 912.33 It' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 4. Number of Bedrooms 4 d. WA R= ft' 5. Is this a worst case? No 10. Ceiling Types (1264.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1264.00 11' 6. Conditioned floor area above grade (W) 2121 b. N/A R= ft' Conditioned floor area below grade (ft2) 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(191.4 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 424.2 a. U-Factor. Dbl, U=0.34 150.42 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: NIA 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 14. Hot water systems 8. Floor Types (1264.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 853.00 ft' b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 411.00 ft' None c. N/A R= ft' 15. Credits Pstat Glass/ Floor Area: 0.090 Total Proposed Modified Loads: 61.19 PASS TotalBaselineLoads: 63.76 1 hereby certify that the plans and specifications covered by Review of the plans and STgrF thiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis04- tt1E y ,; • O Code. calculation indicates compliance with the Florida Energy Code. 4F °.•°,,. O 1_ n n„ .:;; „ 2 PREPAREDBY: Before construction is completed al DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Ener Code. G'Op WE OWNER/ AGENT BUILDING OFFICIAL: DATE:% DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (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. 10/ 17/2017 4:18 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 129 - 2121 UR Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2121 Lot # 129 Owner. Total Stories: 2 Slock/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: 2610 Flicker Cv 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 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 2121 18203.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 853 7932.9 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1268 10270.8 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 97.8 ft 0 853 ft2 0 0 1 2 Floor over Garage Floor 2 ____ — 411 ft2 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 1414 ft2 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1264 ft2 N N 10/17/2017 4:18 PM EnergyGaugeO USA - v5.1 - 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 1264 ft' 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 W Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft' 0 0.25 0.6 0 2 W Exterior Concrete Block - Int Insul Floor 1 4.1 33 3 9 4 310.3 fill 0 0 0.6 0 3 S Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft' 0 0.25 0.6 0 4 S Exterior Concrete Block - Int Insul Floor 1 4A 7 9 9 4 72.3 ft' 0 0 0.6 0 5 E Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft' 0 0.25 0.6 0 6 E Exterior Concrete Block - Int Insul Floor 1 4.1 28 9 9 4 268.3 ft' 0 0 0.6 0 7 N Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft' 0 0.25 0.6 0 8 N Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 4 261.3 ft' 0 0 0.6 0 9 S Garage Frame - Wood Floor 1 13 24 9 9 4 231.0 ft' 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Wood Floor 1 None 39 3 6 8 20 ft' 2 Wood Floor 1 None 39 2 8 6 8 17.9 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 W 1 None Low-E Double Yes 0.34 0.26 15.0 fl1 ft 0 in 1 ft 0 in None None 2 S 3 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 3 S 3 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 3 ft 0 in None None 4 S 3 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 5 ft 0 in None None 5 E 5 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 It 0 in 1 It 0 in None None 6 N 7 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 In None None 7 N 8 Wood Double (Clear) Yes 0.58 0.25 41.0 ft' 1 ft 0 in 11 ft 0 in None None 8 N 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 11 ft 0 in None None 9 N 8 None Low-E Double Yes 0.34 0.26 15.4 ft' 1 ft 0 in 11 fl0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411ft' 411ft' 64ft 9.3ft 0 A 10/ 17/2017 4:18 PM EnergyGauge® USA - v5.1 - 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) 000382 2123.8 116.59 219.27 .3431 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 Duds 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft' DUCTS Supply — Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 424.2 ft Floor 2 106.05 Prop. Leak Free Floor 2 — cfm 63.6 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb Mar HeatinJan Feb m Mar Ventin Jan Feb Mar Ceiling Fans: r Ma Jun Jul Au nSe ( j wprfiMayJunJulAugSep [ ] r [ Ma Jun Jul Au Se [xl Oct Nov Oct f X Nov Od [ X Nov Dec Dec Dec 10/ 17/2017 4:18 PM EnergyGauge® USA - v5.1 - 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 73 0 0 1 - Electric Heat Pump 1 - Central Unit 10/17/2017 4:18 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 2610 Flicker Cv, Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (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. WA SHGC: d. U-Factor. WA SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1236.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 912.33 ft' 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (vented) R=30.0 1264.00 ft' 2121 b. N/A R= ft2 Area c. N/A R= ft' 150.42 ft' Ducts R ft' a. Sup: Attic, Ret: Floor 2. AH: Floor 2a. 6 424.2 41.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a. Central Unit 36.0 SEERA4.00 ft' 1.000 ft. 0.258 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 853.00 ft' b. Floor over Garage R=19.0 411.00 ft' c. WA 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: %3t-JYJ 0, t Date: !(, Address of New Home: - R u- fg p City/FL Zip: kBtu/ hr Efficiency 36. 0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat o' i-ceE SrA So 0 4F-- nmt O o WF 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. 10/ 17/2017 4:18 PM EnergyGauge® USA - v5.1 - 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 129 - 2121 UR Builder Name: Starlight Homes Street: 2610 Flicker Cv Permit Office: Seminole County City, State. Zip: Sanford , FL. 32773 Permit Number: Owner. Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall 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 10/17/2017 4:18 PM EnergyGauge® USA - v5.1 - 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 129 - 2121 UR Builder Name: Starlight Homes Street: 2610 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2121 sq.ft. Cond. Volume: 18204 cu ft. Envelope Leakage Test Results Regression Data: Leakage Characteristics CFM(50): C: n: R: ELA: Single or Multi Point Test Data I HOUSE PRESSURE I FLOW: I EgLA' ACH: SLA: ACH(50)' : 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)(0, (9). 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 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: 10/17/2017 4:18 PM 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: EnergyGauge® USA - v5.1 - 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 129 - 2121 UR Builder Name: Starlight Homes Street: 2610 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) On,Out) I certify the tested duct leakage to outside. On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by OTt1E STgl testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553.993(5) or (7), 11 Florida Statutes, or individuals licensed a as set forth in Section 489.105(3)(0, e r t g), or (i), Florida Statutes. COD WE BUILDING OFFICIAL: DATE: 10/ 17/2017 4:18 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft• Project Summary Date. 4181 0ht'Wyndham Entire House By. Energy Air, Inc Plan: 1802 S 5401 Energy Air. Ct, Odando. FL 32810 Phone:407-SM3729 Email: GRenner®energyairmm v kb: ew wenergyaircom For. Lot 129 - 2121 UR, Starlight Homes 2610 Flicker Cv, Sanford, FL 32773 Notes: Weather. Orlando ExecutiveAP, FL, US Winter Design Conditions Outside db 44 OF Inside db 68 OF Design TD 24 OF Heating Summary Structure 13698 Btuh Duds 2714 Btuh Central vent (73 drn) 1901 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 18312 Btuh Method Construction quality Fireplaces Area (fl Volume (ft) Air changes/hour Equiv. AVF (drn) Infiltration Simplified Semi -tight Heatin CO 2011V 18223 18223 0.22 0.11 67 33 Heating Equipment Summary Make Caner Trade CARRIER AIR CONDITIONING Model CH14NBO3600008 AHRI ref 8068612 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 grAb Sensible Cooling Equipment Load Sizing Structure 16728 Btuh Ducts 3805 Btuh Central vent (73 dm) 1405 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/svAn multiplier 1.00Equipmentsensibleload21939 Btuh Latent Cooling Equipment Load Sizing Structure 1989 Bbuh Duds 718 Btuh Central vent (73 drrl) 2158 Btuh Outside air Equipment latent load 4866 Btuh Equipment Total Load (Sen+Lat) 26805 Btuh Req. total capacity at 0.70 SHR 2.6 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO360000B Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 23100 Btuh Heating output 33800 Btuh @ 470F Latent cooling 9900 Btuh Temperature rise 29 OF Total cooling 33000 Btuh Actual air flow 1070 dm Actual air flow 1070 dm Airflowfactor 0.065 cfnBtuh Air flow factor 0.052 dmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point = 29 OF Backup: Input = 5 kW, Output =17616 Btuh, 100AFUE Solditalic values have been manua0yovenidden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right-Suite®Unnersal201717A28RSU17013 2017-00-17 16:16:51 Pagel ACiCA._SpedfidwyndhamPresenelLot129-2121 URrup Ceic=Mill Front Door faces S wrightsofts Manual S Compliance Report Entire House Energy Air, Inc 5401 EnergyAr, Ck Orlando, FL 32810 Phone:407-888-3729 Email: GRenner@energyairmm Vkkb: wmN.energyaircom For. Lot 129 - 2121 UR, Starlight Homes 2610 Flicker Cv, Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 21939 Btuh Outdoor design WB: 75.9°F Latentgain: 4866 Btuh Indoor design DB: 75.0°F Total gain: 26805 Btuh Indoor RH: 50% Estimated airflow: 1070 cIrn Manufacturers Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cIrn Sensible capacity: 23961 Btuh 109% of load Latent capacity: 6713 Btuh 138% of load Total capacity: 30674 Btuh 114% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 18312 Btuh Indoor design DB: 68.0°F Job. Starlight -Wyndham Data: 4/18/2017 Plan: 1802 S Entering coil DB: 76.9°F Entering coil WB: 63.9°F Entering coil DB: 66.2"F Manufacturers Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow. 1070 dm Output capacity: 33800 Btuh 185% of load Capacity balance: 29 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer. Model: Actual airflow: 1070 cfin Output capacity: 5.2 kW 96% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. wrightsoft• Right-Sune®Uni%erse1201717.028RSU17013 2017-Oct 1718:11 ACCA ... S edfid Papgee 1 p Wyndham Presen eV-ot 129 - 2121 URrup Celc= MJ8 Front Door faces: S Duct System Summary Job: Starlight -Wyndham wrightsofte Data: 4118n017 Entire House Energy Air, Inc Plan: 1802 S 5401 Energy Air, CL Orlando. FL 32810 Phone: 407-886-3729 Enail: GRenner®energyairoom Wab: wmv.energyairoom For. Lot 129 - 2121 UR, Starlight Homes 2610 Flicker Cv, Sanford, FL 32773 External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.141 in/100ft 1070 dm 199 ft Coding 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.141 in/100ft 1070 dim Name Design BbJh) Htg 0m) Gg 0m) Design FIR Diam in) H x W n) Dud Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk FanMnMit h 2228 145 100 0.141 8.0 Ox 0 VIFx 49.0 150.0 Sl6 FanvUnucit-A h 2228 145 100 0.141 8.0 Ox 0 VIFx 33.3 165.0 st5 FanVDn^at-B h 2228 145 100 0.161 7.0 Ox 0 VIFx 34.0 140.0 st6 FamiDnMit-C h 2228 145 100 0.142 8.0 Ox 0 VIFx 31.9 165.0 st5 bath2 h 499 33 28 0.185 4.0 Ox 0 VIFx 26.5 125.0 SO bedroom 2 C 1971 42 103 0.332 6.0 0x 0 VIFx 4.3 80.0 bedroom C 1644 75 86 0.306 6.0 Ox0 VIFx 11.5 80.0 bedroom h 1401 91 89 0.195 6.0 0x 0 VIFx 23.7 120.0 St2 d3-A h 201 13 11 0.194 4.0 Ox 0 VIFx 24.2 120.0 St2 Indy c 748 7 39 0.198 4.0 Ox 0 VIFx 21.2 120.0 St2 loft C 1828 41 95 0.334 6.0 Ox 0 VIFx 8.9 75.0 m, bath h 622 41 35 0.196 4.0 Ox 0 VIFx 17.8 125.0 St3 m, bedroom . C 2271 88 118 0.199 7.0 Ox 0 VIFx 15.7 125.0 St3 pntl'A h 260 17 13 0.146 4.0 Ox 0 VIFx 31.2 160.0 St6 pmdr-A c 241 0 13 0.149 4.0 Ox 0 VIFx 38.2 150.0 st6 vAc c 259 12 14 0.197 4.0 Ox 0 VIFx 17.5 125.0 St3 wia C 570 29 30 0.182 4.0 Ox 0 VIFx 28.6 125.0 St2 Bdd*alk values have been manuaUyovenldden wrightsoft° Rght•Suite®Universal201717.0.28RSU17013 A=k ...SpedfidWyndham Presernell-ot 129 - 2121 UR rup Celc = M38 Front Door races: S 2017-OQ-1716:16:51 Page 1 Name Trunk Type Htg dm) CA dm) Design FR Veloc fpm) Diam in) H x W in) Dud Material Trunk st5 PeakAVF 291 199 0.141 533 10.0 0 x 0 VinlFlx st1 st1 PeakAVF 291 199 0.141 533 10.0 0 x 0 VinlFlx st6 PeakAVF 307 224 0.141 307 6.0 12 x 12 RedFbg st4 st2 PeakAVF 173 196 0.182 563 8.0 0 x 0 VinlFlx st3 PeakAVF 141 166 0.196 477 8.0 0 x 0 VinlFlx st4 PeakAVF 307 224 0.141 564 10.0 0 x 0 VinlFlx Name Grille Size (in) Htg dm) Clg dm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Dud Matl Trunk rb1 0x 0 1070 1070 0 0 0 0 Ox 0 VIFx Bold?talic values have been manua0yoverrfdden 2017-0d-17 16:16:51 t wrightsOft• Right-Suite®Uni.ersal 201717.026 RSu17013 Page 2 ACCA ...SpedfickAgndhem Presemtot 129 - 2121 URlup Celc = MJ8 Front Door faces: S Level 1 Fam/Din/Kd • 10 x 10 145 ch 12x8 145 ch 8" 8" Sup Riser 10- 8„ 10x10 I 145 ch 12 x6 145 d m \ 7 8x4 7viw F 13cfn 8xts17 Sup iser 12x12 WE Garage Job*. Starlight - Wyndham Energy Air, Inc Scale: 1 /8" =1'0" Performed for: Page 1 Lot 129 - 2121 UR 5401 EnergyAir, Ct Righk%iha Unkersal 2017 2610 Flicker Cv Orlando, FL 32810 17.028 RSU17013 Sanford, FL 32773 Phone: 40M8G3729w. m Pres rwe'Lot117-Oct 1716212t UR.n,p wwerergyair.com GRenner@energyaircom F.".q;a wa AHU ON MEI 3.0 Ton 240'v Job It Starlight -Wyndham Performed for: Lot 129 - 2121 UR 2610 Flicker Cv Sanford, FL 32773 Level 2 Energy Air, Inc 5401 EnergyAlr, Ct Orlando, FL 32810 Phone: 407-886.3729 www.energyaircom GRenner@energyaircom Scale: 1/8"=1'0" Page 2 Right -%WA Umvarsal 2017 17.028 RSU 17013 2017-OCE1716:1702 m Presereelat 129 - 2121 UR.rup OC 4 Z 12 WYNDHAM PRESERVE - LOT 129 PLOT PLAN CURVE DATA TABLE NO. RADIUS DELTA - ARC CHORD BEARING C1 125.13' 018'23'38" 40.17' 40.00' N 87'22'18" E C2 25.00' 101.48'41" 44.42' 38.81' S 50*55'11" E C3 25.00' 089'43'07" 39.15' 35.27' S 44'50'44" W C4 100.13' 03848'06" 67.81 66.52' S 84'41'24" W C5 198.65' 028'25'35" 98.56' 97.55' N 14'13'37" W I o m o N c0 o II w a a N W t , U0 a b Cn ro o o bz 0 mc C o M m .0 m BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. LOT AREA CALCULATIONS LOT = 7.265 SQ.FT. LIVING AREA= 853 SQ.FT. GARAGE = 411 SQ.FT. ENTRY = 44 SQ.FT. DRIVEWAY = 407 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 88 SQ.FT. C PAD 9 SQ.FT. PERVIOUS= L• 3 q SOD = 5.353 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 7.558 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 959 SQ.FT. SOD = 933 SQ.FT. TOTAL AREA AREA = 14,823 SQ.FT. DRIVEWAY = 551 SQ.FT. SIDEWALK = 1.047 SQ.FT. SOD = 6.286 SQ.FT. PCP WI a. A oil Z 0 ow Q W fY, 3 Ck: a W° W00 Ln y Q J W G a. Q- C7 o v Q z Z WYNDHAM PRESERVE LOT 129 PB 81, PG 93) 40.0' 8P I7-3to43 < I 20 ZONINGDATE 4—*- Ok to construct single family home with setbacks and impervious area shown on plan. Vo . 3 % imp. 2_0 01scove"-U, &L rr-r -ruui r-qu mart LEGEND:ADUSSD-Access/Ominoge/UGrities/SidewalkLB -Licensed usiness BFP-Backflow Preventer Sight Distance Easement S -Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point 0 -Description FP&L-Florida Power dt Light P -Plat FFE-Finish Floor Elevation D. . -Deed Book Water Meter O.R.-Official Records Book Da -Water Valve P.B. -Plat Book it Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev. -Elevation RCM -Reclaimed Water Valve Cone. -Concrete M-Cable Box SP -Brick Paver m -Telephone Box SW -Sidewalk m -Electric Box FFE-Finished Floor Elevation 0—Utility Pole CI -Curb Inlet Guy Pole Gn -Grote Top Inlet Light Pole P.U.E.-Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS-No Comer Set (Falls in Water) m-Sanitary Sewer Manhole SF -Square Feet iWo -Electric Handhole D.U.E.-Drainage/Utility Easement Coo -Clean Out FMGD-MAG NAIL Qc DISK CVD4-Irrigation Control Valve P.K.-Porker Kolon Nail p-Sign SIR -Set 1/2" Iron Rod LB7768 W04-Gate Water Valve SPKD -Set P.K. & Disk LB7768 IR-Gas MeterFIR -Found 1/2" Iron Rod LB7768 1 . -Existing Grade FlP-Found 1/2" Iron Pipe LB7768 a -Blow -off Valve FPKD -Found P.K. Nail &Disk LB7768 --Drainage Flow Direction FCM-Found 4'x4' Concrete 10.0-Proposed Design Grade Description I Date I Dwn. Ck'd I P.C. I Order No. REVISED CALCULATIONS 1 1/22/18 1 MTP I JDL z W a U. O 11 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE". City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' LAKE MARY BOULEVARD VARIABLE WIDTH R/W PER EAST LAKE MARY BOULEVARD R/W MAP COUNTY PROJECT PS-0137 10' UTILITY, BUFFER, WALL, LANDSCAPE, EASEMENT i i w1I I PIA"IA1/1 p1/I i I 31.4' 31.6, L _. LOT 129 v AREA = 7,265 S.F. ± 10.0 oA/C% o PATIOc cv.v 2 7-d PROPOSED 2 STORY RESIDENCE 2121 DISCOVERY n ELEVATION - U GARAGE - RIGHT FFE= 30.0 ft I ; ORCI N ' 1 ; 0• I t 10' UTILITY — EASEMENT (P) I PROPOSED CONC WALK 16.0' v N i 10.3, ww 0 O Z LOT 128 J 0 ~ Z i 10.3' CON B~EDGE OF PAVEMENT FLICKER COVE CV i EE PROP` C0 SEb 5' C4 CENTER PCP50' RIGHT—OF—WAY LINE PRIVATE ROAD) 651,Z6 QCP ASPHALT PAVEMENT j g29 D0MNSION NOTE: Proposed building dimensions shown hereon are of the exterior. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to surrey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades do finished floor elevations shown hereon are from the construction plan for *WYNDHAM PRESERVE". City of Sanford Seminole County. Florida. 5. This Plot Plan is subject to matters shown on the construction plans for VYNDHAM PRESERVE'. City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) 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 Y DESCRIPTION: LOT 129, according to the plat of "V YNDHAM PRESERVE" as recorded in Plat Book 81, page 93 of the Public Records, City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 P 1(h ONLY Phone: (321) 270-0440 VEY) Fax: (813) 248-22664-VePNILY) v AN Licensed Business No. LB 7768 . GeoPointQ ' "• n OF Surveying, Inc. Ines y. % eve;;:.• LS6915 Drown: MTP I Checked: JDL I P.C.: Data File:BrtsaonEast-Plat TIRIDA PR dr.01APPER NO. .................. NOT VAUD 0U;#'Trii96Q6 TURE AND THE ORIGINAL Date:9/22/17 Dwg:&monEaet-lott29 Order No.: ED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 11 E. I Feld Bk! RECORD COPY PAXILMIERV =ELECTRIC Starlight Homes 2121 Discovery, Wyndham Place LOAD CALCULATION June 9, 2017 I. HVAC LOADS (NEC 2011 - 220.82(Cl(31- (411 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 5.40 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR @ 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA IL GENERAL LOADS (NEC2011-220.82(BNII-(41) LIGHTING 2121 Sq Ft @ 3VA/Sq. Ft 6.36 KVA Qry KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT ,OING 5.00 KVA 5 STACK WASHER/DRYER 0 I 4.5 WATER HEATER (1) 4.5 WATER HEATER (2) SP F¢ 4.50 KVA 1 1.2 DISHWASHER 1.20 KVA I 0.8 DISPOSAL()) OFPA R 0.80 KVA 0.8 DISPOSAL(2) G 1 12 RANGE/OVEN (2) # 1 6 12.00 KVA 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR . 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 48 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AW POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 192 80AN P POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 36.86 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.75 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)1 20.75 KVA e HVAC LOADS 10.39 KVA GENERAL LOADS 20.75 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(Al) 31.13 KVA MINIMUM SERVICE SIZE 129.71 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram 150 Amp Main 120V / 246v Typical 150 Amp Interior Panel 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp I Concrete Encased Electrode a Cascade Engineered Wood Products ESG 07/21/2014 R 08/04/2015 J Y e e 1 A IJIMtects;-e BoisC-=scat nrAlioso a hat v T 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 S. 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. Product Profiles, BC111 Architectural Specifications ......... 3 About Floor Performance, BCIP Residential Floor Span Tables, One Hour FloorlCeiling Assembly ........................ 4 BCI® Floor Framing Details ........................ 5-6 o si BCIP Joist Hole Location 8 Sizing, Large Rectangular Holes... 7 i BCIP Cantilever Details, Web Stiffener Requirements ..... 8-9 c SCIP Floor Load Tables ....... ................... 10 - 12 U ;+ BCIP Roof Framing Details ........................ 13 - 14 1 BCIP Roof Span Tables ......................... . 15 - 18 BCIP Roof Load Tables ................ .......... 19 - 23 BC10 Design Properties, BCIPAIlowable Nail Spacing ....... 24 Boise Cascade Rmmboard Products/Properties ............ 25 yam_ - 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 floor/wall intersection. VERSA -LAMB Products, Specifications, Allowable Holes..... 26 VERSA-LAA P Details, Multiple Member Connectors ........ 27 VERSA -LAMP Floor Load Tables (100% Load Duration) ......... 28 VERSA -LAMP Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM' Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAIN Closest Allowable Nail Spacing ............. 31 VERSA -LAMP Design Values ........................... 31 VERSA -LAMP 1.8 2750 Columns, VERSA -STUD* 1.7 2650 .. 32 Computer Software: BC FRAMERP, BC CALL® ............ 33 Framing Connectors: Simpson, USP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover Boise Cascade EWP - Eastem Specifier Guide - 08/04/2015 Easter_n _P_r_o_d.uct_P__r_o_fi les_— BCI®Jtiisfs ` VERSA -LAM* VERSA -LAM* VERSA -LAM* BCIm 4500s 1.8 BCIm 5000s 1.8 BCIO 6000s 1.8 BCIm 6500s 1.8 BCIm 60s 2.0 BGm 90s 2.0 1.7 2650 1.82750 2.03100 T ,',:' I T ,',z'z T I I I 9',2 9/:' 91/2" 11W 11'/:' 7/8+ I 3'/i' 11 %, 9 /i 11 %, 11 %11 , 14" 2/i 14" 33/2 14" 5A 11" /, 14" /. 14" 16" 16" to 16" I to 7W 24„ 1 1 I X/2 to 1 I Imo— —I I — —t I — —I I — —I I— I --•I — I ---+I N--i — 12/." 2" 25/4, 29h4" 25he' 3'/2" 1'/,", /," 3'/:" to 5W 1'/2' 1,%° Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 31W, 5%' BCI° and VERSA -LAM* products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports BCI® J_oist_,Ar_chitectur_al- Specifications—____ Scope: This work includes the complete Design: The BCI• Joists shall be sized furnishing and installation of all BCI® Joists and detailed to fit the dimensions and as shown on the drawings, herein specified loads indicated on the plans. All designs and necessary to complete the work. shall be in accordance with allowable 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. 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'O 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 EVYP • Eastern Specifier Guide • 08/04/2015 Residential Floor Span Tables About Floor Performance Homeowner's expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue -and -groove subfloor, install the joists vertically plumb with level -bearing supports, and install a direct -attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. Joist Death BCP Joist Series THREE STAR*** FOUR STAR * * * * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION Live Load deflection limited to 1_/480: The common industry and design community standard for residential floor joists, 33% stiffer than LI360 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 LI960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to LI360: Floors that meet the minimum building code L/360 criteria are structurally sound to tarty 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. 19.2" o.c. 24" O.C. 32" O.C. 12" O.C. 16" O.C. 19.2" O.C. 24" O.C. 32" o c 4500s 1.8 16'-11" 15'-6" 14'-8" 13•-T' 11'-9" 11'-6" 11'-6" 10'4" 10'-0" 9'4" 18-4- 16--8" 15.4- 13'-7" 11--9" 5000s 1.8 IT-6- 16-.T 15-2" 1*-1- 17-S' 11'-6" 11--W la-.W 117-0" 9-11- 19'-4" 17'-J" 16-4" 14'-7" 12'-S' 6000s 1.8 W-2" 16-8" IS-6- 14'-0' I Y-4" I t'-0" 11'-0" 10'-0" 1 a-0" l a-T 217-2" 18'-5" 17'-5" 16-9" 1 T-6. 6500s 1 8 W-e- 17'-1" ie-1" 1S-0" 13--8' iv' v- 11'-0" 10'-0" la-0- la-.T 217-8" IT-11" IT-10" 16-7" 14'-3" 4500s 1.8 20'-0" 18-4- 17'4' 15'-5" 13-4- 15'-6" 14.4- IT-S" 12'-6" 11-4" 21'-10" 18--11" IT-3" 15'-5" 13'-4" 5000s 1.8 2a-9" 19,-T I 1T-11' iv-T' 13'-4" 16-6- 14'--T IT-11" 17-11- ll'-J" 23--0" 2t7-4" 18'-0" le-T' 13'-4" 6000s 1 8 21'-7" 19'-0" 16-7" 17-4" 14'-10" 1S-0" is-41 14-5" 13'-5" 17-1" 23'-Ia' 21'-10" 2a-4r IT-11" 14-10" 6500s 1.8 27-2" 2a-3" 15-2" 1T-10" iv-10' 16'-0' is-10" 14'-11" IT-1(" 17-7' 24'-0" 27-5" 21'-1' 16-10" 14'-10" 60s 2.0 2Y-7" 21'-0" 2a-4" 18'-11" 16'-4" 18--0" 16'-T 16-9" 14'-0" 13'-3" 26--1" 23--la' 27-0" 21'-0" 16'-4" 90s 2.0 26-7" 24'-0" 27-10" 21'-0" 19-4" 11-0" 18'-10" 17'-0" 16-6- 14'-10" 29-5" 26-10" 2T-3" 2Y-G' 19-4" 4500s 1.8 22'-9" 20'-7" I 18.4- 16-4- 13'-11" 1IT-10" 16'-3" 15'4" 14.4- 1T-0" 23•-10" 2V-7" 18'-9" 16'-9" IT-11" 5000s 1.8 23'-7" 21'-7" 20'-2" IV -a' 13--11- 18'-W 16-10" 15'-11' 14'-0" 13'-5" 25-7" 27-1" 217-7' IV -a- 13'-11" 6000s 1 8 24-0" 27-5" 21'-2- 19-0" 1S-5" 19-2" 17'-0" 16-W 16-4" 13-11" 2T-l" 23'-11" 21'-10" 19'-W 15-5" 14" 6500s 1.8 25'-2' 2Y-W 21'-0' 20'-2- is-5- 19'-8' 17'-11" 16-11- 15'-W 14'-0" 27-9' 2S-2- 27-11" 2a-W 15'-5" 60s 2.0 26-9" 24'-0" 23'-0" 21' S' 1&-4- 20'-11" 19'-0" 1T-11' le-T' 1S-1" 29-7" 27'-0" 25'-0" 21--10" 16'-4" 90s 2 0 Sty-1" 2T-5" 26-10" 2"' 19'-0" 2Y-6- 21'-4" 20'-0" 16-6- 16-9" 33'-3" 30'-4" 28'-7" 26-a. 19-0" 4500s 1.8 25'-2" 22'-0" 20--l" 17•-11" 14--1" 19-4- 18'-0" 17•-0" 15'-10" 14•-l" 25'-5" 22'-0" 20'-1" 17'-11" 14.-l" 6000s 1.8 2T-0" 2"' 2Y-4- 20'-10" 15'-9" 21'-7' 19'-4" 18'-2" 16-11' IS-4" 29'-T 26-6" 27-4" 20'-10" 151-9" 16' 6500s 1.8 27'-9" 2S-4" 2Y-11" 21'-1- 15'-9" 21'-9" 19'-9" 19-8- 17'-4"E 6- 30'-0" 26'-11" 24--T 21--1" 1S-9" 60s 2.0 29'-7" 27'-0" 25'-0' 21'-10" 16-4- 2T-2" 21'-1- 19'-10" 18'-5' 4- 37-8' 29'-10' 27'-4- 21'-10" 16-4" 90s 2 0 33'-" 30'-4" 28'-7" 26-2" 17-7" 26-T 2T-7" 27-7 2a-.6" 18'-7" 36'-la 33'-7" 31'-0" 26-7' W-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/3 ' minimum plywood/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/;' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC° sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) One--Hour Fire -Resistive Assembly -- -- - - 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. 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 Y." Type X or two layers ''Y2" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or 69d 3W glass fiber insulation to fire assembly: STC=55 IIC=46 or BW an additional layer of minimum Y." sheathing STC=61 IIC=50 and 9Y.' glass fiber insulation to fire assembly: Boise Cascade EWP - Eestom Specifier Guide - 08/0412015 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. 1 4040 BCI• rim joist. - See page 6. 40 BOISE CASCADE' Rii See pages 6 and 25. For load bearing cantilever details, see page Floor Framing 00 When installing Boise Cascade EWP BCI• blocking or 2x4 "squash" block on each products with treated wood, side required when supporting a load -bearing wall above. A use only connectors/fasteners that are approved for use with the corresponding wood treatment. BCI° Joists, VERSA -LAM• and ALLJOISTe must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards VERSA -LAM', ALLJOISr, and BCI° Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM*, ALLJOisr 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 % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI• Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. VERSA -LAM* header or an BCI• header. 13h" 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 r' Floor Framing Details1 phi' 9j Additional floor framing details available with BC FRAMER® software Nall Boise Cascade Rimboard to SCI• Joists with 8d nail Into each flange. Dimension lumber Is not suitable for use as rimboard with BCI• Joists. Dimension lumber Is not Blocking may be required suitable for use as rim perpendicular to wall, board with BCI' Joists. consult design professional of record and/or local build Top Flange or Face Mount Joist Hanger OVERSAM* t . For load bearing wall above stacked over wall below). BCI' JOIs blocking. j Backer block ft minimum 12" wide). Nail with Joist 10.10d nails Rllerblodt Nall with 10 - too na Backer Mock required where top flange Joist hanger load exceeds 250 Ibs. a official. r One 8d nail each side at bearing Solid all po from L%1 minimum bearing to bar I Ith (is/.' required for below 18 and deeper Joists) To limit splitting flange, start nails at least 1%' from end. Nails may need to be driven at an angle to limit splitting of bearing plate. Blocking may be required at Intermediate hearings for floor diaphragm per IRC In high seismic areas, consult local building aNldaI r 4D Load bearing wall above stacked over wall below) Double BCI° Joist Connection Filler Block see chart below) I Nailing 12" on -center Connection valid for all applications. Contact B EWP Engineering for sz LATERAL SUPPORT BCI•Joists shall be laterally supported at the ends with handers, rimboard, BCI• rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking maybe required at lntermedlate bearings for floordiaphragm per IRC In high seismic areas, consult local buildingo vial. MINIMUM BEARING LENGTH FOR BCI° JOISTS Minimum end bearing: 11h' for all BCI•Jalsts. 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 ir/4Inches thick and less: 2-8d nails one each In the top and bottom flange. BCI.4508s/5000s rim Joist: 2.10d box nails, one each In the top and bottom flange. SCI.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 BC1olst with 2-10d box nails one each side of flange. 0 rim Joist, rim board or OICI° blocking panel to support: Min. 8d nails@ 6' o.c. per IRC. Connection per design professionalofrecord's specification for shear transfer. BCI9 Joist to support: 2-8d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCI9 Joist to limit splitting. y r 2x6 Double Squash Block Vertical Load blft Size JolstspacinglinJ 12 16 19.2 1 24 2.4 4463 3347 127891 2231 2x6 7013 15259 14383 13506 1. Squash blocks are to be In tall contact with upper floor and lower wall plate. 2. Capacities shown are fora double squash blacks at each Joist, SPF or better. MW Sheathing or rlmboard closure SCl• Joist blocking required for cantilever. For load bearing cantilever, see pages 8 Cascade and 9. Uplift on bak5t5pen snail be c conditions. considered In all cantilever designs Ig to BC10 Joist: WEB STIFFENER REQUIREMENTS pdve residential floor sheathing nailing .See Web Stiffener Requirements onrequires8dcommonnails06" o.c. on edges and @ q page 9. 12 o.c.Inthe field(IRC Table R602.311]). PROTECT BCI°JOISTS FROM THE WEATHER Seeclosestallowablenailspacinglimittssonppage24for floor diaphragmhelingspecl8edatcloser BCI° Joists are intended only forapplicationsthat provide spacing than IRC. permanent protection from the weather. Bundles of product Maximum bracing spacing for full lateral stability should be covered and stored off of the ground on stickers. 18" for BCL 450Ds & 5000s, 24" for larger BCI' Joist series. BCI° RIM JOISTS AND BLOCKING 14 gauge staples maybe substituted for Sd 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 1 BOISE CASCADE' Rlmboard Note: SCI• floor Joist must be designed to carry wall above when not stacked over wall below. Blocking required underneath braced wall panels and shear waits, consult design professional of record. SCIO Joist Slope Cut Reinforcement Oete11 below restores original allowable shear/reaction value to cut end of BCI•JoISL 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 atnerupper bearing support i 12 1 ma min I max. BCl• Heel, depth belowl 24" 2x blocking required at bearing (not shown for sadly} i min. pNwW/OSB rated sheathing as reinforcement Install reinforcement with face grain horizontal Install on both sides of the Joist ugtlt to bottom flange. Leave minimum Y: gap between reinforcement and bottom of top flange. Apply construction adhesive to contact surfaces and fasten with 3 rows of min. Lod box nails at 6" o e. Altemate nalling from each side and dlnch. Series Backer Block Thickness Filler Block Thickness 4500s 1.8 4i' or Il': wood a eels Two %* wDod panels or 2 x 5000S L8 y4" or %" woodpanels Two i' 4" wood panels or2x 6000s 1.8 1%' Or tWO yy, wood anels" 1t _ + rhe" or wood anel 6500s 1. 8 VA' or two wood ane s x _ + 9i" or wood ane1 60s 2. 0 1%" or two'6" wood anels 2 x _ + T/re" or W wood panel 90s 2.0 2 x _lumber Double 2 x _lumber cut backer and filter mocks to a maximum aeptn equal to the web depth minus VV to avoid a forced fit. Minimum Heel Depth EndW6/ 12 Wall7112 Bearin2 Roof Pitch8/ 12 9112 10112 12112 x 4s/'4'/."'/."4'/.' 4'/." i/i 2°/i 2•/." 2•/u' 2'/.' Vertical I Capacity Depth Jill] Series No W. S!kl W.S.R1 9%" 45OOs 1.8, 5000s 1.8, 6000s 1.8 6SODS 1.8 2300 N/A 11r/a" 4101 "Be 5000s 1. 8, 6000s 1.8 6500s 1.8 2150 N/A 605 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 Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 BCI® Joist- Hole Location & Sizing BOO Joists are manufactured with I%" 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 knockouts) allowed In bearing zones see table below) 0 KW A 11_W round hole may be wG cut anywhere In the web. Provide at least 3' of clearance from other holes. Do not Cut holes larger than IW round In cantilevers. Minimum distance from support, listed in table below, is required for all holes qreater than 11/z" MINIMUM e FROM TO THE CENTERLINE OF Round Hole Diameter (in) 2 3 4 5 6 6'/: 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7 in 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" yIN. Span Joist 16 1'-0" 1'-7" 2'-11" 4%3" 5%7" 6%3" 6'-11" Round Hole Diameter (in) 2 3 4 5 6 6'% 7 8 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 Span 12 1'-0" 1'-4" 2'-1" 2'-10" 3'-7" 3'-11" 4'-3" 5'-0" 5%8" 11Y." Iftl 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'-9" 5'-11" 6'-7" 7'-2" 8'-5" 9'-6" Round Hole Diameter (in) 2 3 4 5 6 6'/: 17 8 8% 9 10 11 12 13 Rectangular Hole Side t 2 3 3} 5--6 6 8 9 in) I 1 e 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'4" 3'-8" 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3-4- 4-4- 4'-4" 5-4- 6-7" Any 14" Spa 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%8" 5'-2" 6'-3" 7'-2" 7'_3" 8'-4" 91_4.' 24 1'-0" 1'-4" 2'-6" 14*-2" 3'- 9" 5%0" 5'-8" 6'-3" 7'-6" 10--0" 11--2" Round Hole Diameter (in) 2 3 4 5 6 6'% 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 6 8 9 10 in) 8 1'-0" 1'-1" 1'-2" 1'-2" . 1'-3" 1'-3" 1'4" 1'-7" 1'-11" ' 2'-0" 2'-5" , 2'-9" 3'-2" 3'-7" 12 Any 1'- 0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2%5" 2'-11" 3'-0" 3'-7" 4'-2" i 4%9" 64" 16" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-8" 2'-1" 2'-6" 3'-3" 3'-11" 4'4" 4'-10" 5'-7" 6'-4" 7'_2" Joist y 20 , 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'4" 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" ,W-11" 5'-11" 6'-1" 7'-3" . 8%5" 9'4" 10'-9" 00 NOT S cut or notch 'i• flange 00 cut in web area as apecAled ^^ 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. 1' h" round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1'r4" knockout holes turned either up ordown 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 Vpecific application with the CALC' software. Large Rectangular Holes in BCI®_Joists e2, sl'f--7--ft-s-rtr.T sTIF'.i l'+iTF'-T..-i.'. +C"-...Ce'-F-^.-r+z. C't`•'R-.R`-ra :. _.. .v—lxlT irti+lCRri+-.'+='[TF Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist See Max Hale She an Cr half Chart far Joist Depth Y. Joist Span I Minimum 2x diameter/ 1- width of largest hole owl I Simple Span Joist W-W Min I I Notes: W Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC• sizing software. Boise Cascade EWP • Eastern Specifier Guide - 08/04/2015 Maximum Hole Size Joist Simple Multiple Depth Span Span 9' b" 6" x 14" 6" x 12" 11 % a" 8" x 16" 8" x 13" 14" 9" x 18" 10" xW 8" x 16" 16" 11" x 18" 10" x 14" 12" x 16" Multiple Span Joist T hole Sea Max Hole Size on hole I.—' h1oMt l ChartforlohtOepN % Joist—.I SpanScanMultiple Span lobt 12'-0' Mln—}) }—Muhlpl• Span Joist 12.4' Min—• Larger holes may be possible for either Single or Multiple span joists; use BC CALCe sizing software for specific analysis. Reinforced Load Bearing Cantilever Table BCI® Joists 2 Zi ryi 10ist a= 16 Roof Total Load sf 45 55 S Pacing in 19.2 24 16 19.2 24 m m S 24 0 0 1 0 1 0 1 0 X 0 1 X I X 26 0 0 0 0 o x o x x 28 0 0 X 0 X X X X X 30 0 0 x o 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 X X x x X 42 0 x x x I x I x I x I x I x c N 24 0 1 0 1 0 1 0 o 1 x 1 o x x 26 o 0 0 0 0 x o x x 2E o o t o 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 0 1 X' X I X X I X I X X I X 0 24 0 0 0 0 0 0 0 X I X 26 0 0 0 0 0 x 0 x x 28 0 0 0 0 o x x x x 30 0 0 0 0 0 X X X X 32 0 0 0 0 X X X X X 34 0 0 X 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X X X X X X X 40 0 0 X X X X X FT X m 0 24 0 0 0 1 0 0 0 0 1 0 X 26 o 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 Xx3800X0XXXX 40 0 0 X 0 X X X X m m 0 24 0 0 0 0 o VA o o x 26 o 0 0 0 0 wS 0 0 x 28 0 0 0 0 0 x o 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 0 X X 36 o o 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 0 0 x 0 x x x x x m 0 0 24 0 0 0 0 0 WS 0 0 1 26 0 0 0 0 0 WS 0 0 1 28 0 0 0 0 0 WS 0 0 X 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 40 0 0 1 0 1 X X X X m 0 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 1 28 0 0 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 YVS 0 0 1 0 1 X 36 0 0 WS 0 0 1 0 X X 38 0 0 IWS1 0 0 X 0 X X 40 0 0 1 1 1 0 IWS1 X X X X u y 0 Roof Total Load sf 35 45 55 Joist Spa a fini 16 119.21241 16 19.2 24 16 19.2 24 m 0 24 0 0 0 1 0 0 0 1 0 1 0 1 26 0 0 0 0 0 0 0 o x 28 0 0 0 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 0 0 0 0 X 0 1 X 36 0 0 0 0 0 X 0 1 X 38 0 0 0 0 0 X 0 1 X 40 0 0 1 1 0 0 X 0 X X a 24 o 0 0 1 0 0rX 0 0 1 26 0 0 0 0 0 0 0 1 28 0 0 0 0 o 0 o x 30 0 0 0 0 0 0 0 X 32 0 0 0 0 0 0 1 X 34 0 0 0 0 0 0 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X X y 24 0 010 0 0 0 0 0 0 26 0 0 0 0 0 28 0 0 0 0 0 30 0 0 0 0 0 32 0 0 0 0 0 34 100j0 0 0 0 0 1 36 0 0 0 0 1 38 0 0 0 0 1 40 0 0 0 0 2 a? 24 0 0 0 1 0 1 0 0 0 0 IM 26 0 0 0 0 1 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 W5 0 WS X m 0 v 32 0 0 0 0 0 WS 0 WS X 34 0 0 WS o 0 1 0 W5 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 o ws 0 ws x ws x x 24 0 0 1 0 1 0 1 0 WS1 o 1 o IVVS m c m in 26 0 0 0 0 1 o WS1 o 1 o 1WS 28 0 0 0 0 0 WS 0 1WS1 1 30 32 0 0 0 WS WS 0 0 0 0 WS WS 0 0 WS WS 1 2 34 0 L 0 WS 0 WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS X 38 0 0 WS 0 WS 1 WS 1 X ao 0 o 1WSI o IWS 2 WS 1 X 24 o 1 0 1 0 1 0 0 1 0 1 0 1 o 1WS 00 26 0 0 1 0 1 0 0 0 0 0 WS 28 0 o 0 0 0 WS 0 0 WS 0 30 0 0 0 0 0 WS 0 0 1 32 0 0 0 0 0 WS 0 WS 1 m 34 0 0 0 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WS1 0 1 0 1 1 0 1 2 40 0 0 WSI 0 IWS 1 0 1 1 1 2 0 c 24 0 0 1 0 0 0 0 1 0 1 0 1WS 26 0 0 o 0 0 0 I 0 I 0 1vvS 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 MIS 1 34 0 0 0 0 0 WS 0 WS 2 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1 2 40 0 0 WS 0 WS 1 0 1 2 I. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" pywood/ClS8-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 8C CALC° software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC• software. u Roof Total Load s O- t eC 35 45 55 a Joist S acin in 0 16 19.2 24 16 19.2 24 18 119.2124 24 0 0 1 0 1 0 1 0 0 1 0 1 0 IWS 26 0 0 1 0 1 0 1 0 0 1 0 1 0 JWS 28 0 0 1 0 1 0 0 to 0 1 o 1vvs 30 0 0 1 0 0 0 WS 0 1 0 1 1c m 32 0 0 0 0 0 WS 0 1 0 1 1 m 34 0 0 0 0 0 WS 0 0 1 1 36 0 0 0 0 0 WS 0 WS 2 38 0 0 0 0 0 1 0 VVS X 40 0 0 WS 0 0 1 0 1 X 24 0 0 0 0 0 0 0 0 0 26 0 0 0 010 0 0 0 0 28 0 0 0 0 0 0 0 0 0 R 30 0 0 0 0 0 0 0 0 0 y 32 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 WSm 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 6 0 6 0 0 1 24 26 0 0 1 0 1 0 0'0 0 0 0 010 WS r 0 1 0 S S0T01w__Sy028000OOWS0 4 a 30 32 0 1 0 0 0 0_- 0 0' o ws 0 r0 WS 0 1 WAS W 0 M— 1 0 v 34 36 38 0 O 0 1 0 1VVS i 0- _TWS 0 0 0'WWS 0 0 WS 0 WS 11 0— X 0 rVVS X0WSX 0- 0 W5491 0 1 WS WAS X 42 0 0 0 WS X WS 1 X 2I AA o l O{ono o o I ss_ o o; o}o_o 1 0 0 04— m 28 0 ---r--t-- 0 0 0 0 WS 0 0 WS 30 0 1 0' 0 0 0 0 WS 0 0 'WS 0 cc 32 34 0 0 0 0I-0 0 0 VV5 o 0 WS 0 WS VV5 0 1WS 1 36 0 0 WS 0 0 WS O f WS 1 o3800! WS 0' 0 WS 40 0 0 'WS 0 WS,WS 0 1WS1 2 24 o;0'0 O'0;0'0 o WS zs o 0 i o O' 0 1 0 0 1 0 co o- o o 0-;_0_ ws o_ 0 WS 30 0 0 t 0 0 0 WS 0 _0 WS 0 32 0 0 0 0 0: WS 0 WS 11 um 34 36 0 0_ 0 0 0 L 0 0~WS 0 0 0 ' WS 1_ 0WS' 2 38 0 0 1WS 0_' o WS 0IWS 2 40 0 0 I WS 0 7WS WS 0 VVSJ 2 24 0 0 0 0 01 o o' o jvvs 26 o 0 0 0 0 0 0 o Ws 28---0 0 0 0 0 0 0 0_ W8 0 30 0 t 0 0 0 0 WS Y 0 0 WS 32 0 0 0 0 O `W' 0 0 WS 45 34 38 0 0 0 0 0 0 0 r 0 WS 0 VVS 0 WS WS 0 WS 1 38_ 40 0$ 0 0 1 0, WS 0 0- o VVS 0 0 1 WS 0 WS O F WS 1 1 24 0 0 l 0 0 0 0 0 1 0 0 28 28 0 0 0 0 0 0_ 0. Ot0 0 9.10 0 0 0 0 0 0 30 0 0 I 0 0 0+ 0, 0_r r o 0 10 0 0 o- m m 32 34 0 0 4 0_ 1 O l 0 o 0 0 0 I_o 0 t-0 M8 38 O 1 j 0 0 0 0 0 1 0 I WS_ 38 0 0 0 0 i 0 0" 0 0 } 7 0 0 1 r4000000+-o 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Remforcers X .... Use Deeper Joists or Closer Spacing Eloise Cascade EWP • Eastem Specifier Guide • 08/04/2015 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 / OSB REINFORCEMENT if Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI• Joist. Nail to the BCI• Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC° software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC• software. a/aa• min. plywood/OSB or rlmboard closure. Nail with 8d nail Into each flange. \ Structural Panel BCI• Joist blocking required for 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 BCI° Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI° 90s 2.0 joists. Clinch all nails. BCI•Jolst blocking Wood Structural (a wood backer block 2x Closure r , \ Panel Closure See page 6 o/Eastern 2x8 minimum a ISpecifferGuide , 1.` `Drywall Ceiling or Back Span I Maximum Wood Structural Panel Soffit 1/3 Back Span Not to exceed 4'-0' These details apply to cantilevers with uniform loads only. It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCe software. see webStiffener Small Gap: Nallime K• min., Sehedo a 2• Max. chart 2' min. 4• max. pineh Nails 2• m1n. max ILLY1• tl htnt Web stilteners applled to both sides of theloistweb Minimum 1%Times Cantilever Length 3% 1 min. _.I I Back Span bearing Web Stiffener Requirements NOTES Web stiffeners are optional except as noted Web below. Stiffener width Web stiffeners are always required in hangers that do not extend up to support the top Flange of the BCI• Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer' s installation requirements. Web stiffeners are always required in certain roof applications. See Roof framing Details on Web Stiffener page 14. requiredwhencan centrated load Web stiffeners are alwaysrequired under exeeeast000Ibsconcentrated loads that xceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity. Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e. g.. 8CI.6500s, double %* panel OK). Web stiffeners may be used to increase allowable reaction values. See 8CI° Design Properties on page 24 or the BC CALC• software. BCI Joist blocking Section View Maximum a Back Span not to exceed 4'- 0' BCI° Joist Series Stiffener Nailing Joist Depth Schedule Be aring Location End Intermediate 4500s 1.8 9Y2' 2-8d 2-8d 11Ys' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 9'/ 2' 2-8d 2-8d 11Me" 2-8d 3-8d 14" 1 2-8d 5-8d 6000s 1.8 9'/ 2' 2-8d 2-8d 117/ e' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d I 6-8d 6500s 1.8 9Y2' 2-8d 2-8d 117/ 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 11Ye" 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9Y:" BUM 4500s 1.8 117/e, BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI414500s 1.8 9'/z" BCI® 5000s 1.8 117/e1, BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 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 86 120 1 125 16 64 94 93 112 118 1 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL® software. Base Cascade EWP • Eastern Specifier Guide • 08/04/2015 Floor Load Tables _ Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 6000s 1.8 Series 25/16" Flange Width BCI® 6500s 1.8 Series 29/16" Flange Width 91/2" BCI® 6000s 1.8 117/e" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/z" BCI® 6500s 1 1.8 11 yell 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 TotalILoad Live Load I Total I 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 • Eastem Specifier Guide • 08/04/201 Floor Load -Tables---- Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2' Flange Width 117/." BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11 ye" 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 1 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 1 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 CALCO software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC'software Base Cascade EWP • Easlem Specifier Guide • 08/04/2015 r"P_n_r7 FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I /. R03 SAFETY WARNING 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 BCIa JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCIa BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI° Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI° Joists at the end of the bay. All hangers, BCI• rim joists, rim boards, BCI• blocking panels, and x-bracing must be completely installed and properly nailed as each BCI• Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI° Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI• Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI° Joists to within 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. BCI® Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCI® Joist shall not be used as colladtension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or Roof Rafter1x4Nailer ® Max. 4'-0• o.c. Rafter Strut 2'6• o.e, or BG• 4500s) Ceiling Loads: s3'-0• o.c, or BG' 50oos) Live Load a pSfMlnlmumHeelDepth Dead Load = 7 fs.e net• •t dpt1 Ps 1.2 2x Blocking Mln. 6 7 9W, li%' or 14" Web 8CI.4500s/5000a/6000s/6500s Filler Ceiling Joist ® 24' o.c. Maximum 3% Mlnlmum Bearing 2x4 Well) Each End Maximum Span Lengths Without Roof Loads 91W BCIa 4500E 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11% BCIa 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14' BCIa 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 8 3 at right) Minimum Heel Depths Joist Dept End WaU 2 x 4 2 x 6 9'h" 254' 1'6" 1176" 3'h" 2W 14" 4'N' 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 Rlmboard / VERSA -LAM* blocking. V' greater than Ventilation cut of length, / of depth* fItFIange VERSA LAM* blocking ntilation "V• cut: length,'/2 of depth blockinggfobeTiFlange of BCI• Joists may forsoffltsupport. birdsmouth cut only et I 2'6' max sthe low end of the joist Birdsmouth cut 8CI• Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI• Joists may be birdsmouth cut only atlange must bear fully onwebstNlenerbeusedInlieuofbeveledplateforslopesfromthelowendoftheolstBlydsmouthcutBCI• Joistplate, 3/12 to 12/12. flange must bear fully on plate, web stiffener required reaulred each side. each side. Bottom flange shall be fully supported. 10d nails 11 Simpson or USP LSTA24 strap, nailing per 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 king slopes In hlgh4vind areas). Nailing per governing VERSA-LAt building code. support bation. VERSA -LAM* LVL support beam. Backer block. Thickness per ecorresponding BCI• series. 2x block BG• blockingHoles cut Beveled web stiffener a'-0" horiz for ventilation. on each side. Blocking on both sides of ridge may be required for 2'• hon shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. g L t t, Double joist may be r Backer block L required when L exceeds I minimum 12' wlde). 2'-0' rafter spacing I Joist NaIlwlth10-10dnails ma I Hanger Blocking required. g es Nell I outrigger I through 8CI• web. DO NOT bevel -cut joist Iller block. Nail beyond Inside face of wall, except with 10 -10d nails for specific conditions In details 2• x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI• Eastern Specifier Guide. joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24' on -center. LATERAL SUPPORT BCI• Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rlmboard, or blocking (VERSA -LAM•, BOISE CASCADE' Rlmboard or BCI• Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI• Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI° JOISTS Minimum end bearing: 1%" for all BCI• Joists. 3W Is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI• rim Joist, rim board or closure panel to BCI• Joist Rims or closure panel 11/4 Inches thick and less: 2-8d nails, one each In the top and bottom flange. BCI04500s/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/9Os rim joist Toe -nail top flange to rim Joist with 2-10d box nails, one each side of flange. BCI° rim joist, rim board or BCI• blocking panel to support: Min. 8d nails@ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI• Joist to support: 2-8d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCI• Joist to limit splitting. Sheathing 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 for minimum lateral stability. 18' for BCI64500s and 5000s, 24' for larger BCI• joist serles. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 Inch Into the joist Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further Information. BACKER AND FILLER BLOCK DIMENSIONS Series ac er Filler Block Thickness 4500s 1.8 A" 0"4 wood panels Two W wood panels or 2 x _ 5000s 1.8 4" or'4' wood panels Two W wood panels or 2 x_ 6000s 1.8 1%" or two %. wood panels 2 x _ +'/,r° or Y," wood panel 6500s 1.8 lwood aels" 2 x_+ W or W wood panel 60s 2.0 1'b" or twd y," wood anels 2 x_ + I/, or W wood panel 90s2.0 2x_lumber Double2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER BCI° Joists are Intended only for applications that provide permanent protection from the weather. Bundles of BCI• Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 In 12 or less. VENTILATION The 1% Inch, pre -stamped knock -out holes spaced at 12 Inches on center along the BCI• Joist may all be knocked out and used for cross ventilation. Deeper Jolsts that what Is structurally needed may be advantageous In ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIRDSMOUTH CUTS BCI• Joists 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 • Easlem Specifier Guide • 08/04/2015 Roof Span Tables Maximum clear spanAn feet and inches, based on horizontal spans. 91 Live Dead Load Load psfj [psfj 115% and 125% Load Duration BCI04500s 1.8 Series BCl® 5000s 1.8 Series 13/4" Flange Width 2" Flange Width 9'Y2' BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 11741, BCI° 4500s 1.8 4/12 4/12'8/12 or to to Less 8/12 12/12 14" BCI04500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 16" BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 9W BCI. 5000s 1.8 Ilya" BCI.5000s 1.8 14" BCI.5000s 1.8 4/12 or Less 4/12 to 8/12 8/12 to 12/121 4/12 or Less 4/12 to18/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 1 20 10 2T-10" 22'-0' 2tY-10' 28-5- 26.T 24'•10' 37-ZT W-5' 28.3" 36-T 3Y4r 31'-3' 4'-10 2T-5" 21'-9" 29'-7" 2T-11 26-11' 33'-8" 31'-9" 29'-5" Snow 20 15 127-7" 21'.3" 19'-7' 26'-11" 26-T 23'•4" 30-7' 28-9" 16-' 3T-T 31'-10" 29-4" 23'-6" 22'-1" 20'-5" 28'-0" 26'-4" M-4" 1'-10' 2T-11 2T-7" 125% 20 20 21'-7" 20'-r 16-T 26-T 24'-T 27.1" 29'-2" 274" 25-1' 31'4" 30'-3" 2T-10 22'-5" 2V- 19'-4" 26'-9" 25,4r 2T-T X-6- 28'-5" 26'-2" 25 10 22W 21'-5" 19'-11" 26'-11" 26-T 2Y-W W-r 294r 26-11" 37-3' 31'-7" 29'-10' 23'-T' 22' 4" 20'-9" 28'-l" 26'-7" 24'-9" 1'-11" 30'-2" 28'-l" 25 15 21'-T 204" 18' T 26-9" 24'-2" 27.V 28-2" 27-5" 26-T V-l' 294" 28-T 22'-0" 21'-2" 19'-7" 6'-10" 26-3" 23'-4" 30'-3" 28'-8" 26'-7" 12" O.C. 30 10 21'-0" 2U-6" 15-1" 25-9" 24'-5" 27 9" 28-T 27-T 26-11" V-r 29'-r 294r 22'-T' 21'-4" 19'-11 6'-10" 26-5" 23'-9" 3U-4" 28'41" 2T-0" Snow 30 15 20'-T 19'-T 18-2" 24%5" 23'-4" 21'-W 26•T 26-11" 24'-T 28-5" 27-T 26-1T 21'-T' 20'-5" 18'-11 26-9" 24'-4" 22'-7" 28'-0" 2T$" 26-8 115% 40 10 19'•8 18-11" 1T-10° 23'-T Ve 21'4' 26-T 24'-11" 24'-r 2r-T 264r 26'-1" 20'-0" 19'-8" 18'-7" 24'-5° 23'-5" 22-2" 2T-2" 26$" 26-2" 40 15 19'-5" 184" 1T-l' 27-1" 21'-W 2Q4" 24'-1° 2T-T 22-11" 25'-r 26-r 24W 20'-2" 19'-1" 17'-10 2Y-8" 22'-9" 21'-3" 5'-101264" 24'-1" 50 50 10 1 15 18-T 1T-11"I 1T-6' 16-T_ 16-T 21'-r 2U-4" 2a-to" 20'-0" 19-9" 19'-4" 23'-1' 27-r 27-10" 21'-9" 27.5 21'-3` 24'-8" 23'$" 24'•4" 23'-T 24'-0" 22'-9° 19'-0" 19'-0" 18'-3" 18'-1" 17'-3' 16'-11' 22' 8"21'-9" 1'-10"121'-5" 20'-7' 20'-2" 4'-10" 23'-9 2V-W 2T-5" 123'4"'-22'-10' 1T-4' Non- Snow 125% 20 20 20 10 15 20 21'-T 2a-T 19'6" 20'-5" 19'-3" 18-3" 18-11" 1T-9' 16'-IT 26-T 244" 27-3" 24'-3" 22-11" 21'-T 274" 21'•1" 20'-0" 29'-3" 2T-r 25'•4" 2T-7" 26-T 24'-5" 26-7 24'-T 27-9" 31'-5" 29-T 27•1" 30'-7" 28-2" 26'-2' 264" 26'-7" 24'-11" 22'-0" 21'-4" 20'-4" 21'-3" 20'-0" 19'-0" 194' 18'-0" IT.6" 6'-10' 25'-5" 24'-3" 264" 3'-10' 22'-8" 23'-0" 22'-0" 0'-10' 30'-0" 8'-11 27-2" 28'-9" 27'-1" 5'-10' 26'-8" 25'-0" 23'-9" 25 10 20'-0' 19'-5" 18-l' 24-T 23'-1' 21'-6" 26-1" 25-T 24'-5' 27-11" 274" 26-T 21'-4" 20'-2" 18'-10' 25'-0" 24'-1" 22'-5" 28'-1" 2T-4" 25'-0" 25 15 19'-7' 18'S" 1T-1` 224' 21'-T 217-e 24'-4' 23'-T 27-11" 260 26 4" 24'-5" 20'-5" 19'•2" 17'-9" 24'-0" 22'-10" 21'-2" 26'-2" 25-6" 24'-l" 16" O.C. 30 10 19'-T 18-T 1T-4' 27-5° 2 -T 20-T 24'-T 24'-0° 2T-5' 26'-1" 264r 26-T 20'-5" 19'-4" 18--1" 24'-1" 23'-1" 21'-0" 26'-3" 26-9" 24'-5" Snow 30 15 18•T 1T-T 16-W 21'-1" 20'-7° 19'-T MY` 27-5" 21'-T 24'-T U-T 23'-3" 19'-T' 18'-6" 17'-2° 22'-8" 22'-0" 20'-5" M-8" 24'-1" 23'-3" 115% 40 10 tT4' 1T-l" 16-r 20'-1" 19'-T 19'-3" 21'-10' 21'-T 21'-1' 234 2T-T 22-T 18'-T' 17-10' 16'-10' 21'-T' 21'-3" 20'-1" 2Y-6" 23'-2" 22'-8" 40 15 16-10' We 16-T 194" 19-r 18-r 20'-10" 29-T 19'-IT 27-3' 21'-10' 21V 18'-1" 1T-4" 16-1" 20'-6" 20'-1" 19'-3" 224" 21'-11" 21'4" 50 50 10 _ 15 16'-2` 15'-0" 115-lT 160 184' 18-1" 1T-9` 19-11" 19-9 19'-5" 21'•4- 21'-1' 20'-9. 1T-2" 16'-0" 15'-8" 19'4" 119'-5" 18'-8" 21'-5" 21'-2" 21Y-10' 15'-3" INr 1T-T 17-3" 16'-10" 19'-2' 18-10" 18-5" 29-T 20'-1' 19'-8 16'$" 16'-4" 15'4'18'-t0i18'-0"118'-1" 20'-7"120 19'-9" Non- Snow 125% 20 20 20 10 15 20 2174' 19'-3" 18W 19'-r 16-1" 1T-2" 17-9" 16'41" 15'-9" 24'-r 27-9" 21'-2" 27-10' 21W 20'-5" 21'-2" 19'•10` 18-T 26'-10" 24'-T 23'-1" 26-11` 24'-0' 274" 24%1' 27•T 21'-3" 28.8' 26-5" 24'$" 28.T 264r.24'-T 23'-10` 26.8" 27.9' 21'-2' 20'-0" 19'4" 19'-11 18'-10' 17-10' 18'-6" 1T-4" 16'-5" 25'-2" 3'-1 22'4' 2T-9' 22'-5' 21'•4" 22'-t" 20'-8" 19'-7" 28'-8" 26'-T' 4'-10'123'-11 2T-0" 26-6" 25'-1" 23'-6" 22'-3" 25 10 19'-3" 18'•3" 170 21'-10" 21'-5' 20-2' 2T-10` 2T 4" 274r 25-V 24'-11' 24'-3' 20'-1" 194' 17-8" 23'-0" 27-7" 21'-1" 25-7' 26-1" 23'-11 25 15 19-T 174" 16-T 2U-5" 194W 19-1" 27-3" 21'-8" 20'-10` 23-T 23-1- 22'4" 19'-2" 18'-0" 16'-8' 1'41' 21'4" 19'-11 3'-10"2T-3" 22'-5" 19.2" O.C. 30 10 18-T 17-5" 16-3" 20'-5" 20-1" 19-5" 27-3" 21'-11" 21'4" 23-IT 23'-S" 27-10" 19-2" 18'-2" 16-11' 22'-0" 21'-7" 20'-2" 3'-11" 23'-0" 22-11' Snow 30 15 16-11' 16-T 16-W 19'-T 18-9 18-2" 20'-11" 20'-5" 19'-10" 22-Y 21'-10" 21'-2" 18'-3" 17'4" 16'-1" 20'-0" 20'-2" 19'-2" 27-0" 22'-0" 21'-3" 115% 40 10 16'-2' 15-11° 15-r 18-3" 1a-T I 1T$" 19-11' 15$" 19-T 21'4" 21'-0" 20'-7" 17'4' 16'-9'15'-10' 19$' 17-4" 18'-10' 21'-5" 21'4" 20'$" 40 15 154" 16-T 14-T 17-5° ir-i"I 16-T 18-11" 18-7" 18-1" 20'-3" 19'•10" 19'-e 16-6' 16-2" 16-2" 16-8" 1&4" 19-5" 50 10 IV-T t3' IT 13'-T 19-T 16-T 164" 1T5 1T-2" 16-9` ie-r 184" 1T-11° 5-2" 14'-1111" 14'4" 1T-2"r16'- 116-0" 18'-9"! 18' 5 18'6" Non- 20 10 18.10" 1T-T 16-6' 2Z-T 21'-1` 19-T 24'4` 23'-5" 27-4" 26-7" 1 26-T 24'-3" 19'-7" 18'-6" 17-2" 2T-4" 22-0" 20'-5" 25'-9" 25'-0" 23'-3" Snow 20 15 1T-10` 16-9" 15' S" 20-3` 19.8" 18W 27.1' 21'-5" 20-7- M' 22-11' 22'-0' 18'-0" 17'•5" 16'-1" 1'•10' 20'-9" 19'-2" 23'-9" 23'-1" 21'-9" 125% 20 20 16-r 16-11' 14'-7-18-11` 18-3" 17-5" 20W 19'-11" 19'-0" 22-1" 21'-T 2(Y-4" 17'-8" 16'-T' 15'-3" 20'-4" 19'$" 18'-2" 22-2" 21'-5" 20'-5" 25 10 17-T 16-10" 16-T 19-T 19-2' 18-71 21'-3" 20'-10" 29-3" 27-9° 27-3' 21'-8" 18'-0" 1T-T' 16'4" 21'-0" 294" 19'-0" 2-10" 22'-5" 21'-9" 25 15 16-1" 16-T 14AT 18-2" 1T-T 174" 194T 19'-4" 1843" 21'-3" 20-r 19-11" 17'-3" 16'-8" 15'-5" 19'-7" 19'-1" 18'-4" 21'-4" 20'-9" 20'-0" 24" O.C. 30 10 16-1` 16-10° 15-1" 18-3' 1T-11' 17-0° 19-11" 19-7" 19'-1" 21'-3" 20'-11" 20'-5" 17'4" 16-10' 15'-8" 19'-T' 19-3" 18'-9" 21'-5" 21'-0" 20'-0" Snow 30 15 16-2' 14'-T 14'4' 1T-r 16-9" 16.3° 18-T 18-3" 1T-0' 2U-T 19-T 18-11" 16-3" 16-11' 14'-11 18'-5" 18'-0" 1T-5" 294" 19-8" 19'4" 115% 40 10 14'-Y 14'-2" 13'-11" 164" 16-l" 15-9" 1T-10" 17-7* 17-2' 19-V 18-T 18'-5" 15'$" 15'-3" 14'-7" 17-7" 1T4" 16'-11' 19'-2" 18'-10° 18'-0" 40 50 50 15 13'4r 13'-5" 13-1" 16-T 15J" 14'-10' 16-11' 16-T 16-2" 18-1" 1 T-T 1 T-3" 1610' 15'-3" 14'4' 14'-2" 13'$" 14'-5" 14'4" 13'-% 13'-0" 16'-8" 16'-4" 16'-0" 15' 10" 15' 4" 114-11 "114 16-11' 15'-7" 3" 18'-2" IT-10" 1 T-5" i 1 T-2" 16'-2 j 15-0" 1 T4" 16'-7" 14'-11' 10 fi 15 13'• r 13'-0" 12- T t 1T" 17 9" 12'- l" 14'- 11" 14' 3' 14'- 9' 14.- T 14'" 13'- 9' 16_- 3" 16-1' 15- T j15" t 15 9° 14'- 11° 1 T4' 16b' 1 T-r 16- 0" 13'- 11 13' 4" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EVVP - Eastem Specifier Guide • 081OV2015 1 _ Roof Span Tables - Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psq [psf] 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/,6" Flange Width BCI° 60QOs 1.8__ 4/12 4/12 1 8/12 or to to Less 8/12 1 12112 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 BCI.00QOs-1.8__ _ 4/12 4/12 1 8/12 or to I to Less 8/12 1 12/12 Non- 20 10 26'-0" 24'-0" 22'-9" 30'-11" 2942" 2T-0" 36-2" 33'-2" 30'-9" 38'-10" 36'-T' 34'-0" Snow 20 15 24'-7' 23' 1" 21' 4" 2tY-3" 27' 6" 25' 4" 33' 3" 31'-3' 28' 10" 36' 9" 34' 6" 31'-t0" 125% 20 20 23'-6" 22'-0" 20'-2" 27'-11" 26'-1" 24'-0" 31'-9" 29%9" 27'4" 35'-1" VAT 30'-2" 25 10 24'-8" 23'4" 21'-8" 294" 27'-9" 25'-10" 334' 31'-6" 29'4" 36'-10" 34'-10" 37-5" 25 15 23'-6" 22'-2" 20P-6" 28'-0" 26'4" 24'-5" 31'-10' 29'-11" 27'-9" 34'-11" 33'-1" 30'-0" 17' O.C. 30 10 2S-7" 27-4" 2a-10" 28'-0" 26'-7" 24'-9" 31'-11" 3a-7' 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 22'-7" 21'4" 19-9" 26-11" 26 4" 23'-6" 31Y-7" 28'-10" 26-9" 3Y-a' 31'-11" 29'-T' 115% 40 10 21'-5" 20'-7' 19-5" 26-6" 24'-0" 23'-1" 29-0" 2T-10" 26-3" 31'4" 30'-9" 29-a' 40 15 21'-1" 20'-0" 18'-T' 26-1" 23'-9" 27-2" 2T-11" 2T-1" 25'-2" 29-10" 29'-3" 2T-10" 50 10 23'-T' 22'-8" 21'-6" 26'-9" 25%9" M-6" 28'-8" 28'-3" 2T-1" 50 15 19'-10" 18'-11" 1T-8" 23'-T' 22'-6" 21'-0"^ 25'-8" 25'-3" 23'-11" 2T-5" 2T-0" 26-Y Non- 20 10 2Y-6" 22'-2" 20'-7" 28'-0" 26'-5" 24'-6" 31'-11Y' 30'-0" 2T-10" 35'-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20'-11" 19'4" 26-6" MA I" 23'-0" W-2" 28'4" 26'-2" 33'-4" 31'4" 28'-11" 125% 20 20 21'-3" MAI" 18'4" 26-T 23'-8" 21'-9" 28'-9" 26-11" 24'-9" 31'-5" 29'-9" 2T-5" 25 1 10 224" 21'-1" 19-6' 26'-7' 25'-1" 23'-5" IN" 28'-7" 26-7" 32'-5" 31'-7" 29-5" 15 21'-4" 2a-1" 18'-T' 25'-4" 23'-10" 22.-1" 28'-3" 2T-2" 25'-2" 30'-3" 29'-5" 27-9" 16" 25 c. O.C. 30 10 21'-4" 20'-3" 18%lial 25'-5" 24'-1" 22'-5" 28'-4" 2T4" 25'-6" 39 4" 29'-9" 28'-3" Snow 30 15 2a-6" 194" 1T-11" 24'4" 23'-O" 21'4" 264' 26'-0" 24'-3" 28'-0" 27'-10" 26-10" 115% 40 10 19-5" 18'-7" 1T-7" 23-1" 22'-2" 20'-11" 25'-5" 25'-0" 23'-10" 27'-2" 26'-9" 26-2" 40 15 19-1" 18'-1" 16'-10" 22'-2" 21'-6" 2a-1" 24'-2" 23'-8" 27-10" 25'-10" 264" 24'-8" 50 10 18'-0" 17'-3" 16'4" 21'-3" 2a-6" 19-6" 2T-2" 27-11" 22'-2" 2N-9" 24'-6" 24'-1" 50 1 15 17-11" 1T-1" 16-0" 20'4" 20'-0" 19-0" 22-2" I 21'-10" 21'4" 23'-9" 23'4" 27-10" Non- 1 20 1 10 22'-1" 20'-Ia' 19'4" 26-3" 24'-10" 23'-0" 29'-11" 28'-3" 26' 2" 33'-1" 31'-2" 28'-11" Snowl 20 1 15 20--11" 19'-8" 18'-2" 24'-11" 2S-5" 21'.7" 28'4" 26'-T' 24'-7" 30'-8" 29-5" 27'-2" 125% 20 20 19'-11" 181-8" 1T-2" 2S-9" 22'-3" 20'-5" 267-10" 25'4" 23'-3" 28'-8" 27'-8" 25'-9" 25 10 21'-0" MAO" 18'-0" 24'-11" 23'-T' 22'-0" 2T-8" 26'-la' 26-a' 29'-T' 28'-11" 2T-8" 25 15 20'-0" 18'-10" 1T-5" 23'-8" 22'-5" 2a-9" 25'-9" 25'-1" 23'-T' 27-7' 26'-1(Y' 26-11" O.C. O.C. 30 10 2tY-1" 19-al 17'-9" 23'-9" 22'-T' 21'-1" 25'-10" 25'-5" 24'-0" 27-8" 27-2" 26-6" Snow 30 15 19'-3" 18'-2" 16'-11P' 22'4" 21'-T' 2(Y-0" 24W 23'-9" 27-10" 26-W 25'-5" 24W" 115% 40 10 18'-3" 1T-6" 16'-6" 21'-3" 20'-10" 194, 23'-2" 22'-10" 22'.4" 24'-9" 24'-5" 23'-11" 40 15 17-10" 1T-0" 15-10" 2a-2" 19-10" 18'-1a' 27-0" 21'-7" 21'4" 23'-6" 23'-1" 22'-0" 50 50 10 15 16'-10" 16'-4" 16' 2" 16--l" 15' 4" i 15'-0"--18'-T' 19-5" 19'-2" 18'-3" 18'-3" 1T-10" 21'-1" 20'-Ia' 20'-3"- 19'-11" 2a-6" t19'-5" 22'-T' 21'-8" 274" 21'-3" 21'-11" is-IU' - Non- 20 10 2a-6" 19-C 1T-11" 24'4" 2VY' 21'4" 2T-9" 26'-2" 24'-3" 29'-9" 28'-11" 26'-10" Snow 20 15 19'-4" 18'-2" 16'-10" 23'-0" 21'-8" 2a-0" 25'-8" 24'-8" 22'-9" 27'-5" 26'-7" 25'-2" 125% 20 20 18'-6" 17'-3" 15'-11" 22'-0" 20'-7" 18'-11" 23'-11" 23'-1" 21'-T' 25'-7" 24'-9" 23'-7" 25 10 19-5" 1814, 1T-1" 22'-8" 21'-10" 20'4" 241-8" 24'-2" 23'-2" 26-5" 26-10" 25'-2" 25 15 18'-6" 1 T-5" 16'-7' 21'-7' 20'-T' 194' 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'-2" c. O.C. 30 10 18'-T 1T-7" 16'-5" 21'-2" WAG' 19'-6" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 2S-8" Snow 30 15 17'-7" 16-9" 15'-7' 19-11" 19-6" 18'-7" 21'-9" 21'-3" 20'-6" 23'-3" 22'-8" 21'-11" 115% 40 10 16'-9" 16-2" 15'-3" 194" 18'-8" 18'-2" 2a-r 20'4" 21Y-0" 22'-1" 21'4' 21'-4" 40 15 16-11" 15'-7' 14'$' 18'-0" 1T-0" 17'-2" 19'-8" 19-3" 18'-9" 21'-0" 20'-T' 191$' 50 10 18'4" 19'-10" 18'-3" 17-8" 16-10" 50 15 14'-7" 14-4 '" 13'-11" 16'-T' 16'-4" 15'-11" IT -II..} j 17'4" 1 16'-6" EVJP • Eas,em Speaker Guide • 08/04/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. 4 , 17. Live Dead Load Load psfj [psfj 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/18' Flange Width 9'/.' BCI.6500s 1.8 11W BCI.6500s 1.8 4/12 4/12 I 8/12 or to to Less 8/12 12/12 14" BCI° 6500s 1.8 1_6" BCI° 65_00s 1_.8 4/12 4/12 8/12 or to Y to Less 1 8/12 I 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 26'-10" 25'-3" 23'-6" 31'-10" 30'.0" 27'-10" 36%2" 34'-1.. 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 20 24'-3" 1 22'-8" 20'-10" 28'-9" 26%11" 24'-9" 32'-8" 30'-7" 28'-2" 36--1" 33'-10" 31'-1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34.4. 31'-7" 12" O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 3VA" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'4" 20'-0" 26'-4" 25'-3" 23'-10" 29'-11" 28'-8" 27'-1" 33'-0" 31'-8" 29'-11" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" 27'-10" 25'-11" 31'-5" 30'-9" 28'-8" 01_5500 10- 15 20'-6" 20'-6" 19_8"- 19'-6" 18'_8" _ 1 18'-3" 24,_4" - 24'-4" 23'-4" 23'-2" 22,-2" 21'-8" 27'-8" 26'-7" 25_2" 24'-8" 30'_2" 28'-11" 29'-4" 1 28'-5" 27'-10" 27'-3" 27'-0" I 26'-4" Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 1 34'-2" 31'-9" Snow 20 15 23'-0" 21'-7" 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26-11" 34'4' 32'-3" 29%9" 125% 20 20 21--11" 20'-6" 18'-11" 26' 1" 24'-5" 22'-5" 29'-8" 27'4" 25'-6" 32'-9"1 30'-8" 1 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 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" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-1" 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 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 50 10 15 18'-6" 18'-6" 17'-9" 16'-11" 22'-1" 21'-2" 0'. 20%1" 24'-5" 24'-1" 22'-10" 26'-1" 25'-9" 25'-3" 17'-8" 16'-6" 21'-5" 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 24'-7" 24'4" Non- 20 10 22'-10" 21'-6" 20'-0" 27'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 264" 1 32'-3" 30'-3" 27'-11" 125% 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-1" 27'-10" 26'-1" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" IVA" 25%9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31--1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'-11" O.C. O.C. 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29--1" 28'-7" 27'-4" Snow 30 15 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26'-9" 25'-11" 115% 40 10 18'-10" 18'-1" 17'-1" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26'-1" 25'-8" 25'-2" 40 50 50 15 10 15 18'-6" 17'-5' 17'-3" 17'-6" 16'-8' 16'-7" 1 16'-4' _ 15'_10" 15'-6" 21'-3" 20'-5" 19'-7" 19'-_5" 23'-2" 22'-3" 21'4" 22'4" 22'-1" 24'4' 24'-4" 23'-8" 20'-10" 19'-10" 19'4. 18'-10" 18'-5" 22'-0" 21'-5_' 21'-0" , 20'-6" 23'_9" 22'-10" I 23'_6" I 23'-1" 22'-2" 1 21'-2" Non- 20 10 21'-1" 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" 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'-1" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-31, 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" 16'4" 21'-0" 20'-6" 19'A" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-1" 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" 22'4" 40 15 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" t- ----- 21'-7" 110 18'-3" I 20'-9" 19'-8" 19'— 5" 18'--9" - 17'-8" 116'-10" 50 50- 10- 15 16'-9" 4'8-- 15'-5" - 1 83 5 Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP • Eastem Specifier Guide • 080412015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psn [ps 115% and 125% Load BCI® 60s 2.0 Series 25/16" Flange Width Duration BCI® 90s 2.0 Series 3'/" Flange Width 117V BOO 60s 2.0 14" BC-10 60s 2.0 16" BCI* 60s 2.0 l iYi' BOO 90s 2.0 4/12 4/12 8/12 or to to Less 8112 12/12 14" BCI° 90s 2.0 4/12 T 4/12 8/12 or I to to Less 1 8/12 12/12 16" BCI° 90s 2.0 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 18/12toto 8/12 112/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4112 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 34'-l" 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'-l" 41'-11" 39'-4" 36'-4" 46'-5" 43'-7" 40'-3" 125% 20 20 30'-10' 28'-10' 26'-6" 35'-l" 32'-10' 30'-2" 38'-10' 36'-4" 33'-5" 35'4" 33'-0" 30'-4" 39'-11" 37'-5" 34%5" 44'-3" 41'-5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 35'-11" 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'-9" 34'-11" 44'-4" 41'-9" 38'-8" 30 10 31'-0" 29'-4" 27'-4" 35'-3" 33'-4" 31'-1" 39'-0" 36'-11" 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42--1" 39'-4" c. O.C. Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32'-1" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32--1" 30'-9" 29'-0" 35'-6" 34'-l" 32'-2" 32'-3" 30'-11" 29'-2" 36'-6" 35'-0" 33--1" 40'-6" 38--10" 36'-8" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'-10' 27'-10' 34'-11" 33--1" 30'-10' 31'-9" 30'-0" 28'-0" 36'-0" 34'-0" 31'-9" 39'-10" 37'-9" 35'-2" 50 50 10 15 26'-1" 26--1" 25'-0" 24'-10' 23'-9" 23'-3" 29'-8" 29'-8" 28'-6" 28'-3" 27'-0" 26'-5" 32'-11" 32'-11" 31'-6" 31'-4" 29'-11' 29'-3" 29'-10"L28'_8" 29'-10"i 28'-5" 2-7'-2" 26'-7" 33'-10" 33'-10" 32'-5" 32'-3" 30'-10' 30'-1" 37'-6" 37'-6" 35'-11" 35'-8" 34'-2" 33'-5" Non- 20 10 30'-11" 29•_2" 27'_1" 35'_2" 33._2" 30'4. 38'-11" 36'-9" 34'-1" 35'_4" 33'-4" 131'-0" 40'-l" 37'-10" 35._1" 44'-5" 41'- 11 "1 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'-1" 37'-11" 35'-8" 32'-11" 42'-0" 39'-6" 36'-6" 125% 20 20 27'-11" 26•_2" 24'-l" 31'-9" 29'-9" 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'-l" 36'-0" 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'-2" 37'-10" 35'-l" 16" 30 10 28'-1" 26'-7" 24'-10' 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3" 32'-1" 30'-5" 28'-4" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'-8" O.C. Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0" 26'-5" 33'-l" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 40 15 25'-1" 23'-9" 22'-2" 28'_7" 27'_1" 25'4' 31'-8" 30'_0" 27'41" 28'4" 27'_2" 25'-4" 32'-7" 30'-10" 28'4" 36--1" 34'-2" 31'-10" 50 50 10 15 23'-7" 23'-7" 22'-8" 22'-6" 21'-6" 21'-0" 26'-10' 26'-10' 264' 25'-7" 24'-6" 23'-11" 29'-9" 28'-7" 28'-7" 27'-8" 27'-1" 26'-5" 27'-0" 27'-25-4-1 25'-11"I 24'-7" 24'-1" 30'-7" 30'-7" 29'-5" 29'-2" 27'-11" 27'-3" 33'-11"' 32'-7" 33'-11 32'-4" 30'41" 30'-3" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 31'.4" 29--1" 37'-8" 35'-6" 33'-0" 41'-8" 39'-4" 36'.7" Snow 20 15 27'-6" 25'-10' 23'-10' 31'-3" 29'-5" 27'-l" 34'-8" 32'-7" 30'-l" 31'-5" 29'-7" 27'-3" 35'-8" 33'-6" 30'-11" 39' 6" 37'-1" 34'4" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10' 27'-11" 25'-8" 33'-0" 30'-11" 28'-6" 30'-0" 28'-1" 25'-10' 34'-0" 31'-10" 29'-3" 37'-8" 35'-3" 32'-5" 25 10 27'-7" 26'-l" 24'-3" 31'-4" 29'-8" 27'-7" 34'4" 32'-10' 30'-7" 31'-6" 29--10" 27-4. 35'4" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'-1" 33'_1" 31,_2" 28,_11" 30'-l" 28'_4" 26'-3" 34,-l" 32--1" 29'-9" 37'-9" 35'-7" 32'-11" 19.2" O.C. 10 26'-4" 25'-0" 23'-4" 30'-0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4" 30'-l" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 35'-10" 33'-6" Snow r:4 O 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" 32'4' 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 10 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29'-0" 27'-4" 27'-5" 26'-3" 24'-10" 31'-0" 29'-10" 28'-2" 34'-5" 33'-0" 31'-2" 50 15 10 15 23'-7" 22'-2" 22'-2" 22'-4" 21'-3" 21'-2" 20'-10' 20'-3" 19'-9" 26'-10' 25'-3" 23'-9" 25'-_5" 24'-2" 23'-0" 23'-8" 23'-0" 21'-11" 28'-l" 10' 23'-9" 27'-0" 25'-3" 23'-0; 25'-7" 24'-5" 21'-11" W-11" 25'-4" 25'-4"; 25'-6" 24'-4" 24'-2" 23'-10' 23'-l" 22'-7" 30'-7" 28'-8" 28'-8" 28'-11" 27'-7" 27'-5" 27'-0" 26'-2" 25'-7" 33'-10"32_1" 31'-10" 29'-8"28'-8"1 30'-7" 29'-11 29'-1" 27'-5" 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'-0" 34'-10" 32'-11" 17'-V 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'-l" 27'-4" 25'-3" 33'-0" 31'-0" 36'-7" 34'-4" 31'-9" 125% 20 20 24'-3" 22'-9" 20'-11" 27'-7" 25'-10' 23'-10' 30'-7" 28'-8" 26'-4" 27'-9" 26'-0" 23'-11" 31'-5" 29'-6" 34'-10' 32'-8" 30.-V 25 10 25'-6" 24._2" 22'-6" 29'-0" 27'-6" 25'_7" 32'-2" 30'-5" 28._4" 29'-2" 27._7" 25'-9'. 33,_1" 31%4" 29'_2" 36'-8" 34'-8" 32'_4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1" 24'-2" 30'-8" 28'-11" 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'-11" 32'-11" 30'-6" 24" 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30'-9" 29'-l" 27'-2" 27'-11" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'-0" O.C. Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-1" 23'-4" 27'-4" 26'-1" 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28'-7" 26'-7" 33'-7" 31'-8" 29'-5" 115% 40 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'-10' 40 15 21'-10" 20'-8" 19'-3" 22'-5" 21'-6" 20'-5" 19'-6" 17'-6" 22'-5" 20'-8" 19'-0" 21'-6" 20'-2" 18'-4" 20'-5" 19'-6" 17'-6" 24'-11" 23'-7" 23'-5" 122'-6" 23'-4" 122'-4" 22'-0" 21'-5" 20'-11" 27'-9" 25'-7" 23'-6" 26'-8" 24'-11" 22'-9" 25'-0" 24'-1" 21'-8" 28'-0" 26'-11" 25'-9" 25'-2" 23'-8" i 22'-11" 25'-6" 21'-10' 50 50 10 15 20'-6" 19'-0" 19'-8" 18'-4" 18' 9" 17'-6" 20'-8" 19'-0" 20'-2" 18'-4" i Boise Cascade BVP - Eastem Speufier 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/" Flange Width 91/2' BCI® 4500s 1.8 11 W BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load Deflect. Total Load I 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% 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 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 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 1 1 41 44 34 47 51 46 29 43 47 41 30 40 1 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC 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 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/2' BCI® 5000s 1.8 11V 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% L/240 Snow 015% 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 1 43 43 33 55 59 48 27 51 55 43 28 47 50 38 Boise Cascade EWP - Eastent 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'/z" per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 9Yz' BCI® 6000s 1.8 11'/s" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow 115d/o Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115d/o Non- Snow 125% L/240 Snow 115d/o 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 1 79 60 89 1 97 88 102 111 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 1 64 69 54 1 73 79 27 43 1 43 33 59 63 1 48 67 73 65 28 1 1 55 57 1 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP • Easiem 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/:' BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load I Deflect. Total Load Deflect. Total Load I 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 14 154 168 147 161 175 167 182 170 185 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 50 51 39 L3334 47 47 36 35 43 1 43 33 IF - Boise Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 23 115% 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 T/2' Flange Width 117/s" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 117/s' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load Lflect 1 Total Load Deflect 1 Total Load Def! 1TotalLadbafiecL 1 Total Load Deflect 1 Total Load 'Deflect Span Length Snow o Non- Snow 0 1Nn Snow 0 Non- Snow 0124A0 Snow Non- Snow o Snow e Non- Snow 1 o1 PIAo Snow Non- Snow o f I Non - Snowy Snow o! o 6 413 449 413 449 413 449 507 551 510 555 514 559 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 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 E78 65 35 53 53 41 40 40 31 58 58 44 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 EVIP - Eastesn Speurier Guide - 08/04/2015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was desioned to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analIyyzingg 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. k BC.I® Design Properties u-,x..:. --•.___-..•. _c.•-s +.:_..r_c-.-- - - _-sera-zrr.h BCI® Joist Series Depth inches] Wei ht pl Moment ft-Ibs] El x 10 e lb -in ] K x 10 e Ibs] Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1'W Bearing 3'/2" Bearing 3'W' Bearing 5'/." Bearing t,1 I - ti -- ofNoWSWSINoWSWSNoWSr1WSNoWSt+l WS tzt 9% 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 ! 2525 2750 4500s 11% 1 2.4 3025 260 6 1625 950 1425 1425 1475 1 2250 2850 1 2525 3000 1.8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 12525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 , 2525 3350 9% 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 ! 2525 2750 5000E 117/e 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'/e 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 i 2900 3000 1.8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9'/s 2.7 3505 220 5 1575 1175 137.5 1375 1425 2400 2650 ! 2700 2750 6500s 11'/s 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 12925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 11% 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 ! 3200 3250 2.0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 13200 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 i 3200 3750 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 435090S11% 2.0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 0 16 4.9 13050 1330 9 2550 1 1475-1 2150 1 1900 1 2350 1 3425 4000 14200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) S w 14 + w 12 A 384 EI K 0 = deflection [in] w = creams load [lb/in) I = clear span [in] E[ = bending stiffness [lb-in2] K = shear deformation coefficient [lb] BCI® Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O.C. Spacing inches End of Joist inches O.C. Spacing inches End of Joist inches 8d Box 0.113'o x 2.5' 2 1'/z 4 1'/2 8d Common (0.131'o x 2.5') 2 1'/ 4 3 10d & 12d Box (0.128'o x 3', 3.25') 2 1'/: 4 3 16d Box (0.135'o x 3.5) 2 1'/: 4 3 10d & 12d Common & 16d Sinker (0.148'o x 3', 3.25') 3 2 6 4 16d Common 0.162'o x 3.5' 3 2 6 4 BCI® DialDhiraom Table (1) BCI° Series Dia hra m Capacity mm Ib/ft Unblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing ® panel edges 425 Ib/ft for 4" o.c. nailing, staggered, ® panel edgesinbuildingcode 6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing ® panel edges 480 Ib/ft for 4" o.c. nailing, staggered Q panel edgesinbuildingcode 60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code I spacing no closer than 3" o.c. NOTES: If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI.60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306.3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EVW • Eastem Speufier Guide • 00/04/2015 Cascade Rimboard Boise Cascade Rimboard Product Profiles 9'/i' 117/e" 14" 16" 1 ", 1'/a" 1" 15/1611 13/rr BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD®OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. 0 Perpendicular See chart for vertical load capacity. 14 Min. bid nails at 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. 4W Parallel See chart for vertical load capacity. 40 Elderlor wall Sheathing Mec's/-' thickness SCl•/Als•Joists \ Perpendicular or parallel to dm A W die through tabs (ASTM A307 Grades AdB, SAE J429 Grades 1 or 2, or higher with washers and nuts) or W d13 lag =aws (tun penetrabonR staggered Min. connection for 40/10; deck Ioedire Dock loin Length I Connection 12W & leas 2 roue W bob or Mg screw. W o.c. 300 pit max. 12W —1VO' 2 rows W bob or lag screw, 16' o.a (450 pit msx.) 1 Note: For snow l!ts,reater than 40 pd, arear dead beds yrsetarNan10pst, cove conneaadn per max pe values shown above. Treated Ledger - Use only fasteners that are approved ror use With Corresponding wood treatment CASCADE' Rimboard Notes: ',,v Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 2M/20121RC. contact Boise Cascade EWP Engineering. Min. ad nails at 6' o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of For further information on residential dedt design, see AWC DCA 6, Prescriptive record's specification for shear transfer. Residential Wood Deck ConstrtJction 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 I[lb] Ib/ftl lb/ml fitifingItifin Ib/in V BC RIM BOARD° m 3300 3500 180 Limited capabilities, span abilities, see note 2ppVBCRIMBOARD°OSB m We" BC RIM BOARD' OSB m 4400 3500 180 Limited span capabilities, see note 2 lsha' VERSA -LAM° 1.4 1800 (') 6000 4450 Permitted per building code for all nominal 2" thick framing floor diaphragms 1800 1,400.000 225 525 1'/V VERSA -LAM° 2.0 3100 (') 5700 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 V BC RIM BOARDem I BC RIM tsha" VERSA -LAM 1a/4" VERSA -LAMBNarrowFace [in] product information. 1" BC RIM BOARD° OSB m BOARD° OSB m 1.4118000) 2.031000) 2. See Performance Rated 8d Box (0.113'o x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131'la x 2.5') 3 3 3 3 10d & 12d Box (0.128'o x 3', 3.25') See publication in note 2 for further nailing information. 3 3 16d Box (0.135'e x 3.5') 3 3 10d & 12dCommon & 4 4 6d Sinker (0,148'ex X. 3,25:) 6 616dCommon (0.162'o x 3.5') Boise Cascade EINP • Eastern Specifier Guide • 08/04/2015 1 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. VERSA-LA MO_ -Bea m-Architectu r_al-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 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--V-ERSA--LAM®- Beams-- -- ------ - -- See Note 3 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/:" W. 7V4" V 9W and greater 2" a Depth 3 Depth ter" 1/3 Span '/s Span __%_ End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification° for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade EVJP - Eastem Speofier Guide - 08/04/2015 VERSA -LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and air Strap per code If top plate Is not continuous over header. Verity hanger lateral restraint space hanger with hangeratbearinrequired manufacturer between VERSA-LAM*pperdresignconcretecolumn and wood. n connector TAmmers 1ord sional Slope seat cut Bevel cut t Beam to concrete/masonry walls Bearing framing into wall r Wood top plate must be flush 1 with Inside of wall Strap per code if Sloped seat cut t Hanger top plate Is not Not to exceed t continuous Inside face I of bearing. DO NOT bevel cut VERSA- AM* beyond inside face of wall without approval from Blockingnot Boise Cascade EWP Engineering Moisture barrier between shown or clarity. or BC CALC software analysis. concrete and wood VERSA -LAM* Installation Notes Minimum of''W air space between beam and wall pocket or adequate barrier must be VERSA -LAM* beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region's Specifier Guide. Multiple- Member_ -Connectors-- Side -Loaded Applications Maximum Uniform Side Load pl Nailed m W Olt. Through Bolt i'i W Ols. Through BoIN'1 Number 2 rows 16d rows 160 22, ws 2 rows (? 2 rows 2 rows 2 rows 2 rows of Sinkers @ Sinkers 4' o c 12' o.c. 8' o.c. 24' o., 12' a., ( 6' o c Members 12" o.c. 12" o.c. stanaere d sta eyed sta Bred sta ered sta eyed stapoered 1W VERSA -LAM* (Depths of 18" and less) 2 1 470 705 505 1 1010 1 2020 1 560 1 1120 2245 3ro 350 525 375 755 1515 420 840 1685 4m use bolt schedule 335 670 1345 370 745 1 1495 3''N' VERSA -LAM* 2m use bolt schedule 855 1 1715 1 N/A 1125 2250 1 N/A Y/." VERSA -LAM* (Depths of 24") Number of Members Nailed m Ols. Through Bait(') W Ols. Through Bolt"' 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12' o.c. 3 rows @ 24" o.c. 8" staggered 3 rows @ IS' o.c. 6" slaagered 3 rows @ 12" o.c. 4" stagaered 3 rows @ 24" o.c. 8' stagaered 840 3 rows @ 18' o c. 6' staaaered 1120 3 rows @ 12• o.c. 4" steanered 1685270594075510101515 3 ro 525 705 565 755 1135 630 840 1260 4 R use bolt schedule 505 670 1010 560 745 1120 1. Design values app to common bolts that conform A(NSII/ASME Grades A68 SAE J42fASrades I or 2. or higher). A washer not less Nan a standard cut washer shell 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 bohs and 2W for W bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0.135 diameter x 3.5' length. 16d sinker nags = 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 25%of opposite side). Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing r11 Maximum Uniform Load From One Side 2) 13/V plies Depths 11W' 8 less 2 rows 16d boxisinker nails @ 12" o.c. 400 pif Depths 14" -18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pff Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 pit 3) 1% plies MI Depths 11%:' & less 2 rows 16d box/sinker nails @ 12" o.c. 300 pit Depths 14" - 18" 3 rows 16d box/sinker nails a 12" o.c. 450 ptf Depth = 24" 4 rows 16d box/sinker nails a 12" o c. 600 pff 4) 13/." plies De the 18" 8 less 2 rows'1W bolts @ 24' o c., staggered 335 pit Depth = 24" 3 rows W bolts a 24" o.c., staggered eve 8' 505 pff 2) 31W' plies Depths IS" 8 less 2 rows IN bolts @ 24" o.c, staggered 655 pit Depth 20" - 24" 3 rows IN bolls 1§ 24' o.c., staggered eve 8' 1285 pit 1. The nail schedules shown apply to and by 25%for nonam bad roots 7. Connggcdon values are based upon both sides of a 3-member beam where the buldirg code claws the 2012 NDS. 2. 16d box nails = 0.135' diameter x 3. 5* length, 0.148* 5 tise allowable load tables or BC S. FasfenMaster TruaaLok, Simpson l6d sinker nails = diameter x 3.25' length. CALC* software to size beams. 6. An equivalent specific gravity of Strong - Tie SOW or SOS, snd`USP WS screws may also be used to 3 Beams wider than 7' must be designed by the erglneer of record, 0 5 may be used when designing specific Conn ctions with VERSA connect muldpie member VERSA• I IM' Mama contact Boise Cascade EWa Engineering for 4. Al values in these tables maybe Increased by 15%for snow -bad roofs LAMB further iMonrutlon Boise Cascade EWP • Eastein Specifier Guide • 08/04/2015 Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAM• beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load - carrying capacity of the full member decreases significantly. The following is an example of how to size and 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". _ Hangers not shown for clarity 1A' Find: A multiple Y/." 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 pit load from one side the right side in this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 pit 4 Go to the Multiple Member Connection Table, Side -Loaded Applications, 1x/." 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: '' MV diameter 2 rows @ 12" staggered. 755 pit is greater than 450 pit OK VERSA -LAM® Floor Load Tables f 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 [inches[ Span h] 1'W VERSA -LAM' 2.0 MOO Double Ply 1'/.' VERSA -LAM' 2.0 3100 or 31W VERSA -LAM 2.0 3100 Triple Ply1'/.' VERSA -LAM' 2.0 3100 or 5 /.' VERSA -LAM 2.0 3100 Quadruple Ply 1Y." VERSA-LAMO 2.0 3100 or 7' VERSA -LAM 2.0 3100 7`/." 9,/:„ I 11M. F 14^ 71/:' 9W" I 1Y/: 1 14" 16^ 1 18" 1 24^ SW 113W 1 14^ 1 16^ 1 18" 1 20^ 247 Ill%" 14^ 1 16" 18^ 20^ 1 24„ 763 10631 1424 1 1795 1525 2126 2849 3590 4387 5232 5226 3189 4273 5384 6580 7848 7845 7838 5697 7179 8773 10463 10459 10451 6 762 1525 1.814.4 2.4/6.1 3.3/8.24.1110. 1.814.4 2.418.1 3.3/6.2,4.1110.35112.6 6/15 6115 2.4/6.1 3.3/8.24.1/10.35/12.61r6115 8115 8/15 3.3/8.24.1110.15/12.6 6115 1 6/15 1 6115 479 1 748 1 979 1 1207 957 1492 1957 2414 2886 3402 3913 2237 2236 3622 4328 5103 5878 5870 3914 4829 5771 6803 7834 7828 8 322 721 643 1447 2171 1.513.7 2.315.7 317.5 3.719.3 1.513.7 2.3/5.7 317.5 3.7/9.3,4.4/11.1 5.2/13 6115 2.315.7 3/7.5 3.719.3,4.4111.1 5.2113 8/15 B115 317.5 3.7/9.3,4.4/11.1 5.2113 8115 6115 243 1 551M2.917.1 909 467 1102 1489 1817 2148 2502 3126 1653 2234 2726 3222 3753 4322 4686 2978 3035 4296 5003 5763 6251 10 165 370 329 741 1447 1111 2171 2894 1.5/3 2.115.33.518.7 1.513 2.1/5.3 2.917.1 3.518.7.4.11 IO.S 4.61121 6115 2.115.3 2.917.1 3.518.74.1/10.14.8/12, 5113.4 6115 2.9/7.1 3.518.7,4.1110.34.8112 5113.8 6115 182 413 665 8OS 364 825 1330 1017 1904 2209 2839 1238 1995 2425 2858 3313 3800 4259 2659 3233 3807 4417 5087 5879 11 124 278 544 247 557 1087 835 1631 2175 1.513 1.714.4 2.817 3.418.5 1.513 1.714.1 2.817 3418.5 4110.114.7111.71 6115 1.714.41 2.817 13418.5 4110.1 4.7111.7,5.4/13.4 6115 2.817 13.4/8.5 4110.1 4.7/11.75.4/13.4 6115 139 317 595 728 279 634 1170 1456 1709 1977 2601 950 1 1755 2184 2564 2965 3390 3901 2340 1 2912 3416 3953 4519 5201 12 95 214 419 686 101 429 837 1372 643 1 1256 2058 1675 2745 1.5/3 1.513.7 2.718.8 3.4/8.4 1.S13 1.5/3.7 2.716.8 3.418.4 3.919.9,4.6111.4, 6115 1.513 7 2.7/6.8 3.418.4 3.9/9.94.6/11.4 5.2/13 6/,5 2.716.613.418.413.019.914.6111.4. 5.2113 6/15 109 248 488 682 217 496 978 1 1324 1550 1789 2399 744 1464 198E 2328 2683 3052 3598 1952 1 2647 1 3101 3577 4078 4797 13 75 169 329 40 150 337 659 1 1079 SOB11.513.112.416.113.318.313.919.7.'4.5111.fS.I/12.7, 988 1619 1317 2159 1.513 1.513.1 2.416.1 3.318.3 1.513 1.5/3.1 2.4/6.1 3.3/8.3 3.919.7,4.5111.2 6115 6115 2.4/6.1 3.3/8.3 3.9/9.74.5/11.25.II12.7i 6115 86 1 198 390 1 585 1 173 1 395 779 1171 1 1418 1633 2226 593 1169 1756 2128 2449 2768 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 432 120 1 270 527 881 1 1290 405 791 1296 1935 1055 1728 2580 1.513 1 1.513 2.115.3 3.217.9 1.513 1 1.513 2.115.3 3.217.9 3.8/9.8 4.4111 6115 1.513 2.1/5.3 3.2/7.9 3.819.8 4.4/11 5/12.5 6/15 2.1/5.3 3.2/7.9 3.8/8.8 4.4/11 15112.5 6115 70 160 318 09 139 320 631 1018 1307 1502 2078 479 947 1527 100 2253 2558 3113 1262 203E 2614 3003 3410 4151 15 49 110 214 351 98 220 429 703 1049 1493 329 643 1054 1573 2240 858 1405 2098 2987 1.5/3 1.513 1.8/1.8 2.9/7.4 1.5/3 1.5/3 1.811.E 2.917.4 3.819.5r1.3110.0 6115 1.513 1.814.6 2.917.4 3.819.54.3/10.94.9/12.3 6115 1.814.8 2.9/7.4 3.8/9.54.3/10.94.9/12.3 6/15 57 131 259 127 113 262 518 851 1151 1390 1944 393 777 1281 1727 2085 2384 2917 1038 1708 2303 2780 3151 3889 16 40 90 177 289 80 161 353 579 864 1230 271 530 868 1296 101E 707 1158 1728 2461 1.5/3 1.5/3 1.8/4 2.6/8.8 1.5/3 1.5/3 1.8/412.616.613.618.9.4.31107 8/15 1.5/3 1.8/4 2.818.8 3.8/8.9,4.3I10.7,4.9/12.2 6/15 1.814 2.8/6.8 3.8/8.9,43I10.7,4.9/12.2 8/15 108 215 355 93 217 430 710 1018 1274 1826 325 645 1065 1527 1911 219E 2739 860 140 2036 2547 2929 3652 17 75 147 241 67 151 295 483 720 102E 226 442 724 1081 1539 2111 589 965 1441 2052 2814 1.513 1.513.E 2.315.9 1.513 1.51311.513.612.315.913.318.41.4.2110.5 6115 1.513 1.513.E 2.315.9 3.3/84,4.2/10.5 4.8/12 6115 1.513.E 2.315.9 3.3/8.4,4.2/10.5 4.8112 6/15 90 180 298 77 161 360 596 894 1134 1701 271 540 894 1341 1701 2051 2552 720 1191 1788 2268 2735 3402 18 64 124 203 56 127 248 407 607 864 191 372 610 910 1298 1778 498 813 1214 1728 2371 1.513 1.513.2 2.115.2 1.513 1.513 1.513.2 21/5.2 3.117.8 419.9 5.9114. 1.513 1.513.2 2.1152 3.117.8 419.9 4.8/11.95.91 4. 1.513.212.115.213.117.814/9.9 4.8/11.95.9/14. 76 152 252 65 152 304 504 758 1016 1592 229 457 757 1137 1524 1863 2388 609 1009 1510 2032 2484 3184 19 54 105 173 48 108 211 346 516 735 162 1 316 519 774 1102 1512 422 691 1032 1470 2016 1.5/3 1 1.513 11.914.7 1.513 1 1.513 1 1.513 11.914.71 2.817 13.719.45.8/14. 1.513 1 1.513 1.914.7 2.8/7 3.7/9.4,4.6111.45.8/14. 1.513 1.914.7 2.817 3.7/9.446111.458/14. 65 130 1 215 54 129 259 430 647 915 1496 194 389 646 971 1373 1678 2243 519 861 1295 1830 2237 2091 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 664 945 129E 1 2240 362 593 685 1260 1728 2987 1.513 1.513 11.714.2 1.513 1 1.513 1 1.5/3 1.7/4.2 2.516.3 3.618.95.8114. 1.5/3 1.513 11714.212.5163 3.6/8.94.3/10.85.8/14. 1.513 1.714.2 2.516.3 3.818.9,4.3110.85.8114. 96 160 95 192 320 482 692 1304 142 288 480 724 1038 1382 1958 384 640 965 1383 1842 2608 22 68 111 70 138 223 332 473 1122 104 204 334 499 710 974 1683 272 445 665 947 1299 2244 1.5/3 1.513.5 1.513 1.513 1.5I3.5 2.115.2 317.4 3.6113. 1.513 1.513 1.5135 2.1/5.2 317.4 3.9/9.95.6/13. 1.5/3 1.513.5 2.115.2 3/7.4 3.9/9.95.6113. 72 1 122 71 145 243 368 529 1092 106 217 1 365 552 793 1095 1638 290 1 486 736 1057 1460 2184 24 52 86 54 f05 172 256 365 864 80 157 1 257 384 47 750 1296 209 1 343 512 1 729 1000 1728 1513 1.513 1.513 1 1.513 1 1.513 1.8/4.1 2.5/6.3 1/12. 1.5/3 1 1.5/3 1 1.513 1.8/4.412.5/6.3 3.4/8.65.1/12. 1.513 1 1.513 1.8/4.4 2.5/6.3 3.4/8.85.1/12 9aW2641187282135201287 83 124 202 302 430 590 1 1020 165 270 1 403 574 787 1352 1.513 1.5/3 1513 1 1513 1 1.513 1513.7 2.115.3' 43 /11.10 1.513 1 1.5/3 1 1.5/3 1.5/3.7 2.1/5.3 2.917.3 4.71111.18 1.513 1 1.513 1.5/3.7 2.115.3 2.9/7.34.7/11. 71 67 148 228 328 792 81 130 222 338 489 878 1188 174 298 451 852 904 1584 28 54 68 108 161 230 544 51 99 162 242 344 472 616 132 216 322 459 630 1088 1.5/3 1.513 1,513 1.513.2 TO1474.4110A 1.513 1 1.5/3 1 1.513 1.5/3.2 1.B/1.8 U 4.4/10.1 1.513 1 1.513 1.5/3.2 1.8/4.8 2.5/8.3,4.4/10. 59 68 118 1 160 282 639 102 176 271 393 546 959 137 1 235 1 361 523 728 1279 30 44 54 98 1 131 187 442 80 132 197 280 384 684 107 176 262 373 612 885 1.5/1 1.S13 1.5/3 1 5/3 1.614 3.819.5 1.5/3 1.513 1.513 1.614 2.215.5 3.8/9.5 1.5/3 1.513 1.5/3 1.8/112215.513.819.5 Total Load values are limited by shear, moment or deflection equal to L/240. Total Load values are the capacity of the beam in addition to its awn weight. Live Load values are limited by deflection equal to L1360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC• software 9 the length of arry 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 Beanng Lengths are based an the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Omer 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 CALCO software. Boise Cascade EWP • Eastom Specifier Guide • 08/04/2015 VERSA -LAM® Roof Load Tables 4 ; 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 Reowred Bearino Lenoth at End / Intermediate Suonorts finches] Span ft] Y/.' VERSA -LAM* 2.0 3100 Double PlyI%* VERSA-LAM4 2.0 3100 or 3K' VERSA -LAM 2.0 3100 Triple Ply1'W VERSA-LAM4 2.0 3100 or 5'/.' VERSA -LAM 2.0 3100 Quadruple Py 1'/.' VERSA -LAM• 2.0 3100 or 7' VERSA -LAM 2.0 3100 7'/." 9'r4" 11 %- 14" 7'Y." 9'W I I W' 1 14" 1 16" 1 18" 1 24" 9'1W 11 Y." 1 14" 1 16" 1 18" 1 20" 1 24" 11 M" 14" 16" 18" T20" 1 24" 878 1223 1639 1 2065 1755 2446 3278 4130 5047 5232 5228 3669 4917 1 6195 7570 7948 7945 7838 6556 8260 10094 10483 10459 10451 215 2.817 3.819.4447/11. 215 2.8/7 3.8/9.4,4.7111.85.8/14.5 6115 6115 2.817 3.8/9.44.7111.85.8114.5, 8115 1 6/15 8/15 3.8/9.44.7111.85.6/14.5 6/15 6115 6115 598 858 1128 1 1389 1197 11717 12252 2779 3321 13915 3913 2575 1 3379 1 4168 4881 5872 5876 5870 4505 5558 6642 11 7829 7834 7826 8 482 965 1.B148 2.8/88 3.5I8.61.3/10. 1.8/4.8 2.616.8 3.518.64.3/10.651112.71 6115 6115 2.616.8 3.5/8.6,4.3110.65.1/12.71 6/15 6/15 8/15 1.5/8.8,4.3/10.65.1112.71 8115 6115 8115 326 637 857 1 1046 651 1274 1714 2092 2472 2980 1 3128 1912 2571 3138 13709 1 4320 1 4695 4688 3429 4104 1 4945 1 5759 6259 16251 10 247 556 494 1111 1667 1.513.112 4/6.1 3.3/8.2 4/10 1.5/3.1 2.1/6.1 3.3/62 4110 14 7/11.95.5/13.8 6/15 2.4/6.1 3.3/8.2 4/10 14.711195.5/13.8 6115 8/15 3.3/8.2 4/10 4.7111.95.5113.81 6115 1 6115 244 526 32'18 5 931 487 1052 1531 1861 2192 2543 2939 1577 2298 2792 3288 3814 4265 4259 3082 3723 4383 5085 5687 5879 11 186 418 371 835 1251 1.5/1 2.2/5.8.1 3.9/9.8 1.5/3 2.215.E 3.2/8.t 3.9/9814.8/11.85.4/13.4 6115 2.2/5.8 3.218.1 3.9/9.84.6111.65.4113.4 6/15 1 8115 3.2/8.113.919.84.6/11.65.4/13.4 6115 1 6/15 187 1 424 674 1 838 374 48 1347 1 1676 1968 2276 2601 1272 2021 1 2514 2952 3414 1 3903 3901 2694 3353 3938 4552 5203 5201 12 143 322 628 286 643 125E 965 1884 2512 1.513 214.9 3.117.8 3.9/9.7 1.513 2/4.9 3.117.8 3.9/9.7 4.5/11.35.2/13.1 6115 214.9 3.117.8 3.919.7 4.5/11.15.2/13.1 6/15 6115 3.117.813.919.714.5111.35.2113.11 6115 1 6115 148 1 332 573 762 1 292 1 665 1 111E 1 1524 1785 2060 2399 997 1719 2287 12678 3089 3522 1 3598 2292 1 3049 1 3571 1 4119 4696 4717 13 112 1 253 494 225 1 506 1 998 1 - 759 1482 1976 1.5/3 1.714.2 2.917.2 3.8/9.5 1.513 1.7142 2.9/7.2 3.8/9.545/1t.25.1/12.9 8115 1.7/4.2 2.917.2 1.8/9.54.5/11.25.1112.95.9/t1.7 6/15 2.9/7.2 3.8/9.5,4.5/11.25.1/12.95.9/14.71 6115 116 265 493 1 674 233 1 530 1 987 1 1349 1 16U 1880 2228 796 1 1480 1 2023 2450 2821 3208 3338 1973 12897 3267 3761 1 4278 1 4451 14 90 203 396 648 180 405 791 1296 60811.513.612.716.7 1187 1944 1582 2593 1.5/3 1.513.E 2.7/6.7 3.6/9.1 1.513 1.5/3.8 2.7/6.7 3.6/9.1 4A/11 5.1112.71 6115 3.619.t 4.4/It 5.1/12.75.8/14.4, 6/15 2.7/8.7 3.8/9.1 4.4111 5.1/12.75.8/14.41 8/15 94 215 423 586 188 429 46 1173 1505 1730 2076 644 1268 1759 2258 2595 2948 1113 1691 2348 3011 3459 3928 4151 15 73 165 322 527 148 329 843 1054 494 965 1581 1288 2108 1.5/3 1.511.1 2.5/6.13.418 5 1.513 1.513.1 2.516.1 3.410.54.3/10.9 5/12.5 8/15 1.5/3.t 2.5/8.1 3.4/8.54.3/10.9 5/12.5 5.7114.2 6/15 2.5/8.1 3.1/8.54.3/10.9 5/12.5 5.7/14.2 8/15 77 1 176 1 347 515 153 352 695 1029 1 1327 1 1601 1944 528 1042 1 1544 1 1990 1 2402 1 2721 1 2917 1389 2058 1 2653 3202 3830 3889 16 60 1 136 1 265 434 121 271 530 808 1296 407 795 1 1303 1 1944 1060 1737 1 2593 1.513 1 1.513 2.215.4 3.217.9 1.513 1 1.5/3 2.215.4 3.217.9, 1110. 11.9112.31 6115 1.513 2.2/5.1 3.2/7.9,4.1110.24.9/12.3 5.61141 6115 2215.4 3.2/7.9,4.11f0.21.9/t2.3 5.61141 6115 63 146 1 289 455 127 1 292 1 577 910 1173 1488 1 1829 438 1 888 1 1365 1 1760 1 2201 1 2531 1 2743 1154 1820 1 234E 1 2935 1 3374 3657 17 50 111 221 362 101 228 1 442 224 1081 339 881 In1 1621 1 884 1448 1 2161 1 1513 1.5/3 11.914.81 317.5 1.513 1 1.513 11.014.8 3/7.5 3.9/9.8 4 8/121 8115 1.5/3 11.91481 317.5 3.919.8 4.8112.5.5/13.8 6115 1.914.8 3/7.5 3.919.E 4.8112 5.5/13.8 6115 53 122 242 399 106 244 484 799 1045 1307 1728 367 726 1198 1567 1061 2364 2588 968 1598 2089 2614 3151 3451 18 42 95 186 305 85 191 372 610 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.5/3 1.5/3 1.7/4.3 2.8/7 1.5/1 1 1.513 11.714.31 2.817 3.6/9.1,4.5/11.1 6115 1.513 11.714.31 2.817 3.6/9.14.5/11.45.5/13.7 6115 1.714.3 2.817 3.6/9.1,4.5111.45.5/13.71 6115 103 205 339 8e 206 110 677 936 1171 1634 310 615 101E 1404 1757 2147 2450 820 1354 1872 2342 2862 3267 19 81 158 259 72 162 318 519 774 1102 243 475 778 1161 1653 633 1037 1548 2204 1.513 1.5/3.8 2.516.3 1513 1 1.513 1.513.8 2.5/6.3 34/8.64.3/10.8 6115 1.5/3 1.5/3.8 2.5/6.3 3.4/8.64.3110.85.3/13.1 6115 1.513.8 2.5/8.3 3.4/8.64.3/10.85.3/1-'4 8/15 88 175 289 75 1 176 350 1 579 43 1055 1551 263 525 868 1265 1583 1 1934 2326 699 1157 1686 2110 2579 3101 20 69 138 222 62 1 139 271 1 445 664 945 208 407 667 ON1418 1 543 1 889 1327 1890 1.513 it.513.4 2.315.6 1.513 1 1.5/1 1.5/3.4 2315.8 3.318.24.1/10.2 6/15 1.5/3 1.513.4 2.3/5.8 3.318.24.1/10.2i5/12.5 6115 1.513.4 2.315.8 3.318.2,4.1110.2 5112.51 6115 65 130 216 54 130 1 260 1 431 1 649 869 1407 194 390 1 647 973 1303 1593 2111 520 862 1297 1738 2124 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1481 408 668 997 1420 194E 1.5/3 1.5/3 1.914.7 1.513 1.5/3 1.513 1.914 7 2.817 3.7/9.3 6115 1.513 1.5/3 1.914.7 2.817 3.719.3.4.5111.31 8115 1.513 1.914.7 2.817 3.7/9.3,4.5111.1 6115 99 164 98 197 329 496 711 1259 146 296 493 744 1066 1334 1889 325 658 992 1422 1779 2518 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 788 1091 1500 1.5/3 1.613.9 1.513 1.513 1.6/3.9 2.3/5.9 3.3/8.35.9114. 1.513 1.5/3 1.613.9 2.3/5.9 3.3/8.3,1.2/10.45.9114. 1.5/3 1.6/3.9 2.3/5.9 3.3/83,4.2/10.45.9/14. 76 128 75 153 1 256 387 555 1069 112 1 229 1 381 1 560 1 833 1132 1604 305 1 511 773 1110 1510 2132 26 62 11.5/3.3 101 63 124 1 202 302 430 1020 95 1 185 1 304 1 453 1 645 885 1529 247 1 405 604 860 1180 2039 1.513 1 1.513 1 1.513 11.513.31 215 2.8/7.15.4/13. 1.513 1 1.513 11.513.31 215 12.817.1 3.819.6S.4113. 1.513 11.513.31 215 12.817.1 3A19.65.4/t3. 60 101 58 120 202 306 441 919 87 180 303 459 661 914 1378 240 404 612 82 1219 1837 28 49 81 51 99 182 242 344 816 78 148 243 363 517 709 1224 198 324 484 689 945 1633 1.5/3 1.513 1.5/1 1 1.513 1 1.513 1.7/4 J 2.416.1 5112.6 1.513 1 1.513 1 1.5/3 1.7/4.3 2.4/6.1 3.4/8.4 5112.6 1.513 1 1.513 1.714.3 2.416.t 3.418.4 5112.6 81 95 161 248 1 355 1 797 68 143 242 369 533 738 1196 190 323 1 492 1 710 984 1 1594 30 66 1 80 132 197 1 280 1 664 62 121 198 295 420 578 996 161 263 1 393 1 560 768 1 1327 1.513 1 5/3 1 1.5/3 1.5/3.7 2.1/5.3,4.7/11. 1.513 1 1.513 1 1.513 1.5/3.7 2.1/5.3 2.9/7.3,4.7/11. 1.5/3 1 1.513 1.5/3.7 2.1/5.J 2.9/7.3,4.7/11. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span appplications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC'software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral 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 gram for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrent 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 U inches are to be used as muhple-member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCsoflwdre. 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 ftJ 1'/.' VERSA-LAM•2.0 3100 Double Ply 1'/.' VERSA•LAMe2.0 3100 or W VERSA -LAM 2.0 3100 Triple Ply11W VERSA•LAMe 2.0 3100 or 5/. VERSA -LAM 2.0 3100 Ouadn,ple Ply 1'/.' VERSA•LAM• 2.0 3100 or 7' VERSA -LAM 2.0 3100 7Y.." 9'W' 11'/." 14" 7'Y." I 9'/." I 111W 14" 16" 1 18" 1 24" 1 SIN' 11M." 14" 1 16" 1 18" 1 20" 1 24" 11Y4" 1 14" 1 16" 1 18" 1 20" 1 24" 954 1330 1782 2245 1908 2660 3584 4491 5234 5232 5228 1 3990 5346 6736 7851 7848 7945 7838 7128 8981 10467 10483 10459 10451 6 2.215.5 3.1/7.8,4.1110.25.1/12. 2.2/5.5 3.1/7.8,4.1110.25.1112.9 6/15 6/15 6115 3.1/7.8,4.1/10.25.1/12.9 8115 6115 6115 6115 1/10.25.1112.9 6115 6115 8/15 6115 640 933 1225 1511 1279 1867 2449 3022 3611 3910 3913 2800 3674 4532 5417 5879 5876 5870 4892 6043 7222 7838 7834 7828 8 482 965 13.819.4,'4.6111.65.5/13.8214.9 2917.1 3.819.414.8111. 214.9 2.9/7.1 3.8/9.4,4A111.65.5/13.8 8115 8/15 2.917.1 3.8/9.44.6111.65.5113.8 6115 6115 0115 a115 1 6115 1 6115 326 693 932 1138 651 1 1368 1 1864 1 2275 2689 3132 3126 2079 2797 3413 1 4033 4698 4695 4688 3729 1 4550 1 S378 6263 6259 6251 10 247 556 494 1111 1667 1.513.1 2.716.8 3.818.9 4.4110. 1.513.1 2.7/6.8 3.6/8.94.4110.95.2112.9 6115 6115 2.7/6.8 3.6/8.94.4/10.95.2/12.9 6/15 1 6115 1 8/15 3.818.9 4.4/10.95.2/12.9 6115 6115 6115 244 1 552 1 833 1012 487 1104 1665 2024 2364 127651656 2498 3037 3576 4148 4265 4259 U30 4049 4767 5531 87 5679 188 418 815 371 835 1631 12S3 2446 3262 1.513 2.315.8 3.5/8.8;4.3/10. 1.5/3 2.315.83.518.8,4.3/10.75/12.62.3/5.8 3.5/8.8,4.3110.7 5112.615.81146 6115 1 6115 3.518.84.3110.71 5112.8 5.8/14.6 6115 1 8115 187 424 733 912 374 848 1465 1823 2141 2475 2601 1272 2108 2735 3211 3713 3907 3201 2931 3647 4281 4051 5209 5201 12 143 322 628 286 643 1256 965 1884 2512 1.513 1 214.9 3.4/8.44.2/10. 1.5131 214.9 3.4/8.1;4.2/10.54.9/12.35.7114.3 6115 214.9 3.4/8.44.2/10.54.9/12.35.7114.3 6/15 6115 3.418.4 4.2110.54.9/12.35.7/14.3 8/15 1 6/15 148 332 623 829 292 1 665 1 1247 1658 1942 2240 23" 997 1870 2487 2913 U60 3604 3598 2494 3318 3884 4480 4808 4797 13 112 2S3 494 810 225 508 988 late 759 1482 2429 1978 3238 1.513 1.714 2 3117.84.1/10. 1.513 1.714.2 3.117.84.1110.4,4.8112.1 5.6114 8115 1.714.2 3.117.88,4.1/10.4,4.8/12.1 5.6114 6115 6115 3.117.8, 1110.44.8/12.1 5.6114 6115 1 6115 116 265 521 734 233 530 1043 1467 1777 2046 2226 796 1564 2201 26M 3068 3345 3338 2085 2934 3554 4091 4459 4451 14 90 203 396 648 180 405 701 1296 600 1187 1944 1582 2593 1.5/3 1 5/3.6 2.817 419.9 1.513 11.5/3.61 2.817 1419.9 4.8/12 5.5/13.8 8/15 1.513.8 2.817 1419.9 4.8/12 5.5/13.8 6115 6115 2.817 1 410.9 14.8112 S.5/13.6 6115 1 8115 94 215 1 423 638 188 1 429 1 846 1276 16M 1882 2076 644 1268 1914 2456 2823 3120 3113 1691 2552 3275 3763 4159 4151 15 73 165 1 322 527 116 329 643 1051 1573 494 1 965 1581 2360 1286 2108 3146 1.513 1.513.1 2.516.1 3.719.2 1.513 1.5/3.1 2.516.1 3.719.24.7111.85.4/13.6 6115 1.513.1 2.516.1 3.719.2,4.7111.85.4113.8 6115 1 6115 2.516.1 3.7/2.24.7111.&5.4113.6 6115 6115 77 178* 2.215.4 560 153 352 695 1120 1443 1742 1944 528 1042 1680 2165 2613 2923 2917 1389 2240 2887 3484 3697 3882 16 60 136434 121 271 530 868 1296 407 795 1303 1944 1060 1737 2593 1.5/3 1.5/.5/8.8 1.5/1 1.5/3 2.2I5.1 3.5I8.8;4.4111.1i5.4/13.4 6115 1.513 2.215.4 3.518.E 4.4111.15.4/13.4 6115 6115 2.2/5.4 3.5/8.8 4.4111.15.4113.4 6115 6115 63 146 289 476 127 292 577 951 1277 1597 1829 438 868 1427 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1S39 339 1 663 1086 1621 2308 884 1 1448 1 2161 3078 1.513 1 1.513 1.9I4.8 3.117.8 1.513 1 1.513 1.914.8 3.117.8'4.2110.55.2113.1 8115 1.513 1.914.8 3.117.8,4.2/10.55.2113.1 6115 1 6115 1.914.8 3.117.8,4.2/10.55.2/13.1, 8/15 1 6115 53 122 242 399 106 244 484 799 1137 1122 1726 367 726 1198 1 1705 2133 2572 2588 988 1598 2274 2945 3429 3451 18 42 95 188 305 85 191 372 810 910 1298 288 558 915 1 13M 19M 744 1220 1821 2593 1.513 1 1.513 11.714.31 2.817 1.513 1 1.513 11.714.31 2.817 1 419.9 4.9/12.3 6115 1.513 11.714.31 2.817 1 419.9 4.9112.33.9114.9, 8/15 1.714.31 2.817 1410.9 4.e/12.35.e/14.9 6115 103 1 205 1 339 89 1 208 1 410 1 677 1 1016 1275 1 1634 310 615 1016 1524 1912 2336 2450 820 1354 2032 2549 3115 3267 19 1 81 1 158 1 259 72 J 162 1 318 1 519 1 771 1 1102 243 475 778 1161 1653 2268 633 1037 1548 2204 3024 1.513 11.513.812516.3 1.513 1 1.513 1.5/3.8 2.5/6.3 3.7/9.3,4.7/11.71 6115 1.513 1.5/3.8 2.5/6.3 3.7/9.3,4.7/11.75.7/14.3 6115 1.5138 2.5/6.3 3.7/9.3,4.7111.75.7/14.3 6115 88 175 1 289 75 176 350 579 869 1149 1551 283 525 868 1303 1723 2105 2328 699 1157 1737 2297 2807 3101 20 69 136 222 62 139 271 445 664 045 208 407 667 996 1418 1914 543 889 1327 1890 2593 1.513 1.513.4 2.315.6 1.513 1 1.513 1.5134 2.315.8 3.4/8.4,4.4111.1 6115 1.513 1.5/3.1 2.3/5.8 3.118.4,4.4111.15.1113.E 6115 1.513.4 2.3/5.8 3.418.4,4.4/11.15.4113.6, 6115 65 130 216 54 130 260 1 431 649 928 1407 194 390 647 973 1393 1735 2111 520 862 1297 1857 2313 2815 22 52 102 1 167 46 104 204 1 334 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.513 1.513 IT914.7 1.513 1 1.513 1 1.513 11.9/4.71 2.817 1 419.9 1 6115 1.513 1 1.513 11.914.71 2.8/7 1410.0 4.9112.3 6115 1.5 33 1.014.71 2.817 4199 4.9112.3 6115 99 164 98 197 1 329 498 711 1288 146 298 1 493 744 1 1068 1453 1932 395 658 992 1422 1 1937 1 2576 24 79 129 80 157 1 257 394 S47 121 238 1 386 578 1 820 1125 314 515 768 1094 1500 1.5/3 11.813.0 1 1.5/3 1 1.513 1.613.9 2.315.9 3.318.3 6115 1.513 1 1.513 1.613.9 2.3/5.9 3.318.3,4.5/11.3 6/15 1.513 1.8/39 2.3/5.9 3.3/8.3;1.5/11.3; 6115 76 128 75 153 259 387 555 1184 112 229 383 580 833 1150 1747 305 1 511 773 1110 1533 2329 26 62 101 63 124 202 302 430 1020 95 1 185 304 453 645 885 1529 405 1 604 1 860 1180 2039 1.513 11.513.3 1 1.513 1 1.513 11.5/3.31 215 2.817.15.9114. 1.513 1 1.513 11.513.31 215 2.817.1 3.9/9.75.9/14. 1L7_L 1.513 1.513.3 215 2.817.1 3.91975.9114 60 101 58 120 202 306 441 1001 87 180 303 459 661 914 1501 240 404 612 882 1219 2001 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 108 324 484 689 945 1633 1.513 1.5/3 1.513 1.513 1.513 1.714.3 2.416.15.5113. 1.513 1.5/3 1.513 1.714.3 2.416.1 3.1/845.5113. 1.513 1.513 1.714.3 2.416.1 3.418.45.5113. 81 95 161 248 355 861 68 143 242 369 533 738 1291 190 323 492 710 984 1721 30 86 80 132 197 280 62 121 108 295 420 576 996 161 263 393 560 768 1327 1.513 1.513 1.513 1.513.7 2.115.35.1112. 1.513 1.513 1.513 1.5/3.7 2.1/5.3 29/7.35.1/12 1.5/3 1 1.513 1.5/3.7 2.1/5.3 2.9/7.35.1/12. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span appplications. Span is measured center to center of the supports. Analyze multiple span beams with the 8C CALC'sottware if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each suppon 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 sham 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 end Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. N. inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. Base Cascado EWP • Eastern Specifier Guide • 08/0412015 VERSA -LAM® 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-RIM•. Use nails as specified by Simpson Strong -Tie. VERSA -LAM° Design Values Nailing Parallel to Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1 %•• thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use 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 Weight Ib/ft[lb] Allowable Shear Allowable Moment ft-lb]in' Moment of Inertia a a N 1'/: 3%: 1.5 998 776 5.4 c 0 a18 Q Q ir 9 1 5 5'/. 8.0 5237 6830 63.3 5'% 2.4 1568 1821 20.8 5'/: 8.4 5486 7457 72.8 7%. 1 11.0 7232 1 12566 166.7 7%. 3.2 2066 3069 47.6 9'% 14.1 9227 19908 346.3 c j 1% 3'/: 1.8 1164 1058 6.3 9'/= 14.5 9476 20937 375.1 5'/2 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 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 16 24.4 15960 56046 1792.0 11 % 6.0 3948 10638 d400.2147.1 4655 14517 27.4 17955 70011 2551.5 16 8.1 5320 18682 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 1 9'% 16.6 12303 26544 461.7 3% 5'/: 5.6 3658 4971 48.5 7'/. 7.4 4821 8377 111.1 9'/: 17.1 12635 27916 500.1 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9%, 9.6 6318 13958 250.1 11%. 1 21.4 15794 42550 976.8 11%. 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11% 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 1 6064.0 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 108 psi)() F, si (2)13) F si (2)t') F, si (2)1°) Fc„ Si (2) Fcl si I'll°I SG VERSA-LAM*Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM* Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA -LAM* Columns 1.82750 1.8 2750 285 1825 1 3000 1 750 0.5 1. 1 his value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)'M where L = 2. This value is based upon a load duration of 100% and may be adjusted for other load durations member length (ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)'A 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 EWP - Eastern Specifier Guide • 08/04/2015 VERSA-LAM®1.8 2750 Columns CZ Allowable Axial Load(lb) c3V x 3V 3V x 4% 3V x 5V 3V x 5%' 3V x 7" J 100% 115% 125% 100% 115% 125% 100% 1 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% 4 15,265 16,750 17,650 19,100 20,950 22,070 22,920 25,150 26,500 24,020 26,350 27,770 30,570 33,545 35,345 5 12,830 13,770 14,320 16,050 17.220 17,910 19,260 20.670 21,505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 13.990 14,440 15,890 16.800 17,335 16,645 17,605 18.165 21.190 22,410 23,120 7 8,745 9,160 9.400 10.940 11.460 11.760 13,130 13,760 14,120 13,755 14.410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10.950 11,400 11,660 11.475 11,945 12,215 14,610 15.210 15.555 9 6,155 6,375 6,500 7,700 7.970 8.130 9,245 9,575 9,765 9,685 10,030 10,230 12.330 12.770 13,025 10 5,250 5.415 5,510 6,570 6,770 6,890 7,885 8,135 8.280 8,260 8,525 8,675 10.520 10,850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6.990 7,100 7,120 7,325 7,440 9.065 9.325 9,475 12 3,935 4.040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6.355 6,445 7,885 8,090 8,210 13 3.455 3.535 3.580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5.565 5,635 6.920 7,080 7,175 14 3.050 3,120 3,155 3,820 1 3,900 3,950 47585 4,685 4,740 4.805 1 4.905 4,965 6.115 6,250 1 6,325 3V x 71/4" 61/a" x 5'/4" 61/1' x 5V 61/4" x 7" 51/4" x 71/4" 100% 115% 125% 100% 115% 1 125% 100% 115% 1250/o 100% 1 115% 1 125% 100% 1 115% 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 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 106 psi Bending: Parallel to Gluelines (Beam): F, = 2750'(12/d)19 psi Perp to Gluelines (Plank): Fb = 2500•(12/d)1° psi Compression Parallel to Grain: Fp ell = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F,ti = 750 psi Perp to Gluelines (Plank): F L = 450 psi Tension Parallel to Grain: Ft = 1650 psi V_ E_ RSA-STUD®-1.7 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 1 850 1 1300 1,300,000 150 Western Woods # 2 Grade 675 900 1,000 000 135 Notes: Design values are for loads applied to the narrow face of the studs Dimension lumber values taken from from 2012 NOS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. Boise Cascade EWP • Eastern Specifier Guide • 09N4/2015 Computer Software 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. 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IarlatlY waR f{r.l IIi c.•wa 1M iy+il0a.jpyaNl Sw•b•Pi 1 ,1.•SgtW/rPact• Ir, Li, v.alyauafl[.b• ti h1a!>o•at. tin K laG1Yn111I It NJ/OCl61e/ IP tr as,= uv u•+s.leilltaarunfm xlw.zw/.P M WMtre. b._ %A1- r 11me trsl_ es LdlMwrrl W1. 41te Itwuam L+?r twe. Clt wnty w tiff VJ" un Wla.,n IaMA9+ Mla. n1 I.Y l tt.rl al• .w11 A "— Aw—n K` N- ki nla 2 E5-1f11• it C BGGG GLWW9 CamEheoon J I—'1—l—J-4 IS ._ RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.0GB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Ul ' s a Try BC' CALC® Analysis WEngineered Wood Products L 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. 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Ttt"43-Oli OL'11par,w[.w11. d. 41% i rfQ/ll I VT.YI.YAP -.4 n Y rw/ry'11tN.Rl Ia" lull l t• V ewft.rr .c.01 P rr••w411Y rr twt It lf•N11.NP, AAV- f - - - -- -- -- - I uaga.• auw.Irawm"Am rse. l..ee•a.welv wt Y/ I•IO[<r RrlalllJl .n•wrl.t.1wft a' VtM1111I RNI w.laorlfa]an11(:.Q•JY[w:rClCafT art• t•.ur.wr'Cw.w.x.Y o.. l. !`1..1.ov•a, W Q4 t 0 toBoiseCascade EVYP - Eastern specifier Guide - I Framing Connectors Strong -Tie34 Single Joist -Top Flange Single Joist - Face Mount WE Mount Skewed 4'5° Joist Hanger aoisr • t,npnaly i duix • , 1--y sum, • aNa uy Falliglu Death8CI Hanger b Header o s De t 8CI Hanger bs eade o's D t 8CI Hanger Ills HeaderJoist 4500s ITS1.8119.5 993 6-10d 4500s IUS18119.5 950 8-10d 4500s SUR/L1.8119 1081 12-16d 2-10dxl'h" S000 ITS2.0619.5 993 6-10d I 9,h" 5000s IUS2.06/9.5 950 8-10d 9,h„ 50005 SUR/L2.06/9 1097 14-16d 2-10dx1'h" 60005 ITS2.37/9.5 1225 6-10d 6000s IUS2.37/9.5 950 8-10d 6000s SUR/L2.37/9 1343 14-16d 2-10dx1h 65005 ITS2.56/9.5 1225 6-10d 65005 IUS2.56/9.5 950 8-10d 6500s SUR/L2.56/9 1343 14-16d 2-10dx1'h" 4500s ITS1.81111.88 1068 6-10d 4500s IUS1.81111.88 1185 10-10d 4500s SUR/L1.81111 1306 16-16d 2-10dxl'h" 5000s ITS2.06/11.88 1068 6-10d 5000s IUS2.06/11.88 1185 10-10d 5000s SURIL2.06111 1350 16-16d I 2-i0dx1'h" 11% 6000s ITS2.37/11.88 1237 6-10d 11,h" 6000s IUS2.37/11.88 1185 10-10d 11,h„ 6000s SUR/1-2.37111 1385 16-16d I 2-10dx1'h" 6500s ITS2.56/11.88 1237 6-10d 6500s IUS2.56111.88 1185 10-10d 6500s SUR/1-2.56/11 1385 16-16d I 2-10dx1'h" 60s ITS2.37/11.88 1237 6-10d 60s JIUS2 37111.88 1185 10-10d 60s SUR/L2.37/11 1385 16-16d 2-10dx1'h" 90s ITS3.56/11.88 1518 6-10d 90s IUS3.56111.88 1420 12-10d 90s SUR/L410 1906 14-16d 2-10dxl'h" 4500s ITS181114 1075 6-10d 4500s IUS1.81/14 1420 12-10d 4500s SURIL1.81/14 1675 20-16d 2-10dxl'h" 5000s ITS2.06/14 1081 6-10d 5000s IUS2.06114 1420 12-10d 5000s SUR/L2.06111 1693 18-16d 2-10dxl'A' 6000s ITS2.37/14 1262 6-10d , 6000s IUS2.37114 1420 12-10d 60005 SURIL2.37/14 1693 18-16d 2-10dx1'h" 14 6500s ITS2 56/14 1262 6-10d 14 6500s IUS2.56/14 1420 12-1Od 14 6500s SURI/1-2.56114 1693 18-16d 2-10dx1'h" 60s ITS2 37I74 1262 6-10d I 60s 12371414 1420 12-10d 60s SLIR/L2.37/14 1693 18-16d 2- WOW 90s ITS3 56/14 1520 6-10d 90s 114 1420 12-10d 90s SUR/L414 2050 18-16d 2-10dx1' " 4500sITS1.81MIS 1081 6-10d 4500s16 1660 14-10d 4500s SUR/L1.81/14 1887 20-16d 2-10dxl'h" 5000s ITS2.06/16 1087 6-10d 5000s16 1660 14-10d 5000s SUR/L2.08/11 1920 18-16d 2-10dx1'h" 60005ITS2. 37/16 1268 6-10d 6000s16 1660 14-10d 6000a SUR/L2.37/14 1920 18-16d 2-10dxl'h" 16" 6500s ITS2 56/16 1268 6-10d 16 6500s/16 1660 14-10d 16" 6500s SURI/L2.58F14 1920 18-16d 2-10dx1'h" 60s ITS2.37116 1268 6-10d 60s 116 1660 14-10d 60s SUR/L2.37/14 1920 18-16d 2-10dx1'h" 90s ITS3.56/16 1520 6-10d 90s 118 14r2y5 y4y10 dy 90s SUR/L414 2250 18-16d 2-10dx1' ' a •? 7. D •', i '- • • i • •, D • • " 8Vfd9.W/9larLS • r !lbi' • • • W'•i - /.,• MIT B U / HU MIU LSSU oast 8CI• Hanger apacity oast 8CI• Hanger epacaty o st 8CI• Hanger apacity Header I Joist Header aili Jo' s 4SOOSI MIT49.5 2305 1 8-16d I 2-10dx1'h" 45005 MIU3.58/9 1 2305 1 16-16d 1 2-10dx1' " 14500sl LSSUl25 995 1 9-10d I 7-10dxl',V 50005 MIT4.12/9.5 2305 B-16d 2-10dx1'h" , „ SOOOs MIU4.12/9 2305 16-16d 2-10dxi'S' 50005 LSSU2.08 995 9-10d 7-10dx1'h" 9h" Rnnnn ANY-5-MR-9 7znt rl_•r.r _,newu 9h annn< aarue s o zna ,aeae _,ne •,t" 9'h" . 16 6500s MIT5.12/18 2305 8-16d 2-10dxth" 16 6500s MIU5.12/16 3455 24-16d 2-10dx1'rS" 60s M T4.75116 2305 8-16d 2-10 xl'N' 60s MIU4.75116 2725 24-16d 2-10dxl'A' 905 1 87.12/16 1 3800 1 14-16d I 2-10dxl'N' I 90s I HU414.2 1 3780 1 26-16d I 2-iOdx1'h" 4 THAT VPA oast 8CI• Hanger apacrtyNa oast 8CI• Hanger apacaty ste e eath bs Header oist a fibs To Plate Rafter 4500s T A11.81122 1181 6-10d 2-10dx1'h" 4500s LSSU125 995 9-10d 7-10WIN' 9, h„ SOOOs THAI2.0,122 1181 6-10d 2-10dx1 1W 9,h„ SOOOs LSSU2.06 995 9-10d 7-10dOW AwnaJ1111111 14" L.' y 1q .'1trJ Q For more information, xx,, gg,, call Simpson Strong -Tie 099 Patit heir we sits orvisittheirwebsiteat General Notes www. strangtia.com Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions, contact supplier or Simpson Strong -Tie for further Information. Capacity values shown are either hanger capacity values see support requirements below) or 8CIO 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 8CI• Joist slope exceeds''/." per foot. Leave '/•" clearence (W 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'In". For proper installation of the VPA, the 2-10dx1 A" 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 lumber orsawn lumber (Douglas fir or southern pine specles). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers with 10d and 16d nails is 1'/V and 2", respectively. Boise Cascade EbVP • Eastem Specifier Guide • 08/04/2015 Framing Connectors - USP Structural Connectors fF, Single Joist TFL THE HangerTSKH Joist t BCI' Hanger Capacity ai i o s Joist gCl' Hanger Capacity Header a JoistDeJ°tat 8C1' Hanger Capacity a i djoist 9,,j„ 4500s THO17950 TFL2095 TFL2395 TFL2595 993 6 10d 993 6 10d 1225 6 10d 1225 6 10d 2 10dx1'h" 210dxl'h" 210dx1;5" 2 10dxl'N' 9,h„ 4500s THF179 55 THF20925 THF23925 THF26925 910 910 1275 1275 8 8 12 12 10d 2 10dx1'h" 10d 210dxl'b" 10d 210dx1'h" 10d 2 10dxl'N' 9h 4500s SKH1720UR 1153 141 10dl (101 10dx1'h" 5000s WOOS 6000s 5000s 6000s SKH2O20LIR SXH2320LIR 1153 1384 14 141 10d 1010dx1'h" 10d 1O10dx11iV6000s 6500s 6500s 6500s SKH2520LIR 1384 141 10di (101 10dxl'h" 11Y:' 4500s THO17118 TFL20118 TFL23118 TFL25118 TFL23118 I THO35118 1068 6 10d 1068 6 10d 1237 6 10d 1237 6 10d 1237 6 10d 1589 1(101 10d 210dx1'h" 210dxl'h" 2 10dx1'h" 2 10dxl'/." 210dx1'h" 210dx1Y," 1m. 4500s THF17112 THF20112 THF23118 THF26112 THf23118 I THF35112 910 910 1 1300 1300 1300 1612 8 8 141 14 14 16 10d 210dx1'h" 10d 210dx1'h" Od 2 10dx1Y." 10d 2 10dxl'S' I0dI(21I0dxIW1 10d 210dxl'f." 11Y: 4500s SKH1720LIR 1434 161 10d 1010dx1'rS' WOOS 5000s 5000s SKH2020LIR 1434 16 10d 1010dWS' 6000s 6000s 6000s 6500s SKH2320LIR SAKH2520L 1434 1434 16 16 10d 10 10d 10 10dxl'N' 10dx1'h" 65g05 6500s 60s 60s 60s I SKH2320LIR 1434 161 10d 1010dx1'h" 90s 90s 90s I SKH410LIR 1900 16 16di (101 16d 14 4500s TFL1714 TFL2014 TFL2314 TFL2514 TFL2314 THO35140 1325 6 10d 1081 6 10d 1262 6 10d 1262 6 10d 1262 6 10d 1625 (L2j 10d 2 10dx1'h" 2 10dxl'h" 2 10dx1'h" 2 10dx1' " 2 10dx1'h" 2 10dxl' ' 14 „ 4500s THF17140 THF20140 THF23140 THF26140 THF23140 THF35140 1075 1081 1350 1350 1350 1 1650 12 12 18 18 18 20 10d 2 10dx1i1" 10d 2 tOdxt'h" 10d 2 1Odx1' " 10d 2 10dx1'h" 10d 2 10dx1'N' 10d 0110WINA 14 4500s SKH1724UR 1562 16 10d 10 10dxl'h" 5000s 5000s 5000s SKH2024UR 1562 161 10d (101 tOdx1'h" 6000s WOOS 6000s SKH2324LIR 1562 16 10d 10 tOdxl'h" 6500s 6500s 6500s SKH2S24L/R 1562 161 10d 10 10dxl'A' 60S 60s 60s SKH2324UR 1 1562 161 tOd 10 10dx1' " 90s SOS 90s SKH414URP1690 22 16d 10 16d 4500s TFL1716 1081 6 10d 2 10dxl'rS" 5000s TFL2016 1087 6 10d 210dxl'A' 16„ 6000s TFL2316 1268 6 10d 2 10dxl'N' 6 10d 2 10dx1'h" TFL2316 1268 6 10d 2 10dx1' ' THO35160 1660 12 10d 2 10dx1' " Double Joist - Top Flange THO Double SPH 16„ 4500s WOOS 6000s 65005 60s 90s rh THF17157 1475 THF20157 1465 THF23160 1362 THf26160 1362 THF23160 1362 THF35157 1687 Double Joist - Face THE Double 24 10d 2 10dx1'h" 24 10d 2IOdxlIN' 22 10d 2 10dx1'h" 22 10d 2 tOdxlr4" 22 10d 2 10dxl'h" 22 10d 2 inixoh" Mount HD 4500s SKH1724UR16 tOd 10 10dxl'h" 5000s SKH2024UR16 10d 1010dxl'h" 16" 60005 SKH2321UR16 10d 10 10dx1'h6500sTFL25162686500sSKN2521UR1610d1010dxth" 60s 60s SKH2324LIR16 10d 10 10dx1'h" 90s 90s SKH414LIP JW116d 10 16d Field Slope and Skew Joist Hanger LSSH JoistDeothl BCI• Hanger a acity Header Joist Joist 090 BCI' Hanger opacity lbsl Header Joist Joist gCl° Hanger apacity e de Joist 4500s THO35950 2050 10 10d 2 1Odx1'h' 8,h" 4500s THF35925 1370 12 10d 2 10dx1'h" 9'h" 5000s THO209SO.2 2330 10 16d 6 10d 5000s THF20925-2 1390 12 10d 6 10d 6000s THO239SO.2 2825 10 16d 6 10d 6000s THF23925-2 6500s THF2592S•2 1625 14 10d 6 10d 6 0 2114 06500sTHO2S950.2 2825 10 16d 6 tOd 1390 12 10d 6 10d it%" 0 S 04500sTHO3511820501010d210dx1h" 11,h„ 4500s THf35112 1825 16 tOd 2 tOdx1"' 0 0 5000s THO20118-2 2330 10 16d 6 10d 5000s THF20112.2 1855 16 10d 6 10d 6 0 0 0 60009 THO23118-2 2925 10 16d 6 10d 6000E THF23118.2 1855 16 10d 6 10d 65005 TH025118.2 2925 10 16d 6 10d 6500s THF25118-2 1855 16 10d 6 10d 60s TH623118.2 3212 10 16d 6 10d 60s THF23118.2 1855 16 10d 6 10d 90s BPH71118 3455 10 16d 6 10d 90S HD7120 2255 16 16d 6 10d 14 4500s THO35140 2315 12 10d 2 10dxl'h" 14 4500s THF35140 2320 16 IOd 2 IOdxI1W 14" 0 S 23 0 0 5000s THO20140-2 2330 10 16d 6 10d 5000s THF20140.2 2320 20 10d 6 10d 3 6 0 6000S THO23140-2 3350 12 16d 6 10d 6000s THF23140-2 2540 20 10d 6 10d 6 s 0 6500s THO2SI40-2 3350 12 16d 6 10d 6500s THF2S140-2 2500 20 10d 6 10d 90s 35 9 0 6 60s THO23140.2 3535 12 16d 6 10d figs THF23140-2 2540 20 10d 6 10d 16" 905 SPH7114 3455 10 16d 6 10d SOS HD7140 2820 20 16d 8 10d 1140 16 4500s THO35160 2359 12 10d 2 10dxt'h" 16" 4500s THF17157-2 2425 22 10d 2 10dxl'h" 5000E THO20160-2 2330 10 16d 6 10d 50005 6000s THO23180-2 3137 12 16d 6 10d 6000s THf23180-2 3050 24 10d 6 tOdIsm 6500s THO25180-2 3137 12 16d 6 10d 6500s HF25180-2 3000 24 10d 16110 u S P for more information, STRUCTURAL contact CONNECTORS- USP Structural Connectors at 1-800-328-6934 or General Notes www.uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions contact supplier or USP Structural Connectors for further iMormation. 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 Y." per foot. Leave Ilia" clearance ('/a' maximum) between the end of the supported joist and the head of the hanger. For BCI• Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumberorsawn lumber Douglas Br or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3": (115V for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 1'/."and 2", respectively 605 THO23180-2 3535 12 t6d 6 10d 60s THF23180-2 3050 24 10d 6 10d 90S RPH7116 3455 10 16d 6 Od 90S HD7180 3385 24 16d 8 10d AdjustableV MSH TMP Joist ago BCI• Hanger Capacity flbsl eade Nailino o' Joist t BCI• Hanger a acity as Ta P ate e e Rafter 9 SOOs ME TMP175 5 6 10d 1110611W 5000S 5000s MP216000sAE604xt' ' 9'b" TMP23 6500s 5 3 5 6 d 11'h 4500s 11Y.d 500s T P 75 50 6 10 4 0 1' 5 90 6 0 ' " 600 s 6 143 31 6 d 4110&09'" 6 0 6 d 0 ' ;; TMP25 5 10d 60s 2 3 6 Od Od s 3 5 6 r90s MSH422 862 6 Od 0 90s T P 1800 6 0 4 10 ' " 14" 2 1550 10d Od ' ' 14' 4500s TMP175 1150 6 0 Od ' „ 5000S 5000S TMP21 290 10dOd 6000s M H2322 550 6 10d 0 '' 6000s P23 525 6 10 4 0 x1"' 0 322 6 d 0 ' ' S Os 5 0 0 + 60s2 50 Od "' 60s 3 Od "' 90s 90S TMP4 1850 10d 16" SOOs 22 61 10d 500s TMP175 1150 10d A 10dxllh" 16„ 0 s P21 1290 10d 4 10clyll " OOOs 32 8 6 Od 6000s 55 6 Od 500 322 6 Od 6500s 550 6 Od d 1' " 6 6 199 3 11550 d ' SOS+• Boise Cascade EWP • Eastern Soecifier Guide • 0810412015 ti _ _ } it n/ f ,L?` .• ` 1 , .... may- i ^`.• CI`h; Yj-''^^ ..' 1 L/ _i{_^ y ,•.1 ..C7 1 1 . '}• r•i':` 1.wa 1.-. L- .'-, r • J, '! -lam 1. - i • ' - -• ,," ,%,,•.+\.Y . .'(. u 14 UAL mow; ' .`, •'r•ti., •-. -- ^ .. ..J - e.. rI-•` + .. I - / . i_ y j M T - .'. Ry;.... J ~ _ }wl.Na'R— alvYil-L.7 .j I quality se Cascade has a proven track record of providing ',fi ;;;•' . wood roducts and a nationwide buildin materials'jributionnetworkforourcustomers, helping them toancetheirownbusinesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered 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 PEFC® Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. Lifetime Guaranteed Quality and Performance Boise Cascade warrants its 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! IFortheclosest Boise Cascade EWP distributor/support center, call 1-800-232-0788-7j,'? BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Your Dealer is: Boise Cascade Engineered Wood Products Great products are only the beginning® If no dealer is listed, call 1-800-232-0788 I I Copyright ® Boise Cascade Wood Products, L.L.C. 2014 11 ESC 0810412015 6'!Builders FlrstSoume 1602 Industrial Pads Dr. Plant City, FL 33566 RECORD COPY Project Information: Builder: Ashton Woods Model: 2121 Builders FirstSource Job N: Lot: 129 Subdivision: Wyndham Preserves County: Seminole Building Code: FBC20141TPI2007 Computer Program Used: Truss Design Information: Gravity Loads Wind Roof: 37 psf Total Wind Standard: ASCE 7-10 Floor: 55 psf Total Wind Speed: 140 mph Mean Roof He 15It Esposure: C Note: Refer to individual truss design drawings for special loading conditions, design criteria, truss geometry, lumber, and plate information. Design Professional Information: Design Professional Of Record: License N Delegated Truss Engineer. Robert W. Wall License N : 46021 N This truss specification package consists of this index sheet and 18 truss design drawings. • : ' g This signed and sealed index sheet indicates acceptance of my professional engineering y'.,• aIAft Vr o F responsibility solely for listed truss design drawings. The suitability and use of each truss t oa o? • ;a`' component for any particular building is the responsibility of the building designer per 4;SrOvat, ECG TPI •.. MsWO 0v\LDI/VG, 12/04/2017 SA14FORD 1 7- 3 6 4 3 Truss N Truss Label Drawing 0 Seal Date Truss M Truss Label Drawing 0 Seal Date Truss N Truss Label Drawing N Seal Date 1 CJ1 001 12/4/2017 2 CJ3 002 12/4/2 117 3 CJ5 003 12/4/2017 4 EJ7 004 12/4/2017 5 EJ7G 005 12/4/2017 8 H1 006 12/4/2017 7 H2 007 12/4/2017 8 H3 008 12/4/2017 9 H4 009 12/4/2017 10 HJ7 010 12/4/2017 11 Ti 011 12/4/2017 12 T1GE 012 12/4/2017 13 T2 013 12/4/2017 14 T3 014 12/4/2017 15 T4 015 12/4/2017 18 T5 016 12/4/2017 17 V3 017 12/4/2017 2002 18 V5 018 12/4/2017 Page 1 of 1 0 Builders FirstSource, Inc. Truss Truss Type JJobWP0128 CA Jack -Open 6 t 001 Job Reference(optional) BuOders FkalSource, Tampa. Plant City, Fk AOa 33566, Joshua Bryant Nun: 7.540 a Nov 10 2015 Prim: 7.640 a Nov 10 2015 Wax woust lea, ft. Won Doc 04 i 3:41:51 201 7 r 1 ID:KflyNX6mvAVukxMbiix9kpz4RS4-64iAU3Ud8axf05nh?MrglULIOiKvR?VIGTwY8T LIE 1-0.0 1-0-0I Seale a IS 4 2x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Verl(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 5 lb FT - Oda LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc pudins. ROT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (Ib size) 3-IO/Mechanical, 2=113/0-3-8 (min. 0.1.8). 4-4/Mechanical Max Horz 2-42(LC 10) Max Uplift3=-9(LC 10), 2--74(LC 6) Max Grav3-10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-5.0psY h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 3 and 74 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o AT •w.'iygNvGENSF,•!! t SIATEOF S ONAL E G a d Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss I russ I ype WP0129 CJ3 Jack -Open 160ty It"t 1002Job Reference (optional) Bunsers FVatsource, Tampa, Ptant city, Florma 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 a Nov 10 2015 Mrrek Industries, Inc. Mon Doe 04 13A 1:52 2017 Peeppe 1 ID:KflyNX6mvAVukxMblix9kpz4RS4-aHGYIPVFvu3W1FMuY3M3HIuTm6gTASIpU7f5h, LlD 1.0.0 3-0-0 n o '- N 2c4 = Scale a 1.10.E 3-0-0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 4.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=59/Mechanical, 2=184/0-3-8 (min. 0-1-8), 4=29/Mechanical Max Horz 2=86(LC 10) Max Uplif13=-56(LC 10). 2.-89(LC 10) Max Grav3-59(LC 1). 2=184(LC 1). 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0psf; h-15ft: Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 89 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e Rt Q' •.GENSF 9< o ;• SIATEOF • Q90 ••:; ORIOP 4 ENGp`' r Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss I russ I ype W P0129 CJS Jack -Open 6 1 1003Job Reference(optional) Builders FlnztSoume, Tampa, Plerd City, Florida 33566, Joshua Bryant Nun: 7.61e a Nov io zo15 F ron: 7.64u s Nov le 205 tw iek etausmes, mc. mon ueo trl 1 J: :u LV r ID:KrlyNX6mvAVukxMbjix9kpz4RS4-aHGYiPVFvu3W1FMuY3M3HiuRZ6efZlIp't f5h LID 1 0 0 5-0-0 100 5-00 Sale - 1:14.6 2x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.17 Vert(TL) -0.04 4.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code F8C2014/rPt2007 Matrix-M) Weight: 17 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 3=100/Mechanical, 2-274/0-3-8 (min. 0-1-8), 4-45/Mechanical Max Horz 2=131(LC 10) Max Uplift3=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1). 2-274(LC 1), 4-75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=14Omph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h-15h; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 3 and 125 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard UlAIEOF Q S ONAL El1ON` Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss I ruse I ype rWP0129 ER Jack -Open 8 1 004 Job Reference(optional) canoes raclaouroe, r arrqja, rare LAW, ramoa :uow..rosnua 6ryarn Nun: /.o4u a Nov 1 u zul D Mall: 7.b4U a Nov lu LUl D M I NCNxaUaC e4 13:41:W M 7 Yega 1 ID:KgyNX6mvAVukxMbiix9kpz4RS4- 2TgxVuDgCBM11x46ntlgvRYVVw_w?yinPfDLyCLIC 1-0. 0 7-0-0 1-0- 0 7-" Scale - 1: 18.5 3x4 = Plate Otfsets ( X.Y)-- f2:0-0-10.Eduel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) Udell Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 4-7 999 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.36 Vert(fL) 0.16 4-7 537 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10. 0 Code FBC2014/TPI2007 Matrix-M) Weight: 23 lb FT - 00% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/ size) 3= 141 /Mechanical, 2=366/0-3-8 (min. 0.1.8). 4.61/Mechanical Max Horz2= 170(LC 10) Max Uplitt3=- 123(LC 10), 2--164(LC 10) Max Grav3= 141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES - I) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h-151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 164 lb uplift at joint 2. 6) " Semi - rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE( S) Standard lie 4T W Q v CE 1V11gj; , R:dJJ SIAIEOF .•Q O, rf. l0R1O•. \ 4, 4 i„SS ONAL stud # Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Truss I russ I ype ply JJobWP0129 ERG Jack -Open Girder 1 A 005 G Job Reference o tonal Buklers FlratSource. Tampa, FL M Gty, Florida 33566, Josnua Wy8rn nun: r.ow a nav t u Lur a rrun: r.ow a nw w eu r a rw red arausmns arc. -rnr, arnc n+ i a.4 i a a i n ID:K"X6mvAVukxMb)ix9kpz4RS4-WfQ165WWRVJDHZV4bdXN7zjkvELeMw6yR8Clo IB 3-8-2 7-0-0 3.8-2 3-3-14 LOADING (psQ SPACING 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 7.0 Lumber DOL 1.25 BC 0.48 BCLL 0.0 Rep Stress Incr NO WB 0.02 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1-1163/0-3-8 (min. 0.1.8), 3=1579/Mechanical Max Horz 1=149(LC 8) Max Uplift I.-473(LC 8), 3=-694(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2x4 II 2x4 II DEFL. in (loc) Well L/d Vert(LL) 0.15 3-5 >539 240 Vert(TL) -0.28 3.5 >298 ISO Horz(rL) 0.01 3 n/a n/a Seale - 120.0 PLATES GRIP MT20 244/190 Weight: 63 lb FT - 0-/0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES 1) 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. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL-5.OpsY h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint 1 and 694 lb uplift at joint 3. 8)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 744 lb down and 322 lb up at 2-0-12 and 744 lb down and 322 lb up at 4-0-12, and 746 lb down and 320 lb up at 6-0-12 on bottom chord. The design/selection of such connection devices) is the responsibiliy of others. itlk I . h, Clem k c u/r 0 1iilAiEOF - Q' owp- vaS/ANAL EtGaP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pIQ Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-744(F) 8 744(F) 9=-746(F) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 russ fuss ype JJobWP0129 Ht 2 1 006 Job Reference(optional) Dowers rssraourw, rarnpa. ri m %Aiy, numa jjow. jusnua aryam nun: i.ow s Nov lu zuio rnm: i.6W s Nov nj ZUIS NNIOK sxxnmes, srC. NW ueC U4 13A1:54 ZU17 Pegs 1 ID:KfjyNX6mvAVukxMbiix9kpz4RS4-WIQ165W WRVJDHZVGgUOXN7zjdvDVelY6yR8CIoyCL18 rt-0Q 5.9-14 11-0-0 17-0-0 22.2.2 28-0.0 29-0-0 1-0••0 5.9-14 t 5-2-2 6.0-0 5.2-2 5-9-14 1 0 o 5x8 = 4x6 = Scale: 1/4'.1' 3x4 _ 2x4 11 3x4 = 3x4 = 3x8 = 2x4 II 3x4 = i 5-9-14 11.0.0 17-0-0 i 22-2-2 1 28.0-0 5-9-14 5.2.2 8-0.n 5.2.2 S.4.IA Plate Offsets (X.Y)-- 12:0-1-10.0.0-01,14:0.5-12.0-2-81.17:0-1-10.0-0.01 LOADING (psQ SPACING- 2.0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.50 Vert(LL) 0.1212-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL)-0.2610.12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a Ma BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 136 lb FT = 00% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2.1090/0-3-8 (min. 0-1-8), 7=1090/0-3-8 (min. 0-1-6) Max Horz 2=118(LC 10) Max Uplitt2=-452(LC 10), 7--452(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6.10.5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2074/785, 3.4=-1630/615. 4.20=-1464/615, 5-20=-1464/615. 5-6= 1631/616, 6-7=-2074/788 BOT CHORD 2-13--743/1863, 12.13=-743/1863, 11-12 466/1463, 10.11 466/1463, 9-10- 628/1863, 7.9=•628/1863 WEBS 3-12--459/308, 4-12=-76/364, 5-10=-66/365, 6-10=-459/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; BCOL-5.0psf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL-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 452 lb uplift at joint 2 and 452 lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e 4 i SIAIEOF h • OR•OP • i.`YOVAL rcto Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job russ fuss ypePly WP0129 H2 H0 2 1 Job Reference Ional tlW08B 1•e6IAO11fW, laff48, 1'laflf Wry, Fglx18 J:1JE0, .Ia511U81Ny8111 11Y11. /.WV 8 IVOY 10 "[Vl* F'11re: /.tYW B IVOV 10 LU1D Nu le egU5U18! eX. NIOn IJBt W 13:1:]5 Z017 1 ID:KfjyNX6mvAVukxMbjbc9kpz4RS4-_syhKRX8CpR4ui4S9BwmvKWvTJZJNgFFBSumIE IA r1 0 Q 6-9-14 13.0-0 15-0-0 21-2-2 28.0-0 29-0-0116.9-14 6-2-2 2-0-0 6-2.2 6-9-14 1 0 0 3x4 2x4 II 06 = 06 = 3x4 = 3x4 = 3x4 = 2x4 II 6.9-14 I 13-M { 15-0-0 I 21.2.2 28-" 6.9-14 9-9.2 9.A.A 6.9.9 RA.1 d 3x4 Scale: 1/4'-1* Plate Offsets (X.Y)-- 12:0-3-0.0-1-81,17:0.3-0,0.1-81 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.32 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.59 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 133 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8 (min. 0-1.8), 7=1090/0-3-8 (min. 0-1-8) Max Horz 2 137(LC 11) Max Uplift2=-449(LC 10), 7 449(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23--2034/759, 3.4=.1453/540, 4-20- 1284/538, 5.20--1284/538, 5-6=-1453/539, 6-7=-2034n61 BOT CHORD 2.13--728/1820, 12-13=-728/1820, 11-12=-352/1284, 10-11 352/1284. 9-10= 593/1820. 7-9=-593/1820 WEBS 3.13=0/253, 3.12=-645/414, 4-12=-103/336, 5-10=-103/336, 6.10=-645/416, 6-9-0/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.0psh h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 2 and 449 lb uplift at pint 7. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q, • p 3* Q%-PdJJ SIAIEOF S/OE G'•,t 14ALtRobert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job fuss Truss Type ply W Po129 H3 Ho Girder 1 1 008 Job Reference(optional) Builders FirstSoufce, Tagn, Plena C ty, Ronda 33566. Joshua Bryant fluff: 7.640 8 NOV 10 2015 Mnl. 7.640 a NOV 10 2015 We CgUStn85, QIC. NWl UBC 04 13:4", / r e 1ID:KQyNX6mvAVukxMbpx9kpz4RS4-T2V3XnYmz7ZxW0611?SY204';J 6uPPIdJgg LI9 r1-0-0, 3-9-14 7-0-0 11.8.9 16.3-7 21-0-0 242-2 28.0-0 29-0-0 1-0-0 3.9-14 3-2-2 4 8-9 4 6-13 4 8 9 3 2.2 3 S 5x8 = 20 II 3x8 = 4x6 = Scale: 1/4'.1' If '0 31 32 " 33 14 34 — 35 36 „ US = 2x4 II 3x4 = 3x8 = 4x10 MT20HS= 2x4 II 3x8 = 2x4 II 3x8 = A D1$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 13.15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) 0.68 13-15 >497 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WS 0.69 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 141 lb FT - 0°/4 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.3.12 oc purlins. T2: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2=190610-3.8 (min. 0-2-4), 9-1906/0-3-8 (min. 0-2.4) Max Horz 2=78(LC 8) Max Uplift2=-899(LC 8). 9=-899(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3911/1813, 3-4--3938/1853, 4.24--4677/2245, 24-25=-4677/2245, 5.25--4677/2245, 5-26--4677/2245, 26-27=-4677/2245, 27-28=-4677/2245, 6.28=-4677/2245, 6.29--3677/1762, 29.30=-3677/1762, 7.30= 3677/1762, 7.8=-3937/1852, 8-9=-3909/1816 BOT CHORD 2.17 1664/3547, 16-17 1664/3547, 16.31=•1649/3644, 31.32--1649/3644, 15-32=-1649/3644, 15-33=-2128/4677, 14-33=-2128/4677, 14-34 2128/4677, 13-34=-2128/4677, 13-35= 2128/4677, 35-36--2128/4677, 12-36--2128/4677, 11-12--1588/3545,9-11=-1588/3545 WEBS 3-16=-204/280, 4.16=-99/501, 4.15--602/1264, 5-15=-472/411, 6-13=0/332, 6-12 1236/593, 7-12--379/1094, 8-12--205/285 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 899 lb uplift at joint 2 and 899 lb uplift at jo' 01LPt W. 9. h,y 8) Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q • v CE NSF' 4<< 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 213 lb up at 0-0,, • 87 lbdown and 122 lb up at 9-0.12, 871b down and 122 Ib up at 11.0-12, 87 Ib down and 121 Ib up at 13.0.12. 87 lb down and 1 1 Ib: up at 14-11.4, 87 Ib down and 122 Ib up at 16-11.4, and 871b down and 122 Ib up at 18-11-4, and 173 lb down and 213 lb up at o on top chord, and 307 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0-12. 65 lb down at 11-0-12. 65 lb down at 13-0-12. 65 I W at 14.11.4. 65 lb down at 16-11.4, and 65 lb down at 18-11-4. and 307 lb down and 137 lb up at 20-11.4 on bottom chord. The L ' WAVE OF QC design/ selection of such connection device(s) is the responsibility of others. O,r.'• otORIDP • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). r ' . .... • G l OAP CgE(SJ Stgydard ontlnuonpgeRobert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 V. s ,/ANAL E!V 12/ 04/2017 Nss Truss Type IJobWP0129 1'.3 Hip Girder 1 1 1008Job Reference(optional) ouea m mrst50uroB, lamps. m m uzy. i-mma aaobb. iosnua uwt nun. r.bw s nov ru zv i a rnm: r.ow a nw w N a wu un uausuiaa, u.:. nun uw....u....ao .... ID:K%NX6mvAVukxMbjix9kpz4RS4-T2V3XnYmz7Z;WA. ?SY2?5joz66uPPIdJq LI9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase-1.25 Uniform Loads (plf) Vert: 1-4=-54. 4-7--54. 7-10--54. 18-21--20 Concentrated Loads (lb) Vert: 4=-126(F) 7--126(F) 16=307(F) 12 307(F) 24--87(F) 25=-87(F) 26=-87(F) 28--87(F) 29= 87(F) 30=-87(F) 31=-41(F) 32— 41(F) 33=-41(F) 34=-41(F) 35=-41(F) 36=-41(F) Q e Ik N 1 d.0 SIAIEOF O,e ••. t ORIO 4 4 4css'......•NG d sr Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss fuss I ype ,Ply W P0129 H4 1.1p 1 1 1009Job Reference (optional) BUUeers Hmt50uroe, Tanga, Plant GIy, Honda 33566. Joshua Bryan! Hun: 7.640 s Nov 10 2015 PMnt: 7.640 a Nov 10 2015 MIT@k trgUS1A@S, trIC. MDII Doc 01 13:41.57 2017 Page 1 ID:KflyNX6mvAVukxMbjix9kpz4RS4 xE3R1720kOho80EdcyE_IbH17Anrg4YePNSM6yCL18 r1 0 0. 4-9.14 9 0 0 14 0 0 I 19-0-0 23-2-2 28.0.0 9-14 4-2-2 5-0-0 5 0 0 4.2-2 4-9-14 06 = 30 = 06 = Scale: 1/4'.1' 3x6 = Us = US MT20HS = 3x8 = US = 9-0-0 19-" 28-0-0 9.0-0 10-M 9-0-0 Plate Offsets (X.Y)-- 2:0-3-O.Edoel, 18:0.3.O,Ednel ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.19 10-12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(rL) 0.55 10-12 609 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 131 lb FT = 090 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0.3.8 (min. 0-1.8), 8.1090/0-3-8 (min. 0-1-8) Max Horz 2=98(LC 14) Max Uplift2=-455(LC 10), 8=-455(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. FORCES. (lb) - Max. Comp.(Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/874, 3-4=-18121707. 4-5= 1647/686, 5-6=-1647/686, 6.7--18121707, 7.8--2081 /876 BOT CHORD 2-12=-817/1877, 11-12=-697/1837. 10-11--697/1837, 8-10=-721/1877 WEBS 3-12 275/291, 4-12 114/442, 5.12 338/250, 5-10- 338/250, 6-10--114/442, 7.10--275/293 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; BCDL=S.Opsf; 11=1511; Cat. II; Exp C; Encl.. GCpi-0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2 and 455 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard SIAfEOF 90••:,ORtOP:'k,'j NC! AL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss fuss I ype WP0129 HJ7 Olaganal Ho Girder 3 1 10,0 Job Reference(optional) tsumaers t-wemurce, laff". Mart (:try, t-was 33566, J0snua arty t HUn: 7.6W s NOV 10 2015 Prtra: 7.610 s NOV 10 20151MM MOUStnes, tnc. Wn Uec tM 13:/ I:w 2017 Paaggee 1 ID:KflyNX6mvAVukxMbiix9kpz4RS4-PRdgySZOUkpilApl vKTTXzSRGWd2a6iht36OuZyCL17 1-5-0 5-2-9 9-10-1 1-5-0 5 2.9 4-7-8 E•'T'-IIi'1C 7 N 2X4 = — . 1 5 5.2.9 14.7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Ven(TL) 0.09 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 41 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=115/Mechanical, 2=481/0-4-9 (min. 0-1-8), 5=295/Mechanical Max Horz 2=180(LC 4) Max Uplift4=-94(LC 4), 2--267(LC 4), 5=-116(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.11 779/300, 11.12--752/303, 3.12--720/309 BOT CHORD 2.15=-399/721, 15-16--399/721, 7.16--399/721, 7-17=-399l721, 6-17--399/721 WEBS 3.7-0/253, 3.6=-768/425 Structural wood sheathing directly applied or 6-0.0 oc puriins. Rigid ceiling directly applied or 9-4-1 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL-5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 267 lb uplift at joint 2 and 116 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 14 lb up at 1-4-15, 14 lb down and 14 lb up at 1-4-15, 27 lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2.15, and 44 lb down and 103 lb up at 7-0-14, and 44 lb down and 103 lb up at 7-0-14 on top chord, and 8 lb down and 1 lb up at 1.4-15. 8 lb down and 1 lb up at 1-4.1 S. 9 lb down and 0 lb up at 4.2.15, 9 lb down and 0 lb up at 4.2-15, and 24 lb down at 7-0-14, and 24 lb down at 7.0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 81 In the LOAD CASES) section, loads applied to the face of the wss are noted as front (F) or back (e). vw. y-,a Q • EIV t : dJJ SIAtEOF LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-54, 5.8=-20 Concentrated Loads (lb) Vert: 13 48(F=-24, 8= 24) 15-3(F-1, B-1) 16=-12(F--6, 8=-6) 17--34(F--17, 8=-17) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job fuss Truss Type ITI Common 4IF" IlyWPOI291011 Job Reference tional Builders FirslSouroe, Tantpa, Ptah Oty. FWMa 335FA. Joshua Bryant nun: r.a+u s rkw i u GV 10 mm: i.ow s kw to 201 a w wID:KfyNX6mvAVukxMbiix9kpz4RS4-tdBCAoaeq2uxWOETI 4Adn4J.aaSN rA r L1 0 0 5.5- 14 10.4-0 15.2.2 20-8-0 21 8.0 1 0-0 5-5-14 4-10-2 4-10-2 5 5.14 1 0 0 Scale a 136.0 4x8 = i$ 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING ( psf) SPACING- 2- 0.0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 8-10 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1. 25 BC 0.45 Vert(TL) 0.17 8-10 999 ISO BCLL 0.0 ' Rep Stress Incr YES WS 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 91 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1.10 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 2= 819/0- 3.8 (min. 0-1-8), 6=819/0.3-8 (min. 0-1-8) Max Horz 2= 111(LC 11) Max Uplift2=-341(LC 10). 6=- 341(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3--1419/551, 3-4- 1256/499, 4.5=-1256/500, 5-6=-1419/552 BOT CHORD 2-10=-527/1265, 9-10=-245/859, 8-9--245/859, 6-8=-417/1265 WEBS 4-8=-196/434, 5- 8=-271/277, 4-10=-195/434, 3.10=-271/276 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult= 140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard oe.Rt W. y;'44y 4, PdJJ O SIATEOF ..•q ALRobert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job russ Truss Type ply W130129 TIGE Convnon Supported Gable 1 1 1012Job Referenoe (optional Builders FlmtSoume, Tampa, Plara City. Florida 33566. Joshua Bryant nun:1.640 s Nov r0 Nr a rnnc i.cw s rvw w zu r a Mu f art xrousmes, rnc. Mon „ec' a +cvu cv r r r ID:KfjyNX6mvAVukxMblix<Jkpz4RS4-LplaNSbHOL3N?UAIVucODnnKOZ24A_KNbWzR LI5 1 0 0 104-0 _ 20-8-0 21-8-0 1-0-0 104-0 104-0 I Scale -1 a6.0 4x6 = 311 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4 — 3x4 = 20-8-0 LOADING (psQ SPACING- 2.0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.04 Vert(TL) -0.00 12 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(rL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 98 lb FT - 09'e LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. All bearings 20-8-0. lb) - Max Horz 2=-111(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22. 23, 17, 16, 15. 14. 12 Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20. 21, 22, 23, 17. 16. 15, 14. 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 8CDL=5.0psf; h-15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS 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 ANSVrPI 1. 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2.0.0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 21, 22, 23. 17, 16, 15. 14, 12. 10) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 Oe Rt W, ly9goo Q`• `,CEWSF•.l SIAIEOF • Q q•_ /ONAL 12/04/2017 Job russ truss I ypeCAY TlyWP0129T2Common4 1 013 Job Reference tional uuomm rssmou=, 1 amps, ream Lary, i-mm 105tib, Josnua nryam nun: /.bw s Nov 10 2015 rnm: 7.540s Nov 10 2015 M 1ex MOusmes arc. anon OeC 04 13.42.00 2017 r 1 ID: KflyNX6mvAVulmMblix9kpz4RS4•LplaN8bHOL3N?UzOOIVxcODoiKH6228_KNbWzR 15 1- 0.0 , 5-5-14 10-4-0 15-2-2 20-8.0 5- 5.14 4-10.2 4-10.2 5-e-14 3x4 = Scale _ 134.6 axe = 30 = 3x4 = 3x4 = 3x4 = 7- 1-4 13-6.12 20.8.0 7. 1-A R.S.7 7.1-A Plate Offsets (X.Y)-- 12:0-2-O.Ednel,16:0.2.O.Edoel LOADING ( psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7.9 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.17 7-9 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 89 lb FT - OYa LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 6=76410-3-8 (min. 0-1.8), 2=819/0-3-8 (min. 0-1-8) Max Horz 2=120(LC 14) Max Uplift6=-302(LC 11). 2=-341(LC 10) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3--1420/551, 3-4--1258/499, 4-5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9=-255/861, 7-8=-255/861, 6-7--439/1270 WEBS 4.7--198/437, 5.7--273/278, 4-9--195/434, 3-9=-272/276 BRACING- TOP CHORD Structural wood sheathing directly applied or 4.9.10 oc pudins. BOT CHORD Rigid ceiling directly applied or 8.0.12 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL-5.0psf; h=15h; Cat. II: Exp C; Encl., GCpi-0.18: MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 6=302. 2= 341. 6)' Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q, • k o stAreoF :•4 k/ oNAL E G.#oi Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Truss Truss Type ply jJobWP0129 T3 Roof SpKW Girder 1 1 1014Job Reference(optional) rnweers rvsmource. r ampa, rmm ury, rrorma ataoo, aosnue wyam n. . r.wv. s ID:KfjyNX6mvAVukxMbjix9kpz4RS4-pOJyaUcvn03Eod Z;§0A ibrM4G nLh8Z1L4V LI4 r 5.5.14 10-4-0 l3l 174-0 21-0.0 24-2-2 28-0-0 29-0.9NMIS-S-14 4-10.2 34. 3.8-0 3.8-0 3-2.2 3-9-14 Scale a 1:50.6 US = Us = ' 20 II 5x8 = 7x10 = Us = 10x12 = 20 II 3x12 MT20HS= 5 5-14 10-" 13 8 0 17 4-0 21-0-0 24-2-2 28 0-0 rvc e dfnm Plate Offsets (X Y)-- 15.0-5-4 0-2-81 17.0-5-4 0-2-41 19.0.6-0 0-1-51 112.0-3-8 0-5-0) 114:0.5-0 0.0-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.34 13-15 976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 V@rt(TL) 0.63 13.15 536 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 165 lb FT - 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb(size) 2=156510.3.8 (min.0-1-8),9=2478/0-3.8 (min. 0-2-1) Max Horz 2= 111(LC 13) Max Uplifl2=-631(LC 8). 9--1132(LC 9) BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-5-3 oc bracing. WEBS 1 Row at midpt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--3503/1345, 3-4--3039/1278, 4-5=-3011/1265, 5-6=-5199/2342, 6-7=-5199/2342, 7-8=-5693/2579, 8-9=-5869/2640 BOT CHORD 2-17=-1258/3205, 16-17=-1258/3205, 15-16=-1890/4735. 14-15=•1888/4737, 13-14=-1888/4737, 12-13=-2277/5335, 11-12--2360/5396, 9-11 = -2360/5396 WEBS 3-16— 507/341, 4-16=437/2059, 5-16=-2614/1242, 5-13=4481708, 7-13=-503/598, 7-12=-903/2067 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL-5.0pst; h=15it; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 2=631. 9-1132. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. e A? I%• /y 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 91 Ib up at 21-0 O •`CE1VS• 4 on top chord, and 1558 lb down and 714 lb up at 20-9-8, and 266 lb down and 144 lb up at 21-0-0 on bottom chord. The E •• design/selection of such connection device(s) is the responsibility of others. • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 2tR:; LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 'a... SIAtE OF • Q Uniform Loads (plf)O,e• •• Fl ORIOPVert: 1-4=-54, 4.5=-54, 5-7=-54, 7-10--54, 2.9= 20 , NAL Continued on page 2 y+nfts Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss I russ I ype ply rPOI29 T3 Roof SpedW Girder 1 1 1014Job Reference(optional) uuwefa 1•Va1SOuroe, lan". I-Im city, #-WW. 33566, Josro 8rvark Run: 7.640 a Nov 10 2015 PMt: 7.640 a Nov 10 2015 Wek VMustrles, f. Non Dec 04 13,42:01 2017 Pegs 2 ID:KgyNXBmvAVukxMbi k9kpz4RS4-pOJyaUcvnfBEcdYcaSOA9bmt4kdNnLhSZi L4VuyCL14 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7--39(8) 12--1825(B) oe Az w. wqN Q.• v10ENSF••!•! SIAtEOF i 90,e •;-OR OP %R F hiss/ONAL SNV Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss Truss Type ply WPo129 T4 Roof Spedal I 1 O15 Job Reference tional Bu0dels FIISISo111ee, Tan", Plant kitty, FWft 33555, JoSnua Bryant nun: i.wu s Nov 1u 2015 r inu i ow s Nuv 10i 201 a MY 1 e1t slawswu, un ww, uw ,.. o...v< < , . ID:KfjyNX6mvAVukxMbiIx9kpz4RS4-HCtKogcXYzJ5En7p89YPhp1?IBwFWucHohZd LI3 O OI 5-5 14 10-4-0 11 8-0 19-0-0 23-2-2 f 28-0-0 29-0 0 1-0-0 5 5 14 4-10-2 1 4-0 7-4-0 4-2-2 4-9-14 1-0-0 5x6 = US = US = Scale - 1:492 14 14 1G 1V 3x4 2x4 II 6x8 = 3X4 = 4x10MT20HS= 3x4 = 3x6 = LOADING (psf) 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 YES Code FBC2014/TPI2007 CSI. TC 0.84 BC 0.67 WS 0.36 Matrix-M) DEFL. in (loc) Well L/d Vert(LL) 0.43 10-12 >774 240 Vert(TL) -0.76 10.12 >439 180 Horz(TL) 0.07 8 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 135 lb FT = 0°k LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. BOT CHORD 2x4 SP M 31 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 2.1091/0.3.8 (min. 0-1.8), 8=1089/0-3-8 (min. 0-1-8) Max Horz 2= 111(LC 15) Max Uplitt2--407(LC 10), 8=-487(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1976/67113-4=-1814042, 4-5— 1739/745, 5-6=-1649/684, 6.7=-18231797, 7- 8=-2059/953 BOT CHORD 2.14--622/1771, 13.14--622/1771, 12.13=-481/1674, 11.12=-563/1672, 10-11--563/1672, 8- 10=-787/1850 WEBS 5-12--671/401. 6-10=-61/408, 4.13=-397/943, 3.13=-317/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL-5.Opsf; h=1Sit, Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2-407, 8- 487. 8)' Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard etjkl W. iy44y o ;• SIATEOF ORIDP- ss/ OMAL E G Robert W. Wall, PE 46021 24710 State Road 54 Lutz, 17133559 12/04/2017 Job I Nss I russ I ype W P0129 TS Comngn jOly lp'y1 1016Job Reference(optional) 6Y em muQuurw, r enw, nam,ny, rKxm alone, JOsnua aryam Mun: r.e4u s mov 1 u zui * rnm: /.540 a" 10 2015 miTek Mdusulea, VC. Nlen OeC 04 13:42:03 2017 P 1 ID:KrlyNX6mvAVukxMblix9kpz4RS4100i?Ad9JGSysxh?it3eEOrFLXEVFMzROL SamyC12 0. 7.3-14 14-o-o 20-8-2 28-" 9-0 1-0-0 7-3-14 6.8-2 6.8-2 7.3.14 1-0-0 Scale: 1/4•.1' 5.00 FIT 46 3x8 = 30 = 3x8 MT20HS= 30 = 3x6 = 9.6.10 I 18-5 6 { 28-0-0 9-s.1n a 1a1a o/1..n Plate Offsets (X,Y)-- 12:0-0-10.Edael.18:0-0-1O.Edael LOADING (psQ SPACING- 2.0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.2510-12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.50 10-12 675 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 122 lb FT = Oho LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2-1090/0-3-8 (min. 0-1-8), 8=1090/0-3-8 (min. 0-1.8) Max Horz 2=147(LC 10) Max Uplif12=-448(LC 10), 8=-448(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3--1967/764, 3.4--1737/676, 4.5--1661/689, 5-6=-1661/690, 6-7=-1737/676, 7.8=-1967/765 BOTCHORD 2-12--738/1755, 12.19=-340/1176, 11 -19=-340/1176,11-20=-340/1176, 10-20 340/1176, 8-10=-592/1755 WEBS 5-10--273/607,7.10--380/384,5-12=-273/607,3-12 380/384 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL-5.0psf; h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 2=448, 8-448. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 ro r . Q ENSF q<< 1(d fJ SIAIEOF iy`rS/ONAL 0` 12/04/2017 NSS Truss I ype ply rWP0129 V3 vew 1 1 017 Job Reference tonal ouuvans ras auurw, ,a r a, ruuu awry, rwrwa uuaw, ww.nw wrmn .,w,.. . ID:KQyNX6mvAVukxMbjix9kpz4RS4-IOOj?Ad9JGSysxfi?it8eE0rL5XO2FOTROIgBam LI2 3-1.8 3-1.8 Scale - 19.1 2x4 2x4 II 2 3 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.05 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 9 lb FT - 0'yo LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=82/3-0-14 (min. 0-1.8), 3=82/3-0-14 (min. 0.1.8) Max Hors 1=55(LC 9) Max Upliftla-34(LC 10), 3=-45(LC 10) FORCES. (lb) . Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-1-8 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - I) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf: BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18: MWFRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard oe aT W. *Nd , SIAIEOF Q NAL ENG, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Nss Truss Type ply WP0129 1"s Valley t 1 1018Job Reference (optional) Builders FirstSouree, Tampa, Plaru City, Florida 33568, Joshua Bryan) Run: 7 640 a Nov 10 2015 Print: 7.640 a Nov 10 2015 Miek Industries, Inc. Mon Dec 04 13:42:04 2017Page I ID.KfjyNX6mvAVukxMblix9kpz4RS4-Eb 5DWen4aapT5GBFaatnEOTXxik 1jaF?Zk6uyC:Ll1 5-1.8 5.1.8 2x4 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (loc) Well Ud TCLL 20.0 Plate Grip OOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 TCOL 7.0 Lumber DOL 1.25 SC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SOT CHORD REACTIONS. (Ib/size) 1-156/5-0-14 (min.0-1.8).3=156/5-0-14 (min.0.1.8) Max Horz 1=103(LC 7) Max Upliftl=-66(LC 10), 3--86(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2x4 II 2 2x4 11 Scale a 1.13.E PLATES GRIP MT20 244/190 Weight: 17 lb FT - 0% Structural wood sheathing directly applied or 5.1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCOL-5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qoim- 1cEH r o SIAfEOF • OR AL ENGeI' Robert Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Products BEARING HEIGHT SCHEDUL PlotI$ Length Product Plies Net Qt FJl 8-00-00 1-3/4' x 16' VERSA -LAM? 2.0 3100 SP2 2 RECORD COPY FJ2 29-00-00 16' BCI? 6000s-1.8 1 1 FJ3 , 28-00-00 16' BCI? 6000s-1.8 1 6 FJ4 26-00-00 16' BCI? 6000s-1.8 1 12 FJ5 25-00-00 16' BCI? 6000s-1.8 1 14 FJ6 21-00-00 16' BCI? 6000s-1.8 1 5 FJ7 8-00-00 16' BCI? 6000s-1.8 1 1 FJ8 6-00-00 16' BCI? 6000s-1.8 1 1 FJ9 5-00-00 16' BCI? 6000s-1.8 1 8 FJ10 4-00-00 16' BCI? 6000s-1.8 1 1 FJ11 3-00-00 16' BCI? 6000s-1.8 1 1 Rml 16-00-00 1 1/8' x 16' TJ7 Rim Board 1 5 Bkl 2-00-00 16' BCI? 6000s-1.8 1 31 Haw List It wo 28-0-0 28-0-0 H2 H 237/16 S H3 HaM-2 Rnl NOTES: cjs Wn2' V FRM MLEMYEQO D DR RUER TD lETA1L VIIS MR 3) W BOD_AK COtVENTII1tALLY OINC 4) MlAXAF SPAIAMSIM0 V&LS s) AllMaDN RACOM PLAN AtE COtSDERED 1D >E LDAD 4 c ga 6J SYQ TRIISSES MIST DF: NTALLED VITH M TIP REDtG W. fo ( We uK DTHWIxvISETmNcu M 3 nm TRUSS lw1M m K SDR'M MAIM WUSS HUMSE MU I FTIF 8) FAWN: ADER/L.IM OW M BE o SHOP DRAWING APPRDVA v v v J11 1t0S LAYNf IS 11E Sm.E SmRff RR FABTJ['/TDN OF JB i TRl M AND VMS ALL PREVW AI D MIK DR FJ7HI TRIGS LAYOUTS. -EEV[E AD APPRDVA. ff TIC LA lE MMVED ON MY TRUSSES VDl lE RLT. VE CDmITDNS TD DtS K Ai W oru¢s THAT RL IV E bmwNoy k* 0 1ST2Y 0 1 n CAaBuildersO FlrstSource o Orlando PHONE' 407-851- 2100 FAX, 407-851- Plant City 0 o PHONES 813-759-5951 FAX, 813-752 p E O 7-4-0 20-8-0 nu 7-4- 0 20-8-0 KAULM AshtOD Woods 2121 28-0- 028-0-0 Lot 129 09/ 27/1 Josh RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 3 6 4 3 Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll 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 M Wit r Business • Professional r Bas Home I Log In I user Registration I Hot Topics I submit surcharge I scats a Facts I Publications I FBC stay I Bus site Map I Links I search I b a r Product Approval IUSER: Public user Product Aoorml Menu > Product or Application Search > Aopllcatlon List > Application Detail CFFICFIOFFL # FL15000-R2 SECRETARY Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rlckw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL1S000 R2 COI Certificate Of Independence, odf Referenced Standard and Year (of Standard) Standard year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https://Roridabuilding.org/pr/pr app otl.aspx?param=wGEVXOAftDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d*/o3d 1/3 619/2017 Florida Buildng 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 SurnmarV of Products FL # Model, Number or Name Description 15000.1 a. 'Fiber -Classic" or "Smooth -Star" 61 'Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes RAS000 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.) 15000.2 b. 'Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1S000 R2 It INST 1S000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 1S000.2 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000.2.ndf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. "Fiber -Classic' or 'Smooth -Star" 8'0'Non-Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 It 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 1S000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000.3.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 sideiites, which have been stained or painted within 6 months of installation.) 15000.4 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 FLL5000 R2 11 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 FLLS000 R2 AE EVAL LS000.4.ndf 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 sideiites, 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) hfps:/AoridabLdldirig.org/pr/pr app ol.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8962fUCfc2MRiSC82w%3d%3d 2/3 6/9M17 Florida Building Code Online Limits of Use Installation Instructions Approved for use to HVH2: Yes FLIS000 R2 II INST ISOOO.S.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.5.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, 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 HVH2: Yes FLiS000 R2 11 INST 1S000.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000.6.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 'l' part number doors, which have been stained or painted within 6 months of Installation.) rack Noxt Contact Us :: 2601 Blair Stone Road, Thilahassee FL 32399 Phone: OS0.487-1824 The State of Florida Is an AA/EEO employer. Coovdaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do riot want your e-mail address released In response to a public -records request, do not send electronic mail to tits entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. `Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed trader Chapter 4SS, F.S. must provide the Department with an email address if they have one. The emaiis 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 elicit here . Product Approval Accepts: ttd a Credit Card Safe tttps:/Rloridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwt0quS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8a/.2fuCfc2MRiSC82w%3d%3d 36 b 026 OCTERIDR 4 tinu ze jo. INTERIOR 36MMAX DOOR — C/ s'v" , 7,: FAMWIDTH HOROWRL CROW SECWN DOOR PANEL a 4 mr-- mEXIFRIOR INMIOR M ojg= sn CL4 =) Y Dig DOOR PANS Fiber Claosic G_tLlffiE ( nee? MIC) N.Ta01163 —C=C) wAb CROSS =CnON M. 76 4K J DOOR PANEL LFS FL-15=3 OW _3 ar_L2 Ell I% Q a 139379 MAX PANELW1DT8 7. t7SMAX GMEUTF P&Jcr Smooth Star 1/ 2- MIN. CLASS THK. 1/ e" TEMPERED CLASS AIR SPACE 1 8" PERED CLASS r 4 a- mNUM imz : p. . rt tt s. , _ ivvft 1 Jtt1 \ HORROMAL CROSS SECTION 4 SIDELftE PANEL jr168' 1"I IPLASTIC UP LRE FRAME PLASMIC LIP ARE FRAME EXIRLIDED PVC Dc'1TtUDED SNC 1/ 2" MIN. CLASS THK. 1/ 8" TEMPERED CLASS ALR SPACE TE PEIZED CLASS E 1 VEYMM CROSS SWIlOM SIDt7J1E PANEL hum 4AH1. Spoelnp for Item #M k #41 (I•itename acraWa) I I is oa fodovw. From the bottom up on aldex W. 153t' t-153ri With (7) mon . cyatud at 9.875' as !7efe are (?) ocrews both top and bottom at 2.1W In from each 42 SIDELRE TOP Ac EOTT011 RAIL SIOc tiWJK SWE STILE cmc FINGER JOINED PONDEROSA PW& SO.0.43 i1NGER JOINTFB PONDEROSI pin SCa0.43 FL-13000.3 e sr 4 m 12 .. se49 t3 17 .15'MIN. - Ol 'INCaNtS II $ * fid yg$ iiii to ya atdeflb ledhact eat Iato the Jamb with(yZ) Rim 143 a /e x 2' pfh. (rood scrow. Thcr4 ore 1J (4) at 000h v*Kfod Jamb, fmm the top dawn at 1B 115 , 31 ; 48.3' & Sr. There am (2) at the 1-1/CM1N a1 18 header at 4' fmm the mrtdde eornero of the gAs ypJ forme. Thera are• (2) at the sk 4' f}em the ovWds comers, l HORIZONTAL CROSS SECTION l 49 E s. 4( 71P) !CI 15lAJd 17 1J 45 C41M S 43 44 IMMM 8 •1:r• aS- C4"7 f' •lr i B 10 r. ACTK 1A 96 S'EE NaM 1 - Fls BIGB 9 Y 21 ovo 24 12 10 i8 12 N.T.S. S9 am on JK a 2 HORQONTAL CRO55 SEGTTON s HORIZONTAL CROSS s mON 3OIL °i aeuole es, 18 FL-1500I J 0 Ld 2 wO I 1 l IIIMUWON MASONRY SHOWN FOR 9 11 REFERENCE 1 II OPENING JAMBS 1 SHOWN FOR 11 1 RE HENCE 11 2x etrc j j p 11 u ASTRAGAL I1 Q SHOWN FOR II m I I 1 REFERENCE n a II II 1 II It a II is a If DOUBLE SUCK W/SIDEi RES. ANCHORING MASONRY OPENING ookct ArSaro>: NOTI>ti 1.coatis«charkcaimraaltlo— Mu. maybeadjlo(adtomaIllfnemh 2X BUGK edge dow ce to mortar)7wL 2. C4ncreteandKirfoca6ontnotedas MAX ONC84Mrmtstbeo* tedto n a tdb Me mtn. edge ddtam to mortmJotrfb, addtfmd oonaste anchoa may bereglked to ensue the MAX ON Cf3gHt'all as notexoeeded 3. C ncmte arrhortaGle: rrW TArCON Ell YLTRACON i/ i•1JP T- P 1 MASONRY OPENING TYP. HEAD 1 1 2x GUCK I' I SAHO YIN FOR REFERENCE g I b z I C i 11 I1 SHOWN o I I SHOWNN FOR U 49 REFERENCE II 11'P. HERO II do JAMBS I I 11 II If II II If II II b II I1 I I MULLION e II SHOWN FOR I I I1 REFERENCE II If II II If MA90NRt OPENING 2X BUCK 1 1-- 4V 1 7 Immrm h I Ileo O a c 02 4 f 2 e N.TS. rM Jx c wo LFS i FL—f6000i3 S ti VN ' r , lam fast 70 6T 14.4 IA. W16 n z V 27 3i 27 Typ• TYP. TYP. c A.r^ 33' 32S 0.75 I.410' ? i 4 O-V SEE NOTE 1 g 0 0 ZASIRABAL DETAIL — O 24 12 S N.TS. i o.s sn OC o I. THE ASTRAGAL IvL FUIS A 3' THROW AT THE TOP cL an LF5ANDTHEBOTTOM FL-15000 3 n am 1 w t ti THERMAITRU THERMA TRU DOORS t to 7weurn... ow, =eecwow, ow aser 7 FIBER CLASSIC" / "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR ION -IMPACT" Cle4e L1oT8 I. iltit pmdud to been ewtooled and kh compknw wllh the ft 6dbbn PM4j t1Mda 6ddtg codePOOVd-Hy urtSctatelandpIYFRJ. 2 tYoduetarct,a69tmbenstutted an0 Spaced asthoem m Cetolt AndtYernpedtnad to boss nsvtertd 4t be beyon0 wal dras9np aducoo. 9. When tsed h Vw IFVKr ft p edLmtk mqubad to be poredsa! *% m brrpad edeant g Nstt cnmpGet wrB Set'lon 1626 d the F6C. 1Yhen. seedin arem ouhide of life'}Nt np fdr wad bonle debris pateeNon itgs prowd'a mgrBrtsd to be pmtededw1h on tr4pad resident coyMV tlatoomp0swith$edon 1609a2at tee 1$G , S. Far2r dud SanGtg aarMnOetbh, anrhahg of ltlem ledttttwl be the some atlhatsttOwn for2c Ouamasarycarehucibn 6. Sue t ond%xu *a - - We tam to detaft of 3 dmwhp a'gute bftren O O)OW by atcermd ertom rorregelerad awhled7. ftproduddmnotwom hewderMuffmmgvtertm*hxthe-Mr.kuwtgwft00be hat Bled orgy in nw4mbldbb mew orothab;Wb(e toer6aspmtected by on overhang or c=ipyuxtt thatt6oanglebeh=theedgecfcamwccovedaytodMawfto45 deq— 1xW( VC OMFMS S7r1KI aLSClVfl0/ 1 elevaCone,d pre>91ret6perte7d 11atat 2 DOCrCM 3 daiOls Fba Sldeits detob& gaft data% i varf...... sedbra 6 FtorQDn al Goss 7 Hahant teat b eutlUvic 9 R.,* 10 1 ft"MaCKM 11 12 otmat -& Co b 1 toLo rk" OE44 'A'/ SHEET 6 S S 6ao 1 - 6mo I PL-1500U I 3dWMA C DOOR FARMWIDTH 2 2 S a 0 vl N VI I DOOR PANE? Smooth Star HOREONLII CROSS SECTION V DOOR PANEL L1TCH 51(007H STAR) ss HIN6E 5T1LE SMOOTH STAR) 54 (SNOOR 1OP RA2 STAR) 1• Yi l !il BOiroN RAR. SNWM STAR) y;. 5 v i :•: 8 Lrr'I ti: rI tir EXnMlQR T WMMAL CROSS SECTIO14 2 DOOR PANEL. c l1—T5000.4 rf"'', a 1 eJ8 3E ... w 'a 11 zz i6 76 yrao 13 31 ` 13 1/1klStt d; a 17 17 f E7$ _glgaoil451I11t 'ice a' •:a• .•a sS 1_ 39. .. r • 42 3fn 20 Z:y.. 3.1 a163 `V71. i. 16 7 8 c ." s Srayt N l1,. 17 SEE NOTE 1 SEE NOTi 220 47 r EJRERIOR JC 93 a was d SEE Ol i:rJ ?3 NOTE 2 46 SEE NOTE 2 IA 47 3 VERIfGAL CROW SEMON V Shown w/lx sub —buck 28 40 a%' y 42 19 OPNONAL SURFACE BOLTS ON ACTIVE PANEL a 1914 SEE 0l+5= PRESSURE CF61R1) 3 30 15 S 31 Awl •ii 11 14=1 . y,. ..y : ; .,'Y"•Y SEE mom y a . 1. The afdabU to dtreet act Into the Jamb with (12) 4 a ' Item 143 a 18 x 2' pft wood screw. Thera am (4) c •,. .'. . y at each vertical Jamb, from the top dam at 13.51. a 4^12t131', 485' Jr. 66' There are (2) at the header ct 1talC N TS 94" from the outside comers of the frame. there are 2) 113 a F8 x 2-1/2' pfh. wood saaw at the aaz er JK s0F 4' from the outside comers. car. ea LFS d 1 VERWCAL CROSS SECTION 2 VERTTGIL CROSS SECTION 2. OPTIONAL SURFACE BOLTS ON ACTIVE PANEL Mom ^ FL-15000.4 e55SEEDE51t1NPRESSURECHART) 38 0-IS'MK 13 SEE NOTE 1 1. The 6ddte Is dImct eet Into the Jamb jlittt PPP 43 with (12) Rem 143 a f8 w 2' pfh. wood f+ e saw. Then ore (4) at each veil=# 4 tMlamb, ham top down at 13S . 31', 4851 & ad'. Then on (2) of the heady ACTIVE ct G bE a u za a i m at 4' from the oubfde coma= of the n Mama. then are (2) 113 a 18 r 2-1/'2' pft wood errw at the @A < from the n:f`• a ^i- a outsde =mars. VA a, F i'r r L INTERIOR 36 s, 4t 29 44 35 DELYL A. n 17 78 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL j ci 1.1/4MQL SEE' DESIGN PRESSURE 04W* 8l (RPJ IC B 3 1 HORIZOMAL CROSS SECTION 6 22 C aC 8 7 SEE NOTE I 27 g 7 43 33 INACTNE ' I ACTW f0 cl S:A /! V ( U V t ll MIQWB 13 JHtE8108 4s 36 8 to 37 45 a oaa 4 12 ME= toao N.T.S. T8 as ,8f e n tF5 d1HORIZONTALCROSSSEOMNf2' HORIZONTAL CROSS C17ON FL—ISM4 eV or12 ps At 4 a. 3a 2 II 1 IIc; c' ea 11 3e q ae ` 'o >''..``' MASONRY 11 rm. HEAD iit II MASONRY TYP. HERO t 4prriir.% n OPENING I I & J4A= `ASTRAGAL 1 I OPENING & 8S ,`SG& o a o II a SHOWN FOR I) SHOWN FOR 1I a REFERENM I I 2X SUCK 1 REFERENCE 2X BUCK d I I `Z I kNSHOWN I SHOWN FOR 1 fJd II REFERENCE 1 REFERENCE II + 1 s 1 I II Cd 4 13 iI 1 it d a II 1 11 1 d fl I11100d $ y,t ll 1 11 T: i 1 i• i+ a+,+' DOt19LF DOOR W/sIDF JIM .,,qx•,w.? DOUBLE DOOR m BUCK ANCHORING . RUCK ANCHORING I S II II 7 k II w II 36 II ja tMosovRY II II WSONRY OPENING I ITYP. AM13.S I I OPENING JAMHBSO B 11 II 2X SUCK 1 II2XBUCK II `,,NWOµ12 II GONCAUEANCifORNOTMII SHOWN FOR 11 1. Concrete nd bbr rotthecammamoybeodustodtomainfuhthemh IIREFERENCEedge II ^ 2. Conceteonahorlocaffbivnotedas MAXONCDJ1BYmUrtbeatlWedto II II nx&vtdn Bw m1n. adge dbtor=a to mortar)otntr, add0and concrete a rdeas I I J/.I I nwy be requked to ensure the MAJC ON C_4iWER' drrrmdon cm not eaoeeded I I SH MU FOR I I ^ C 3 Ir0( ICJ91E anChatamte i t REFERENCE I I I I o o mw 4 12 `< N.Ts 9 a ix If am ft LIS o m ULTRACON a a SINGLE DOOR W/SIDEM SINGLE OMFL-1S000.4 SUCK ANCHORING SUCK ANCHORING a car OF V tloR irrt:'• a: iAP CON 0- Kco i/ m t-i/s r r w OEMM I 13, COHCWEANCHORNOM 1. Conte ancltarbcafions at fta comers maybe c0sted to nx*ft v themi% edge dahvrcg to rrlorfmloa 2. ConaoSa ancna bcoQonr nated or %t" ON C94W must bo oo7LWW to nscwah fAe mOu odgo dbfcwe to mod0r]oUtls ado fiond convete ancham maybe mquted to wmm the WAX ON C64W dkmardan are not armaded 3 Conaeteanchor todw MM ITW mcoa• 1/r 1.111V r 4` sAPCOri 3AC 1.1/4 r i•1/2' DonsUAWN dhhn-- a t•nr_ a,n.il,nnf 1. MOM rrfihmumS/H' wipe dSAomoe. 1' woodraam to vwsnt the;*ft cf wood. 7HFSG ( 2) ANCHORS RE D ONLY WHET! A' OP > 47 PSF r FRAME 2X SUCK L; W. HEAD a 4WOS a Suet SEE MAIL 5' 13 ar W/ ZX BUCKIWAULATION tFi 0 m UCK uAnoN ETA DETAIL STRIKE PLATES 0 HEAD a I13 0 m EM a. STRIKE THRESHOLD N lro. a 9q rfll* 11111 Pf 0 LpQ s = f 5 FL- 150W.5 a or 1 t+ MAIL '3' ' 1 1 , Ijll' 1t A' SEE MASONRYJ RI "=Gf DETAIL • OPENING VIXMA -mi4110HNSTALIATtON AAMB FRAME 2X SUCK —.,,.SEE 14 Tt9• SILL OEWL '1' SEE DETAIL *4' r I I f i 7 1 R.v • J? 3;• r!•r NEW T ='C' A' D011f11E IM 00NCIMMANCHORN0713: 1. Cbnoella andwrbcallorll of the camels maybe at ulted tb mailhbl the m1P>, edge dgh=e to mwtcrJonts 2 Coraofe an dwrlomfdxlr noted as MAX, ON C734Wmtd be a*jged to malrffo2I the mft edge d&fonee to rmrtor johgs, addlionalemc ste eneh0a nwberequbed to emwo the MAK ON CUM'aRnerloon cro not cmaaded 3. Concrete wchortcbla: rrw 1/r T•r/r 2' 4 TAPCON° fIYY TAPCON° 3/1P 1-1/r r 1•i/P SpPfW PITTAUAITQN NOTES 1. M " a n161 rtuR11 w vmod rorevwsto prevent 7• end dafonm a 11mc. rpod tq of o0d a is zf SEE DETAIL 5. 49 0 30 w/ZX BUCK 13 0 J1 37INSTILLATION BUCK IfISTALLATION 46 MAIL '2' S ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD go n 31 31 0 — 24 12 30 c JO sous ALT-& am ee JK DETAIL '1t11 LFS SURFACEBOLTSTRKEPLATEa0c C"Li THRESHOLD FL- 13000.4 a' I lL op1 e 01— mar Mr 14M v 27 Tfp' 27 TYP. Typ- 11S p. 1910 aTs r nos om—RSEE ff 8 n ASTRAGAL DE'flJL O0Q N.rs. 2 ; oaa w IR a' 1. THE ASrRWAL BOLT HAS A 3` THROW AT THE TOP ooc LFS ¢ AND THE BOrMm. Z-151M Ow 1Lor11 p aml taA0lN W wl.la aAss>c AM SM VI UK Ta 18MW or nkAla-niV Na dugm OWL)-w Pa neam UO E6a-}Fu favigm al 1 sJ.Gaoo ISE"= OMTM J PCsu 516E Sw<4 mw Mft& IyfO'RLSStlII wpnl m 0 Egm WAM OMO RESS10tl 0 r { wa .OJT o r UL PW MM SOP Sim it sasalair - J900 asf wt cOtlpF,iF aawl0arc M AMrlm70UVgoonoaatcro t ao ODAMM 12 10 r 2 LG AW WX SWW Sim r 1 G IIOOa mw Sim 1 1 2-1 111i PAl eam SLI+E3i STM 17 SOFIIIE 8111011 BOOT .050 DORM KNIT WK if Lf KICK 5; 5- am NOW 17 MOX TIC SM WMK q0 l00( - ilt E It M.F ANSM MSM 34M nbVMW Q NOW gm Jim; SD.447 JW9 SDd m 1] IIN4@r oupe01.T - 5xm u ASTR" ALLSM AsOPSC Host, OU A 11M aMT R1F17gVai AUMOa1N x M SO ). IItXO 0 r hi La PANHFM mmW39MC4OWNSQfllllSRU JL IO r !;Yf FXUFS FUTWO SCF& SIM 30 FwAw mu P.M RAN sm 0 r 2-1 WNWPS sm UIE F103eE HL PrtSiIC LP39I/1E AIL gAtlC Jog N WOAD A7i11!E WE SRLE IFUCWW FLIM SD443 37 t0 r I - Mr LG FM R000 am 51Cd i r r 2-ax Am am Gi IIN core T" Ow if 1 r RN P71i tONoaJE SM& 40 79Ssum 41 0-10 r 1 11r FL4SOtE)r Sim 43 7 r 7- L6 FM ROW SCREW STEEL J r JIF OwW N11UIm R1/Lru JWM POE NlsoD 45 1 L r DLO ML SOD 1XV M L Y(M 46 M CE BXT .IS sm O i 70SfrMl r 00 PlIgE Sim I 1 f a Fm Saw SS cmip i 199 SS !A. 111IL7 090GSi1E SS mm su SD.0.4! KM 57 53 801m11 RM Qf00.V1E xg sr — Il r 4111, e i fftt 46 A T.2-) JO MWACE BOLT SMM PLATE 1.125' SITM ) il0' r b Of WOM MA22 FINGER MWO PONDEROSA PINE, SO-0.0 ira T i .y, .: L`' `_ :,,`•tart T r _ r. I wn r a . r..• r LS LJI 11' Lim 3 IdS om ODOR Bar= SW69 ViM1 .080' MAX WALL, 035' M WAU. i5 INS$VM Si0E1/TE DOE= 900T 0.09' EMUDED YINA WAU ul I PL-18000.4 I R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Door 218 vahlco, FL 33S95 Phoae 813.659.9197 Flarlda Dann of Pmrerdoml Fnel=s Cmdarnta orAuthoriradoo No. 9813 Product Category Sub Category Manufacturer Product Name Therma-Tra Corporatton Fiber Cleseto" / "Smooth Star' ExterioSwinging DoorsoomrD Exterior Door I18 industrial Drive 8-0 Inswing w/ and w/out sidelines Assemblies Edgerton, ON 43517 Fiberglass Door Phone (416)28a-1740 Non-kn ed' sotwa: This Is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.I - (System ID 1998) for ThermsTru Corporation based on Rude Chapter No. 61IG20.3, Method ID otthe State of Fladda Product Approval, Department of Business uL Professional Regulation. RW Bullring Consultants and Lyndon F. Schmidt, P.E. do not have nor woI acquire financial interest In the compepy tlmlfationa: manufacturing or distributing the product or in any other en(Ity involved In the approval process of the product named herein. 1. This product has been evaluated and Is In compliance with the 6th Edition (2014) Florida Building Code (FBC) structural requirements Including the 'High Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as fisted and spaced as shown on detells. Anchor embedment to base material shall be beyond wall dressingorstucco. S. When used In the'HVHZ" this product is required to be protected with an Impact resistant covering that compiles with Section I of the FBC. 4. When used In areas outside of the "HVf•i2' requiring wind bare debris protection this product Is required to be protdcted with an Impact resistant covering that compiles with Section 1609.12 of One F80. S. For 2x stud framing construction, anchoring of these units shall be the same as that shown for P-x buck masonry construction. G. Site conditions that devlate from the details of drawing FL-15000.4 require further engineering analysis by a licensed engineer orregisteredarchileot. 7. Inswing conflguratfotte do not meat the water Infiltration requirements for the 'HVHZ', inswing units shall be Inetalled only In non - habitable areas or at habitable looallons protected by an overhang or canopy such that the angle between the edge of canopy oroverhangtoallIsteasthan46degrees, 8. See drawing FL-16000.4 for size and design pressure limitations. Sup orf/ngr DOcumenfe. 1. as e o Tort Standard TEL 01480337-A,B,C ' AM D635.03,ASTM D1929-96 ASTM 02843-99 TEL 01460336-A,8,C ASTM D836.03, ASTM 01029-96 ASTM 02843-99 STTS00001 AM Q20•96 16427-107362 ASTM E84-00a ATI 87608.01.108-18 ASTM 131929-98 ETC 01-741-lo701.0 TAS 202-04 ETC 01 741.10703.0 TAS 202-94 ETC 01-741-10693.0 TAS 202-94 TEL 06-1031-3 TAS 202.94 TEL 06-1031-4 TAS 202-94 Testing LabgWM Signed by Testing Evatuation Lab.,lnc. Lyndon F. Schmidt, P.E, Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Leb,lnc. Testing Evaluation Lab.,lnc Drawinci No. Prepared by No. FL 15000.4 RW Budd A Consultants, Inc. (CA 09813) Caloutations Prenaredby 1'~• : ;.;C f.1 Anchoring RW Bulding Consultants, Imo. (CA nal3) ti• e ASTM E1300 Glass Load Lyndon F. Schmidt, P.E Quality Assurance a ; Certificate of Participation issued by National Accreditation and Managemeilw fu'enstitute , oertifying that Therina--Tru Corporation Is manufacturing products'F' ' (' ' f 1s` ::•F within a quality assurance program that compiles with iSOAEC 17020 andSheetIofI Lon Hicks, VP Operations William E. Rtdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pesaro, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. SloneSloned & Seated b Lyndon F. Schmidt, P.E. F. Schmidt, P.E. Lyndon F. Schmidt, P.E. FL PE No. 43408 2r2Pd016 Florida Building Code Online Pagel of 3 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/Small Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332-RZ Affirmation 2014 Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 EA 2S60 bsidinger®miwd.com Brent Sidinger bsltlinger@mlwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luls Roberto Lomas PE-62S14 National Accreditation and Management Institute 12/31/2015 Steven M. UAch, PE Validation Checklist - Hardeopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 200S E41 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 hops:!/t>uww.floridabuilding.org/pr/pr_app dtl.aspx?parain=wGEVXQwtDgtH8572gvdW1... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Oats Validated Date Pending FBC Approval Date Approved Summary of Products FLIS332 RZ CDC FLI5332-COMP.odf Method 1 Option D 04/30/2015 04/30/2015 OS/06/2015 Page 2 of 3 FL # Model, Number or Name Description iS332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZs No FL1S332 RZ II 08-00500C.odf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressurm N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108078.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 It 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108058.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4'x96' Limits of Use Installation Instructions Approved for use In HVH2: No FLIS332 R2 11 08-02248A.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLt5332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 961Tc96" Limits of Use Installation Instructions Approved for use In HVHZ- No FLL5332 Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGO REINFORCED XXX 1439196' Limits of Use Installation instructions Approved for use to HVHZt No FLIS332 RZ II 0&O2250A odf Approval for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE SL2970A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.6 I ALUMINUM SGO SERIES 4202 REINFORCED 9 Ric9E S 420 REINFORCED ALUMINUM SGD OX, XO, XX I Limits of Use Installation Instructions Approved for use In HVH2: No FLIS332 R2 H 08-00499C.Ddf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S108068.9df PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' ALUMINUM SGD https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Onliae Limits of Use Installation Instructions Approved for use in HVHZ: No EL15332 R2 It 08-OOSO1C.odf Approved for use outside HVHZt Yes Verified By! Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Patty: Yes Design Pressure*. N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLtS33; R2 AE S1.0808B.odf PRESSURE RATINGS I Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143'X80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No r4 IS332 R2 it 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE. S 10809B.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD, 143'x96' Limits of Use Installation Instructions Approved for use in HVHZ: No FLXS332 R2 II 08-00503C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Othert REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108108.odf PRESSURE RATINGS Created by Independent Third Party: Yes 99 Neat COntaR'tlf :: 1940 North Haman Sbret TaOahassee FL 32399 P • 850-487-IA24 The State of floral Is an AAMEO amploYar. Comblit 2007-2013 slate of Florida.:: Macy,$dtemgnt is Acc&,&baty Stmtemant :: Rahnd Stateognt Under flatlda taw, amen addrassae arc pab8c rtoords. U you do not want your rrrall address rdnaad in response to a public records re4uast, do not sand dectionlc ma0 hi thb entity. Insbesd, contact the duce by phone or by traditional maf. If you tale any questions, plasm contact 850.457. 1395. flunman to Section 455275(1)), Florida Sntutn o fecdve eQobar 1, 2012, IkCrr oes Qeensed under Chapmr 45S P.S. must provida the OapaMtant *0 an emal addms f umhave one. Tics amalb provided may be used for d"l commuNadon with the Reansae HOWSM enrU addMM are public romM it you do not *Uh to supph' a personal addm=, ptesse provIda the Oaparbrant vdM an antaa edition which can be mado available to the public. To doterlMne If you are a licmisses wrier chapter 455, P.S., please cHoL h= Product Approval tin IQ ® CrcrtitSAFIE https://www.floridabuilding.org/prlpr_app dtl.aspx?param=wGEVXQwtDgtl48572gvdWI... 8/31/2015 rs rnam I art I .v OKO ADDED FLANGE AXD FIN WSTALLAMN 1 12/10/13 JR.L. 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 M PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THZ ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS -NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLDWABLE 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 MATERIAL: 3(TRUDED ALUMINUM 6063-TS. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE- SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 11.0 00 NOT REQUIR= WATER INFILTRATION RESISTANCE OVERHUNG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/6' MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. NOR ANCHORING INTO MASONRY.'/CONCRETE USE 3/16' TAPCONS WT1H SUFFIGENF LENGTH TO.ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 12. TOR ANCHORING INTO METAL STRUCTURE USE 010 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 13, ALL FASTENE25 TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SF -ALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. :MOOD - MINIMUM SPECIFIC GRAVITY OF 0-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRACE N, T1?E I (OR GREATER). 0. METAL STRUCTURE: STEEL ISGA, 33KSI OR ALUMINUM 6063-TS 1/6' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX. XIP, P1X S1GNE0: 12116/2013 MI WINDOWS AND DOORS LLC ``1t1T1Ur1rAARLp/ij S 1001 W. CROSBY RDAADAPTERCARROUJONYTX75006`\,.*`OErysF,9P TABLE OF CONTENTS SERIES 420 SGD REINFORCED WITHOUT_* DSHEETNO. DESCRIPTION 96 NOTES70 E OFtv1NOTES CRAwle4OB /,,/S/ONIAl1L1 A\\\` 0 INSTALLATION DETAILS srrurNTS "'X 10/50/13 Tu190 96- MAX FRAME WIOTH ANCHORS TO BE EQUALLY SPACED ANCHORS PER LOCATION SEE FOR NUMBER OF LOCATIONS REQUIRED 6- MAX r - 6' MAX 6• AX AME IGHT L 6' MAX 6- MAX SERIES 420 SW REINFORCED M?THOUT ADAPTEA EXTERM VIEW DESIGNPRESSUAERAnva aNPACTRATING 135.OPSF NONE WRH211=1 SELL SEE CM&FI TS 01 AND N FOR OTHER UNRS RATINGS DESIGNPRESSURERATING IAIPACTAAI7A1G 25.01-28.6PSF AOWNE WTTX 1-WSILL BeCXARrSR4 AND I4 FOR OTHER UNITS RATINGS CXARrl1 WITX2441rSIL. WHERE WATER INFETRATION RESISTANCE IS RECU/RED. D•dgn pr•rsnro Blatt dr.OJ Flo sbo rolrra 30JI =0 m I Ito I 4ao M%bt M) 000I ra00 I "M 00w X-S I Km I Nee I Reg w e! a4A 40.0 eeA 40A 50Aa 400 712.0 Ir.O 40 110H.H. uA 40J 37.1 000 rJ 1 3a4 o CflART4n w7Wa,va2-SILL WAIERE WATER 04fiXTRAWAI RESISTANCEIS N07AEOUlRED. SEE NOTE a BHFFT 1 De err eh•tt (ps0 Flom es NEWE RO aroa 3a0 7tw QO 4lo par Keg Pw Ne0 PCs I Nee Pro eg oaa se of v a2A 4" 4•.0 as, i52 49.9 1 QKA I 4U I 43A 39.4 4 ato 3a.4 1 IRA I 46A 40J oso wJ 4 pf3p11PION WE I NPWWm ADOED FIANCE AND FIN INSTALLATION 12/10/13 I R.L CXART A WITH I.12'SRL WHERE WAT eT WFTLT RAT RW AESISTANCE IS AEOUIRED. KC IA1Y: a GYCCT 1 Design Drumm chOft W Panel andTMrlRrmVAitn 0 tao Ito Y.rSacof w Neg ar tl t N— CA:ARrs4 WITH 7.12's" WNEAE WATER INFILTRATIONRESISTAAICE IS NOT REQUIRED. SEE NOTES SKEET 1 QlUART03 vadan pna1-- c"" 1, mrn0 YAW JIeap 0 f0.00 7io 0 00 am PCs I Nag Pw Neg Pao Np Pas Nog 0 47247J 1 41.7 1 411.7 3 A 37A 34A I YA Aro 452 1 U2 1 3aa 1 392 2 3.0 42• 14Am 1 372 x040,7140 011leeldaed1011OL711rrYfre 011leel daed1011OL711rrY fresh9bRlnmW Tmfl Mum 1 ano 0 0 4" 84. 0foA 1 4fA xu Ame Nu mme Has ame Has a" 1 a e 6 6 6 41to 1 e f e e e e e f10 4 e e e e e e e ra0 4 e e e e e MI WINDOWS AND DOORS LLC `1`FL.Lloi, 1001 W. CROSBY RD.5 EHS 6 T1y! CARROLLTON, TX 75000 F -Qr SERIES 420 SGO REINFORCED WITHOUT ADAPTER =7 86' x 96' ELEVATION A , TAT OF i O . 4 muwre ow I31•; A20RI'D • 4 swa a4Te 08 sNm A S1ONA; 1` NTS 10/30/13 2 OF 10 9 M FR we 95' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX —{ 6' VAX 1 6' MAX 6' AX 4ME GMT L 6' MAX SERIES 420 SW AEINFORCE WWITHOUT ADAPTER EMERIOR VIEW OESIGNPRESSURERATTNG DWPACTRAMID MOPSF ALONE WAH 2-fAr SILL SEECHARTSCf AAI042SHEET2FOR OTM9111MMAATTNW OESIGNPRESSUREAATING I 11IPACTRATMIIS 26.01-28.6PSF I ONE WITH l-WSCL SEE G{ARTS #3AND N SNEET 2 FOR OTHER UAM RAnVGS Rd ucxpwIbM O4IC AP601ED A I ADDED FLANGE AND MN INSTALLATION l2/10/13 R.L. CHART06 Nrpow&on~l*=d na.ifpl"d Grime FOMI soTOMIUIE4Yf011:0 no I aao a:o 1 00 QLo TLO o s" Has J4M Hid Ja tl H S Ja1M H S bah bLd 4 0 6 6 6 6 0 0 ft.0 4 f 5 6 6 6 6 6 dE0 i f e f e 6 0 i60 e 6 6 6 6 6 6 5 3/5' ---I 2' 2 1/32' SILL ALUMINUM 606$•T3.053THICK 5 3/8' ---I 2' 1 U2' SILL ALUMMIOU 6069-T8.00 TWCK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 7SO06 SERIES 4ZO SGD REINFORCED WITHOUT ADAPTER 96' x 96' FIN ELEVATION V.L. I 08-02249 NTS — 10/30/13 JOW3 OF 10 v,•OENS,Lf p W-MVOI Fm-' 1/2- MIN. 11t?6p1[S atv D1so vlau a>E A}/lOvt9 EDGE DISTANCE A ADDED "GE AND nN INSTAUATON 12/10/t3 R.L 1 3/6- MIN. WOOD FRAMING EMBEpMEN1 OR 2X BUCK i BY OTHERS MAX. SHIM SPACE MAX 10 WOOD EMBEDMENT SHIM•SPACE SCREW T— IAffEAIOR I/2' MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS DCfERIOR ILU [U 1NTERIOR VERTICAL CROSS SECTION WOOD FRAMING 0R2Y8UCK1NSTALLAT/ON NOTES: 1. INTERIOR AND EXTEMOR FIANSNES. BYOTNERS NOT" WWFORCLARITY. 2 PERAeTER ANO JOOVT SEALAMBYOTHERS TO SE DESIGNED 6d ACCORDANCE 1MINASTM E71f3 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 OR SILL OPTIONS MIN. IENT 10 WOOD: EXTE SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK IA=0 FRAMING OR 2C BUCK WSTALLAT70N BY OTHERS MI Wl00CRODDLLCWINDOWSAND 51R11 o11R CARROLLTON, TX 75006 v CENS;9s D * SERIES 420 SGO REINFORCED WITHOUT ADAPTER*• 98' z 96' FRAME INSTALLATION DETAILSO TAT OF i R1 Aj1`? JJ If1Nif puV. aye la 08-02249 A ANTS ogre 10/30/13 5'W4 OF 10 METAL STRUCTURE By OTHERS 10 SMS OR SELF ORIWNG SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF ORILUNG SCREW INTERIOR L TO BE SET IN BID OF VULYEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTUREW8TAUAA7ION NOTI S T. WTEWR AND EXTERIOR FW04ES, BY OTHERS, NOTSNO WN FORCLARTFY, 2 PERLUDER AND J DA7 SEALANT BY OTHERS TO BE DESIGNED WACCORDANCE WITHASTM E2T 12 T- 7/8' MIN. EDGE DISTANCE 10 SMS OR SELF DRIWNG SCREWS METAL STRUCTURE BY OTHERS 1/A' MAX. r SHIM SPACE acu"T ar IIwl ur,Avm ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 ILL.. JAMB INSTALLATION DETAIL METAL STRUCTURE MTALLATION Mf WINDOWS ANDDOORS LLC D CARROLLTON. TX 75006 GENsa iT+s SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0 * 96" x 96' FRAME INSTALLATION DETAILS ro:; C 1 08-02249 NTS — 10/30/13 "05 OF 1 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/1e TAPOON MASONRY/ CONCRETE BY OTHERS 2 1/2- MIN. EDGE DISTANCE T MIN. MENT X. CE T 3/16' TAPCON EXTERIOR I,I_IJ lL-U INTERIOR rSILL TO BE SET IN CONSTRUCTI1OREQUAL ON ADHESNE oEswvinN wre .rFaona ADDM FtANrE AND FIN INSTALLATION 12/10/13 R.L — 1 1/4- MIN. EMBEDMENT 1/4' MAX. SHIM SPACE 2 1/2- b MIN. EDGE DISTANCE 3/16- TAPCON T' CONCRETE/MASONRY BY OTHERS SEE SHEET 3 OPTIONAL 1 X BUCKFORSILLOPTIONS TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 d 1 1/4 MIN. a . • ' •, EMBEDMENT VERTICAL CROSS SECTION CONCRET&W SONRY INSTALLATION 2 1/2' MIN. EDGE DISTANCE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONGREI emSONRY WSTAUATOV NOTES.` 1. WEVOR AND EXTEFNQR RNASNES, By0774 RS, NOT SfIOWN FOR CLARfTY. 2 PVUA#EYER ANDJOp?SEALANTSYOTHERS TO BE DSS/GNED W ACCORDANCE WITH ASTME2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 11R.'1oii AA — 4S. isSERIES20SGOREINFORCEDWITHOUTADAPTER; 96" z 96• P'rOFFRAMEINSTALLATIONDETAILS1. AT oAurta oxs lay OB-a0 2249 RL" A/ONA'{`` ORL0P: scxi MT[ NTS 10 30 13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X B= 9Y OTHERS 1/2' MIN. T EDGE DISTANCE 1 3/8- MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LU U.11 INTERIOR VERTICAL CROSS SEC77ON WOO FRAMWOOR 2X SUGC WSTALLAnON NOTES: 1.14UUORAND &'TFAIVR FSJA HM, BY OTHERS, NOT SHOWN FOR CLAFOTY Y PERINETM ANDJOOVT SE4L NTT SYOTNERS TO SE DESIGNED INACCORDANCEWTTHASTUM112 1 3/8' M_ EDGE DISTANCE 0 BE SEr IN OF WLKEM 116 10 W000RUCTIONADHESIVE UAL SCREWS SEE SHEET 3 FOR SILL OPTIONS MIN. I ENT WOOD FRAMING OR 2X BUCK BY OTHERS ROOM tv ooc nor+ ale ,rvnam A ADDED FLANGE AND FIN DWALLATION 12/10/13 RL Lr1/ 4' W1X. IM SPACE INTERIOR 01 EXTERIOR JAMS INSTALLAT70N DETAIL LWOD FRAMW0OR2X SUCXW3TALLAVON MI WINDOWS AND DOORS LLC Nil 1001 W. CROSBY RD J; CARROLLTON, TX 75006 v,•` SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" z 96" FLANGE INSTALLATION DETAILS b1 O. Drtane oeo Na V.l. 08-02249 A awE NTS aR 10/30/13 ml-117 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4* MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN WLKEM 110 ON ADHESIVE SEE SHEET J FOR SILL OPTIONS VERTIG4L CROSS SECT70N METAL STRUCTURE IIWTAUAT70N NOTES: I. INTERIOR AND O(TETUOR FINISHES. BY OTNEM NorSNom FOR CLARITY. z PERIME z7ANvmwrSEALANrBYoTHEas TUBE DESIGNED INACCORDANCE WMiASTM E2112 7/8" MIN. EDGE DISTANCE I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE o salrNaN ale. ,vvwovm ADDED nAMOE AND FIN WiSU LATION 12/10/13 R.L. -- - JAMB INSTALLA710N DETAIL METAL STRUCTURE NSTAU ATTON Ml WINDOWS AND DOORS LLC R" o, W. NRTX 006 x GEWs 9dCARROLLTO75OSBYSERIES 420 SGD REINFORCED WITHOUT ADAPTE;TOA VOF 96" x 96" FLANGE INSTALLATION DETAILS s: IORIOT: wtaowcMnvL OB—0 22249 A iOM51C* EMTLNTS10/30 13 8 OF 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON — MASONRY/ — CONCRETE . BY OTHERS EXTERIOR 2 1/2- MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4' MAX. SHIM SPACE 3/16- TAPCON INTERIOR SELL TO BE SET IN A BED OF VULKEM 115 CONSTRUCTION ADHESIVE OR EOUAL SEE SHEET 3 FOR SILL OPTIONS ocscarm oaf yrvawm ADDED FLANGE MiD FIN INSTALLAIWN 12/10/t3 R1. 1 1/4" MIN. EMBEDMENT 1/4- MAX. SHIM SPACE INTERIORrMIN. EDGE DISTANCE gP4 3/16- TAPCON CONCRETE/MASONRY BY OTHERS E X7ERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE40SONAYWSTALLAT/Ow TO BE PROPERLY SECURED f I SEE NOTE 3 SHEET 1 F NOTES 1 1/4" MIN. 1. PVTERIORAND OTTERIORA9NASHF,%BYOTNERA a'• EMBEDMENT NOTSHOWNFOR CIARITK y . ;; ;• 2.POL04ETERANDJOOVTSEAIAArrBYOTHERS TOBE c.•.. 1: • r D6JGNEDWACCORGWCENTTNASTMF2112 2 1/ 2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC 11 1111I ILA// Loli,, CONCRETSu4soNRY04ST,UATIMR4dCARROLLTON, TX75006GENSSERIES420 SGD REINFORCED WITHOUT ADAPTER 96" x 96'FIANCE W- TAMO' ENSTAELAT10NDETAILSFMtn" olm NJ. ftv A FS20R1QP Cs i,11, 11 08-02249YuusAFALv- \` oaf NT9 1030 13 6 OF 10 MAWS 1/4• MAx av ncsoavmei WE ARRW<n WOOD FRAMERS BY OTHERS SHIM SPACE A ADDED nMGE AND FIN INSTALLATION 12/1D/13 R.L. INTERIOR 1 1/4' MIN. EMBEDMENT 5 WOOD SCREW EXTERIOR 7/16- MIN EDGE DISTANCE Ll JAMB INSTALLATION DETAIL wwo FRAMNG OR 2X BUCK INSrAuA70N 1 1/4• MIN. EMBEDMENT to WOOD WOOD SCREW FRAMINO BY OTHERS 1 /4• MAX. I SHIM SPACE 7/18' MIN EDGE DISTANCE INTERIOR EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCKWSTALLATION FOR SILL INSTALLATKNJ SEE SHEETS" 1 5/8' MIN. EDGE O= TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP — 1 1/4' MIN. EMBEDMENT 7 1X BUCK BY OTHERS. 1X BUCK TO 9E PROPERLY SECURED 3/16• EXTERIOR ==? --- PANEL INTERLOCK HOOKSTRIP INSTALLATION A&50NRY1C0NCRETE METAL STRUCTURE BY OTHERS INTERIOR TRIM TRIM 1 3/8' MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD S'10CR W DRILLING SCREW SCREW7PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X SUCKM OW FRAMM'G METAL STRUCTURE MI WINDOWS AND DOORS LLC \`\51R L!Co,i/ 1001 W. CROSBY RD \\, .7CARROLLTON, TX 75006 = • GENSF: P. SERIES 420 SGO REINFORCED WITHOUT ADAPTER _11r• o NOTES., 96' z 96' 1.1MER10RAND SaWfORRN15HM8YOTHEAS. NAILFlN do HOOK INSTALLATION DETAILS po ,TOTE OF NOTSHOWNFORCLIRITY. _ Kv DES/ GNEEMANDJOI NCEwRNASTME2ERSTOSE VRWR Nm 08- 02249 aA1[ ale -- 11\\\ NTS10/30/13 10 0= 10 WOOD FRAMING OR 2X BUCI( BY OTHERS f10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR I/' MIN. EDGE DISTANCE 3/8' MIN. EMSMENT 411 3/8' MIN. 1/ 4' EMBEDMENT MAX SHIM SPACE 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW VERTICAL CROSS SECTION WOOD FRANWGOR ZK 8UCKWTAUATKW NOTES.` 1. INTERMANOWEf00RRNLSNES, BYOTH&M NOT 8WKW FOR CL1R1T1: 2 FERIMETERAND JOINT SEALANT BY OTNFFS TO BE DESIGNED INA000Ra WCE WM ASTA10112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK 8Y OTHERS 1 3/8' MIN. EMBEDMENT ov 1LSM+ION WE .rvlmvm A ADDED CHARTS 03/05/12 R.L. 8 REVISED Pat NDY TEMNG 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. A- Uw J JAMB INSTALLATION DETAIL WOOD RV.WA G OR YX 8UCKINSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/"0 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION OETAILS rnnar IMO1a F, A, 08-00503 tau NTS O"m 02/23/09 —3 OF 9 LOW METAL STRUCTURE BY OTHERS 10 SMS OR SELF ORILUNG SCREW METAL STRUCTURE EY OTHERS EXTERIOR VERTICAL CROSS SEC770N A(EFAL STRUCTUREWSrAILATK7N NOTES: f.1NTE ioRAND EXrERioR FFNISHE % BY OTHERS, Nor SHOWN FOR CLAF7TY. 2. PERlMETERANDJO"rSEALANrBYOTHERSTOSE DESIGNEO W ACCORDANCE WR}NASTIW E'2112 1 /4' MAX SHIM SPACE T 10 SMS OR SELF DRILLING SCREW INTERIOR 7/8" MIN. EDGE DISTANCE f10 SMS OR SELF DRILLING SCREWS 0 BE SET IN OF WLKEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS 1 /4- MAX. SHIM SPACE INTERIOR EXTERIOR Mason ow OESGw1w ayf A pmm A ADOEO CHARTS 03/06/12 1 R.L B RMSM PER NEW TESTING 10/13/13 JR.L C ADDED FIANCE INSTALLATIONS IZ/06/13 I R.L JAMB INSTALLATION DETAIL METAL STRUCTVRE WSTALLATION Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XiX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS muwrt 0w6 a0 F.A. 08-00503 vim, NTS — 02 23/09 --4 OF 9 v, 9tc:: P 4TAYlt70Fft P_.c OR10F r'• CONCRETE/ MASONRY BY OTHERS OPTIONAL TX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS 2 1 /2' MIN. EDGE DISTANCE e" < •, 1 1/4" MIN. EMBEDMENT EXTERIOR 1 1 /4' MIN. EMBEDMENT 2 1/ T EDGE DISTANCE 1/4- MAX, J SHIM SPACE 3/16- TAPCON 3/16• TAPCON CONCRETE/MASONRY BY OTHERS INTERIOR SILL TO BE SET IN A BED OF WLI(EM IIS CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS s ' • (' 1 1 /4MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRETS 4 9ONRYINSTALLATiON 2 1/2' MIN, EDGE DISTANCE REV 11TFFIPITOr1 WTE .r Roem A ADDED CHARTS 03/06/12 ILL 8 REVISED PER XM TESTING 10/15/13 RL C ADDED RANCE INSTALLATIONS 12/06/13 RL 1/ 4' MAX SHIM SPACE JAMS INSTALLATION DETAIL OPTIONAL I BUCK CONCRETEXU4SONRYINSTALLATIC0I TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. INTWORAND EXTERIORRAWNES BY OTHERS NOT SHOWN FOR CLARITY. 8 PERIMETER ANOJOINT SEALANT BYOTXPRS TO BE OESMVED TWACCOROANCE WITHASTMEV1Y MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/ 440 XIX SGO 143' x 96' REINFORCED FRAME INSTALLATION DETAILS OAS": o ro N0. F.A. 0"0503 Tcql NTS Icm. 02/23109 903 T5 OF 9 J000 FRAMING IOR 2X BUCK BY OTHERS 410 WOOD SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2x BUCK BY OTHERS i/2' MIN. I EDGE DISTANCE 1 3/8• MIN. EMBEDMENT 1/4- MAX. X. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCKINSTALLAT RW NOTES: T. INTSWIORAND SGT7ilOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERMEM AND JOAVrSE1LMITBY OTHERS TO BE DEVGNEO LVACCOROANCE KIMASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 3/8' MIN. EMBEDMENT T— 1/2- MIN. EDGE OISTANCE 10 WOOD SCREW WOOD FRAMING 1 OR 2% BUCK BY OTHERS 1 3/8• MIN. EMBEDMENT 1/4' MAX. SHIM SPACE RIDOW6 REV Io 1e APFR04W A ADDED CHARTS 03/05/12 RL B REVISED PER NEV TEST01c 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/05/13 1 ILL JAMB INSTALLATION DETAIL WOOD AUNING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 7500E SERIES 430/"0 X1X SGD 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS aw+w DIED Na F.A. 08-00503 ras NTS — 02/23/09 —6 OF 9 v •GENSt;9d'^ AE RM401tl r CAW Uwt0k0 A AOOm CKARIS 03/06/12 R.L 6 REAS D PER NEW lE5IY1C 10/15/13 RL METAL STRUCTURE 1/4' MAX. C ADDED FLANGE INSTALLATIONS 1Z/06/73 RL BY OTHERS SHIM SPACE TI 1/4' MAX SHIM SPACErf10SMSOR SELF DRILLING 7/6" MIN SCREW EDGE DISTANCE fN7'ERIOR INTERIOR aEXTERIOR10SUSOR SELF DRILLING SCREWS SILL TO BE SET IN A BED OF NULKEM 116 CONSTRUCTION ADHESIVE 70 SMS OR OR EQUAL METAL SELF DRILLING STRUCTURE SCREW By OTHERS EXTERIOR METAL STRUCTURE SEE SHEET 2 FOR SILL OPTIONS JAMB INSTALLATION DETAIL BY OTHERS g METAL STRUCTUREINSTALEATTON V VERTICAL CROSS SECTION METAL STRUCTURE PISTALLATTON MI WINDOWS ANDcaoSeYORoS LLC CARROLLTON. TX 75006 S,R.ILO SERIES 430/4L0 XIX SGD NOTES 1.INTERLORANDEXTERIORFbVSNES.SYOTHERA 143' x 96' REINFORCED FLANGE INSTAL ATION DETAILS 4.TAT49 W NOT SNOnNFOR CLARlT1: Isv e5!r• 'ORlO;' I/FS'••.•• 2PERIMETERANOJOIMSEALANTSYOTHFF3TOBPF11. 08-00503 C f/ONA}11 DESIONEDINACCORDANCEW"HASTML2112 S"NTS QM 02/23/09 OW7, OF 9 CONCRETE/ 2 1/2' MIN. MASONRY EDGE DISTANCE BY OTHERS e • • 1 '.., . • 1 1/4' MIN. EMBEDMENT 1 1/4•" MIN. EMBEDMENT OPTIONAL 2 1/2' MIN. IX BUCK EDGE DISTANCE TO BE PROPERLY • 1/4' MAX. SECURED E NOTE 3 SHIM SPACE 3/16' TAPCONSHEET1 3/16' TAPCON CONCREE/MASONRY EXTERIOR INTERIOR BY OTHERS 3/16' TAPCON, 1111 1111 1111 MASONRY/ CONCRETE BY OTHERS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 1/4' MIN. j . EMBEDMENT VERTICAL CROSS SECTION 2 1/2' MIN. COWCRETFi 4$0NAYOV5rAU 4TTGW EDGE DISTANCE RMSIOtO REV DCMRP7= om I orptmw A ADDED CIURIS 03/06/12 RA. B REVISED PER NEW TESTING 10/15/13 R.I. C ADDED FLANGE WSTAIUTIONS 12/06/13 R.L. oPnONAL IX BUCK JAMS INSTALLATION DETAIL TO BE PROPERLY O0NCRET0MAS0NRYaY5TAUA77CN' SECURED SEE NOTE 3 SHEET 1 NOTE6: 1. WTEMOR AND EXTERIOR RNf9hE9, SYOTHERS, NOT SHOWN FOR CARRY. A PERWETER AND JOINT SEAUWTHYOTHERSTO BE DESWWEDW ACCORDANCE $WTH ASTTA EPI12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES A30y"O XIX SCD 143" x 96 REINFORCED FLANGE INSTALLATION DETAILS aRAe1: an Na F.A. 1 08-00503 scar NTS I WE 02 23/09 JQWS OF 9 r,•\GEAI@F; ,d 1 5/6- MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE - BY OTHERS HOOK STRIP 1 1/4- MIN. EMBEDMENT ix BUCK BY OTHERS. 1X BUCK TO BE• PROPERLY SECURED VL 3/16' EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION IA4SONRY,V0AAM ETB INTERIOR TRIM 1 3/8- MIN. EMBEDMENT HOOK STRIP 1 i0 W000 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION zxellCIOWOOO FRAAfM6 qrAsom ADDED CKAM 03/06/12 R.L RCV= PER NEW TESRNG 10/13/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 pi- METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STAUCRIRE NOIEM 1. ffaSWOR AND ECIERIOR RMSMESL BYOTNEIIS. NOr6HO%W FOR 01ARITY. Z PEREMErSRANDJOINrSEAIANrBYOTNERSTOBE DEMNED INAODORDANCE WRNASTM E V 12 MI WINDOWS AND -DOORS LLC R!I oI, 1001 W. CROSBY Ro V 41q. CARROLLTON. TX 75006 v,- teNa a Z 1r• 0SERIES430/440 XIX SOD 143' z 96' REINFORCED HOOK INSTALLATION DETAILS E OP ;4 0RF10 GRAMGRAMow xo. aD CS ONALFA08-00503 ilt11111rrca1 e2/23/09 9. OF 9 I=7=16 Florida Buildino Code Online SCiS Home I Log In I User Registration I Hot Topics I Submit surcharge i Stats Il facts I Publications I FBC Staff I SCiS Site Map I Links I Search Florida Q. Product Approval rvyea USER: Public user t°r a Product Aooroval Menu > Product or Aoolicatlon Searth > Anolleation Lhst > Application Detail! FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard DASMA-108 DASMA-115 Year 2002 2005 httpsJ/www.eoridabuildng.orglpr/pr_app dU.aspx?param=wGEVXCmADquliJRfWxt6u7ojnf0heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending F8C Approval Date Approved FL # Model, Number or Name 9174.1 5120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVH2: No Approved for use outside HVHz: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 15120 / 6100 / 9100 #0229 Method 1 Option D 04/06/201S 04/28/2015 05/04/2015 06/23/201S Limits of Use Approved for use in HVHz: No Approved for use outside HVHz: Yes Impact Resistant: No Design Pressure: + I.S. 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 S 120 / 6100 / 9100 # 0230 Limits of Use Approved for use in HVH2: 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 HVH2: No Approved for use outside HVH2: 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 3189SB P7.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0229 318959 P8.odf FL9174 R11 H Track Suoolement Chart P10.odf FL9174 R11 If WD]ambSuoolementPI6 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 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 II 0230 318960 P10.odf FL9174 R11 II Track Suoolement Chart PIO.odf 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 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". Solid only - no glazing available. Installation Instructions FL9174 R11 II 0231 318996 PS.ndf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WD]ambSuoolementPl6 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 FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHz: No Approved for use outside HVHz: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 PS.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 Rll II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 httpsJ/www.floridabuildng.orglprlpr_app dU.aspx?param=wGEVXOwIOqufl1JRNVxf6u7ojnl0heH°62bRKJkizESlNxAzegKuY8GeGO o3d963d 2/6 10/27=16 Florida Bulding Code ONine Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 20145.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 It 319040 P1 Post.Odf Impact Resistant: Yes FL9174 R11 11 Track Suoolement Chart PIO.odf Design Pressure: +39.20/-43.70 FL9174 R11 If WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WDlambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 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 R11 AE ASTM A 6S3.ndf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Suoolement Chart PIO.odf Impact Resistant: No FL9174 R11 It WDlambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- 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 Rent 9100 rl s.odf FL9174 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 FL2174 Ri l II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure- +30.00/-33.50 FL9174 R11 If WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 If 319040 P1 Postodf Impact Resistant: Yes FL9174 R11 If Track Suoolement Chart P10,odf Design Pressure: +39.20/-43.70 FL9174 RI1 lI WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL2174 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 bapsJ www.floridabt iiding.org/pr/pr_app dU.aspx?param=wGEVXOwtDqu llJRfWxf6u7cin10heH%2bRKJkizESWxAzegKuY8GeGQ%3do/*3d 316 10/27/2016 Florida Building Code Online 9174.11 5 120/S 140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 If 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 Rll AE ASTM A 6S3.odf door. FL9174 Ril AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 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 RI I It Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 R11 It WDJambSuonlementP16 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 6S3.adf 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 9174.13 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 FL2174 R11 11 0602 319028 PS.odf Approved for use outside HVHZ: Yes FL2174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 11 WD1ambSuoolementP16 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 6S3.adf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 S120/5140/6100/9100/9400/9600 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 11 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 RI I It Track Supplement Chart PlO.odf Impact Resistant: No FL9174 R11 I1 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 R11 AE ASTM A 653.odf door. FL9174 RII AE Eval Rent 9100 ri s.odf PL9174 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 RI If 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 Rii II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rl1 II Track Suoolement Chart P10.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 Rent 9100 rl s.odf FL9174 Ril 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 R11 II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 11 WDJambSuoolementP16 s.odf https:/hvww.floridabLdlcing.orgtpr/pr app dtl.aspx?Wam=wGEVXOwt0qufllJRfWxf6u7ojni0heH%2bRKJkizESNxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 Florida Building Code Online Design Pressure: +15.301-17.00 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 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 19174.17 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Glazing Jf0606 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL91,74 R11 It 0606 319032 P6.odf FL9174 R11 11 319040 P1 Post.odf FL9174 RI1 11 Track Supplement Chart P10.odf FL9174 R11 1I WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.18 S120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 1f0609 no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0609 31903S P5.odf Approved for use outside HVHZ: Yes FL9174 Rl l U 319040 P1 Post.odf Impact Resistant: Yes FL9174 RI1 It Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 1111 11 WDJambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 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 11 0608 319034 P4.odf Approved for use outside HVHZ: Yes Impact Resistant: No FL9174 R11 11 Track Suoolement Chart P10.odf FL9174 R11 11 WDJambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0607 319033 PS.odf FL9174 RI1 If Track Supplement Chart PIO.odf FL9174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back NesD Contact Us :: 2601 Blair Stone Road. Tallahassee FL 12399 Phone: 850-487.1824 The State of Flonda is an AA/EEO employer. Copyright 2007-2011 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850 487.139S. 'Pursuant to Section 4SS 27S(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. The emanls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. TO determine if you are a licensee under Chapter 45S, F.S , please dock bM Product Approval Accepts: hops://www.Aoridabuilding.arglpr/pr_app ill.aspx?param=wGEVXOwtOquflIJRNVxf6u7ojnl0heH%2bRKJkizESWzAzegKuY8GeGO°3d%3d 5/6 10/27/2016 Florida Building Code Online F---1 NR Credit Card Safe hrttps://www.8oridatwilding.arg/pr/pr_app O.aspx?param=wGEVXQwtDqufNJRANxf6u7ojnl0hel I%2bRKJkizESWxAzegKuY8GeC O%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 "oVE 3 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 1 7 6 800 9 1 7 6 No. 51737 O STATE OF i 0( •ALOit0P • 2 S/ONAL 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 = 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 20 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 I-1/Y, 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. Aooroved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 TX PE S6308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE ] 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a No. 51737 O ; STATE OF FSS,ONA` ? i 11111 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2') WITH A MINIMUM PENETRATION OF 2' INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REOUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 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 "oTE 7 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 1 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 No. 51737 O STAFE OF Z/FSSIONA ?` 1110 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 WAND 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 Or. 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 MOVE ` 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE"orE i 2000 PSI GROUT FILLED CMU"ore 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 1 N/A No. S1737 O % STATE OF .1°rj ; NAL II I 1. BASED ON 318"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4'. 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM ENO DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE 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 = 1611 LOAD PER JAMB - 30psf x 16tV2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >-0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/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 Nore 4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETENOTE 2000 PSI GROUT FILLED CMU"ore 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 No. 51737 p : STATE OF i. t ••.LORMp'• Q Z` i/ Il;, * 10Ni; ? III1. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 3'. 2. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 4'. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fV2 = 2401b/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. S. 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 56308/1`2203 Revision P16 9td I OZ9bZc jN3W3IddnS N01103NN00 ev4v A3M ON 18Vd ONVAV80 oJx JN3 z Jo 1 133E+5 NMVtl SSI OC Z JO ALOVdV3 OVOI NWS wnMxvt9Alrui3I8A r-wm tl3Bw3w LaDddnS Nlvw 314L OLNI ,Z£/6-1 JO N011VUL3N3d wnwWlw V 3AVN IIVNS SM383S OVI Sa3HSVM VO ,/t-1 KLIM SM3N3S OVI VIO ,Q/C () f- r ,Z/1-t I •Z/l-1 tl3BwnI 13H3VUB 3NId Ntl3NLnOS X301 tl30V31-1 1j 1 C/ on wnwlNlw SNOIStA 3a SBI 00 Z JO ALOVdV3 OVOI Not530 InNIYVN'fftM z vr3o JO 33NVLS10 3o03 WnNININ V ONV ,/C-Z JO NLd30 1N3w03Bw3 wnwININ v ONV V3NSYM ,/t-t V RLN1 VON3NV MUM ON NRIL NOSdwIS ,Q/t () LMVtlB ' tl3Bwnl H301 tl30V3N D 3NId Ntl3N1n05 t/ Q•L wnwININ W S909 JO ALOVdV3 OvOI No630 wnwocvw -,MR T'17M C-L JO 33NVLSIO 3003 wnwunN V ONv ,/c-Z JO NLd30 1143w038w3 wnMINlw V ONV tl3NSVM ,/t t V NLwI NOWNv M3WS ON N31tL NOSdwIS ,Q/C (Z) L3x3Vd8 11301 tl30v3N D NLON1 VOOO r xvw ,9 dAl mg 0311U 1nOtlo ONV 313tl3NO3 01 1N3w3N3V11V VOJ 9'Z WnWINIw tl0 ONOYA31vaisensOOOMwnwlxvW 01 LN37vN3VLLV LN0131 NOOO VOJ tl3ewm 30vtlo wsn13nms Z wnwININ ntlNL t S31n03N3S Wd Stl3N3LSVJ r'xvW .910 Sw31SAS 9NUtlOJN13tl LSOd lv3litl3A SOJ 03HA03tl - C ONV 'Z 't S11VL30 33S S1w130 wOOIYNSN00 Ov010NM JO w0v3U013A VoJ Jlw 030NOUd W35 SA33NQUI WNDtSS1JDdd COZZJ/90C9S 3d 11 IMS 3d IJ COOSC x1 'w1110MV3 wo 3LvoNNJ lztc 3d 's31vx 7 Nwr 00,90- ES:SS:60 OZ70'S t0Z :a3e0 I'd 'saivS •3 uyot Aq pau61s J(pe)j6ia tl3Bwnl 3NId NU3N1n05 t/ 9 L wnNlNlw w. V- dam 9 } L.ON j d z all813\ ' 0 N 11111 0696-1,C (099) OtSZC VOISOIJ 'VIO:)VSN3d W80 NOW& 66CC mu 8i figm 9ldl OZ9bZ£ n38 oN IaVd .ONIMV80 SNOISIA3a IN3W3lddnS NOU33NNOO BWdf Zl0Z I nN X3H OZ-1/t XJVM1 9t/6 OZ-1/9 13)OVU)OvaB BNvr MOLLV301 1 VMB BNVI' HDV3 VOJ (.1 I i) OfUS 0 VR1 M NI a38n13 .ZC/6-t H1IN M3MJS OVI .91/9 ONIHIv3HS 110R131NI XIVB a1pH 3W tIJMLLS 3H1 N0! MWAI !O 1VNOIs53lDNd 3HI !D A1nssNo 3IOs 3MI 39 TIVHS WILOn LLS 9MLLlpddnS !O N0530 38rdDnWS 3H1 !o OVOI MM 31AI 033OX3 AVN OVOI 83MMSVJ 3IBVMOTIV XVM MR onis T)vM VUL38 UD (Z•0-0) .44 Z NIM nvkLL inN X3H OZ-1/t aNV 110E XOvaL 9t/6 OZ-1/t 13)OVSB BMW NOLLV301 1310VHB BMVC N33M139 .9 NM '038 O MIN ./C-Z aH N311L HOURS A/C IVNOISS3 3HI WJ3)UOi1M)3t1 !0 1vN01553lOtld 3N1 T! O A.LMGNOd53U 310S 311 39 I 3 C NIN ryHS 31MloMLLS omtLaoddns !O NJ630 '3UrLL*nlLLS 3H1 !O OVOI NOIS30 3H1 033DX3 AVM OVOI N3N31SV! 31BVMO'nv XVM IM 313WNO3 ISd 000Z NIM SIn130 N0113msNO3 OVOIONM JO NOLLv3uro3A tl01 AW 03014Md WX S.V33NOM3 WN06S2AW cOZZd/90c99 3d Yl MM; 3d 1J LOOct 11 'N011lO19/1'3 NO uv31Pv! lZtc 3d •SRV3s 7 WW 00,90.9Z:6S:60 OZ•ZO•S lOZ :area 3•d 'sale3S •3 uyo f Aq pau61s Alleu.6ia V4NO/sb;// O d 40 was O. 1 • 9 i t• t£1 9 'ON. 0696-1L1 (099) ISU VOIaOI! 'VIOOVSN3d 3AINO NOSIOOV SM u011 Adfie/N The Genuine. The Original. 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Ovarhaad Door Corporation 2S01 S. State Hwy 121, Suite 200 lowisville. TX 7S067 Phone 469 549 7100 fax 4695491281 mvw.overheaddooccom 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 K%'''% No. 77W STATE OF ' • :/: towo y1:5110 S Overhead Door Cor .Oration'ASubsidiaryofSanwaHold ngsCaporatbn 1 I .. Norton Tancli 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 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. 2 f0/lO/tt Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev PS 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev PS 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev PS 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 iEA-Gouo toN FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev PS 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev 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 PS 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 W deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. 5 D(ko f q FL 09174-117 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. 1 Florida PE # 51737 John E. Scates, Professional Engineer February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 3121 Fairgate Dr. Carrollton TX 75007 fax (972) 492-0077 1 office (972) 492-9500 Re: Statement of Affirmation to FBC S`h Edition (2014) FL 09174-119 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the S"' Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 o0lI I II///// E- 3CAr11 No. 51737 O : STATE OF ' !ti 4 i;,/// I I11111 D1C3EL 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINGNUM SSG GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /8.1' SCREWS INSTALLED IN IJ CA HOPoZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING GLAZING SMALL HAVE A MAXIMUM HUGHT 13 GA MG ANQE' OF 13.73' AND A MAXIMUM LENGTH OF 16.75'. GLAZING 6 NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE OEBRIS REGIONS 16 GA MIN MO IZ. TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/16.1-5/8" OW MINIMUM SSG GLAZING IN MOLDED FRAMES CLUED WITH LAC SCREWS A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUYIER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) J6.1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON US ORAWINQ TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES W07 MEET THE REOUIRQMrtNTS FOR WIND-BORNE 5/160-5/6' LAO• DEBRIS REGIONS GLAZED SECTION REQUIRES 16 GA ,-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SMALL FIELD INSTALL Q 1/N-1a.7/B' SELF DRILLING CRIMPTITE SCREW TO 1/4-20.9/16' TRACK - ATTACH J-STRUT TO THE INTEGRAL RIG AND OPERATORE BOLT AND 1/+-20 NEX 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 INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE IMSERTS} GLAZING SHALL BE 1/4' MAKROLON-AR POLYCAR90NATE 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 WINO-GORNE OEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G IS CA STIFFENED' SHEET 2). 16 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB BRASCJAMBBRASEEBRACKETS EE SCH E FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. LOCATION. INSTALLERSMALLFIELDINSTALL (1) 1/+-1N.7/6' SELF AND TYPE DRILLINGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLIDE LOCK VAM OR WOW DOOR STOP NAILED A MAXIMUM OF 6' D.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/ 16' TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR S. KEY LOCK, SLOE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PUCE t&M, (4) SECTION SOLO POLYURETHANE FOAM INSULATION CHEMICALLY SONOED TO 30 DOOR SHOWN. SEE SWEET 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 RESPONSIBILITY OF THE PROFESSIONAL OF ON INS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOAD$ LISTED ON THIS DRAWING. DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /6.1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MEET THE REQUIREMENTS FOR WINO-GORME DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUDNE OF THE DOOR. JiHN E. SCATES PE 3121 FAIApATE OR CARK UTpy TY 73007 FL PC 31737 T. PE 36306/F2Z03 PROTESSIONAL ENOIWEER'S SEAL PROVIDED ONLY FOR VERFICATION OF YANDLOAO CONSTRUCTION DETAILS KLYUSKLU UA VVUK MLPIn3 LL33 In N ML EQUAL TO 12'-0'. JAMB BRACKET SNEDULE DOOR HEIGHT EC OF SECTIONS NO. OF JAMB BRACKETS BRACKETS JAMB) LOCATION of CtNTMNE OF 44AM13 BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2') 7'- 0• A 6 JB . 13 (01). 23-1 JB . 34JB . 45-1 . (01), 53 JB 7'-0' 6 JB , 10 JB , 21-3 • JB . 29-3 A JB , +2 JB . 63-t + JBW-0' AESBJB . 13' 0I . 23 JB . 3s JB , 47-t sd ,36JB . 67' q 5' JB'-0 5 B JB , 10 JB , 21-3 JB , 29-3 JB , N8 JB 57-1 JB ,66 JB , 15-1 JB IGI UFT OOF PITCH NOTE BELOW dalL CJB) FOLLOWM DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20.9/16' TRACK BOLT AND NUT. a) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK. ALL DOORS WITH NIGH LIFT, ROOF PITCH. AND/OR GREATER THAN B' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HEIGHT UNIFORM LOAD EACH JA I9 (PLF) WIOTN 16'-0' ALL 207.2 -230.4 14'-0' ALL Ie1.3 -201.e 12'-0' ALL 133.+ -172.5 LO'-0' ALL 129.5 -14+.0 wade® omton JIM ADDISON DRIVE iSAOOLA, FLORIDA 32514 REVISIONS A CHANGES TO GENERAL XRNAT AND CHANGED BAR FASTENER TYPE T ENO CAPS AND OTTOM RETAINER. HANGED CENTER HINGE AUGE AND ADDED x1VER OPTION HANGED STRUT iENTIFICATION METHOD IOU COLORED PAINT TO TAMPED NUMBER. RT 3/6/ 06 5 ADDED SUPERIMPOSED ESIGN PRESSURE LOADS N SUPPORRNG FRUCTURE AND LARIFIED NUMBER OF ASTENERS AND CENTER NGES REOUIREO FOR ARROWER DOOR WIOTHS, RB 5/10/ 06 5 ADDED IMPACT ESISTANCE TO DOOR. DDEO MODEL 6100. ODITTEO NOTE B TO FATE THAT LOUVERS RE NOT IMPACT ESISTANT. RT 6/ 6/ 07 BRACKET SCHEDULE FOR FAT OPTION, ADDED LMR TRACK DETAIL SWEET 2 CRT 4/17/ 06 P6 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE INCREASED MAX HEIGHT TO 6'-9' ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRI 7/22/ 08 P9 VPOATEO TITLE BLOCK CRT 8/26/ 10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/ 11 STATIC PRESSURE RATINGS I APPROVED SIZES SCALE: N.T.S. SIZE' A DESIGN (PSF): +25. 90/-28.80 MAX WIDTH: 16'-0' GATE I NAME TEST (PSF): +3& 85/-43.20 IMAX HEIGHT: 8'-9- JORAWN 3/8/06 1 GRT IMPACT/CYCLIC RATED ( YES/NO): YES IMAX SECTION HEIGHT: 21' CHECKED 4/6/06 MRS MODELS 5120/6100/ 9100 SHEET 1 OF 2 DRAWING PART NO. REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 1 Plo 13 GA ADJUSTABLE TOP FIXTURE ATTACHED TO PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE WITH THE (8) PRE-PUNCIEO TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH ENO FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THR((U END CAP A/TTWITH8CRIMPh2TE1/SCREWS /8• 410EliDRILLINGACHENDTCfOIM)P71TE 15CREW5 FOR STANDARD TRACK AND (3) 1/6-16.7/B' SELF DRILLINGR CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACKED THE TGP 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) 1/4-103/8' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE MEWING NOTE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROVERS CAP AT EACH ENO WITH (2) 1/4-107/8' SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14.5/8' RIB ON THE BOTTOM SECTION SMALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU 040 CAP AT EACH WHICH ARE FACTORY ENO WITH (1) 1/4-107/6' SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FIANCE OF THE U-6A1 H93FE CLEARANCES REDUETOEARAW6tED TO 2' NYLON STORMGARO INSTALL SCREWS TTHE S OF THE ROLLER WITH AT 4-1/2' STEM INSTALLEDON TIONS PRIOR TO DETAIL B INSTALLING ROLLER SUDESS AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 16 GA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/s-20.5/8' TEG(RA))L RIB ATTACH CRIMPTITE SCREWS (2 OF WITH 20 CRIMPSCREWSSSCREWS T10LU WHICH ARE FACTORY PRE -PUNCHED MOLES AT ATTACHED. HICM EACH INTERMEDIATE MINCE ARE FIELD ID INTO LOCATION (I THRU FLANGE 7QPLEAF, F WHICH IS FITALLED LOi U-BAR ANO 60TTOY THRU PRE-D NOTE HINGE LEAF AND I THRU WEB OF U-BAR AND INU-BAR DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1/4-16.5 8• CE U-BAR OVER INTEGRAL fie WITH NOTCH TOWN TO CLEAR BOTTOM CRIMPTITEBRACKET AND ATTACH THRU ENO CAP AT EACH ENO WITH (1) 1/4-140/6• SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/4-1+.7/6• SELL' BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM •• BOTTOM OF THE BOTTOM U-BAR AT U- BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-14.7/6' SELF DETAIL HINGE LOCATION. USE (1) 1/+-204/8' RILUNG CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SWEET. 8. 3/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3- 1/2' O.C. MAX 1/ 8' BEAD GEULTRACI ACSSG4000IJ 1 SGt•000AC STRUCTURAL SEALANT OR t USED ONLY ON IMPACT GLAZED SECTION - 11 CA REINFORCEMENT , BRACKET) ATTACHED WITH O1/+- 1Ay7/ 8' SSELFPo DRILLING R CRIMPTITESCREWS (2OTHROUGHBOTH13RACKET AND U- BAR) • DETAIL G 1) 1/4- 1410/B' SELF DRILLING CRIMPTITE CREW AT CENTER LINE OF DOOR THRU J-STRUT it OPERATOR BRACKET. tlO.tE: J- STRUTi SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED ATTACH BOTTOM BRACKET TO BOTTOM U- BAR MTH (2) 1/t-14. 7/8' SELF TRRLINC CRWPTITE SCREWS IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3'. 15 GA. 80 KSI U- BARS LOCATED OVER INTEGRAL RIDS AS 4) SECTION DOORS WITH (5) 3'. 18 CA. 60 KSI U- BARS LOCATED OVER INTEGRAL RODS AS SHOWN ____ DETAIL F U- BAR-BAR ATTA ENTN0 N0 1. ALLU- BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE - PUNCHED HOLES WITH (2) 1/4-14.5/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14. 7/8' SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET), (2) 1 s-1414/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14.5/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH ENO. FOR DOOR WIDTHS GREATER THAN 12'-0'. THERE SMALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACIL FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0-. THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION NON-STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1/a' POLVCANWONATE THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER 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 ORAWMG. ALL PRE - PUNCHED MOSS 6N ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-144/8' CRIMPTITE SCREWS. A CHANGES TO GENERAL DRMAT AND CHANGED BAR FASTENER TYPE T ENO CAPS AND OTTOM RETAINER HANGED CENTER HINGE ALICE AND ADDEO DUVER OPTION HANGED STRUT IENTIFICATION METHOD ROW COLORED PAINT TO TAMPED NUMBER. PIT 3/8/ 06 5 ADDED SUPERIMPOSED ESIGN PRESSURE LOADS CES REOUIRED FOR ROWER DOOR WIDTHS. 1 5/10/ 06 ADDED IMPACT ISTANCE TO DOOR. ED MODEL 6t00. NFIEO NOTE 8 TO TE THAT LOUVERS NOTIMPACT ISTANT. 6/ 6/ 07 BRACKET SCHEDULE FOR FAT OPTION. ADDEO LHR TRACK DETAIL SHEET 2. CRT 4/17/ 08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK C14ANGEO LOUVER NOTE. NCREASED MAX HEIGHT TO 6'-0' ADDEO MICH T 7/22/ 08 UPDATED TITLE BLOCK i 8/26/ 10 ADDEO LONG PANEL ZING OPTION T 3/15/ 11 3. 18 CA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' t r 1 FROM EACH ENO. FACER STEEL \ II / I STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE- A Wayne® DESIGN (PSF). + 25.90/-28.80 MAX WIDTH: t6'-0• GATE NAME TEST (PSF): +38. 85/-43.20 MAX HEIGHT: 8'-9' DRAWN 3/8/06 CRT IMPACT/CYCLIC RATED ( YES/NO)- YES MAX SECTION HEIGHT: 21' CHECKED +/6/06 MRB JOHN E. SCATES PE NON-STRUCTURAL oMon 3121 FNROATE OR. DECORATIVE INNER SHEET 2 OF 2 CARROLLTON. TX 7S007 WINDOW TRIM MODELS 5120/6100/9100 FL PE 31737 M PC 36.w6/F2T°3 Eta— DIVISION OF OVERHEAD DOOR CORPDRAWING PART NO. REV DETAIL E PENS COLA, FADDILORIDA 3325T. WINOLOAD SPECIFICATION OPTION CODE 0230 YRE°FERrICA ONit1MN°ILOAD CONS°TTRUUCTIO°NONLY TAILS 3t 8960Pt 0 rlisot s7A_9I9° 0 O PLICE PLATE LOCATION SEE SCHEDULE M 14" MAX 1 12" MAX 12.1 MAX I I 12" MAX 12" MAX 12" MAX T CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOIN E SCATES. PC 3121 FNRGATE OR CARROLLTON. TA 75007 FL PE 51737 TX PC 50.106/F2203 PROFESSIONAL ENCIEEAS SEAL PROMDED ONLY FOR VERIFICATION Or WNOLOAD CONSTRUCTION DETAILS CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA Mll' 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- RSW 0.28" 2 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 MA DOOR WIDTH MAX PSF 9'-0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF -52.0 PSF wart® ninon 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ACO)A. 74 RIDA89032514 REVISIONS 12 2 INCH RACK -CUPS -TEXAS TALL ANGLE 12 FOOT IPDATED 1pJ 6/11/03 13 UPDATED FORMAT. WCREASED ALLOWABLE RESSURES TO 46.DO/-52.00 PSF FOR ILL DOOR WIDTHS. NANCED 'TEXAS WALL NGLE' TO 'CONTINUOUS TALL ANGLE'. ADDED N8S7RATE MOUNTING RETAIL. CHANGED TO TEN HD ANCHORS AT I/2/07 4 CHANGED FORMAT JDDED MODELS 9800 ND 8024 WITH OVERLAY 0 TRACK CUP SCHEDULE. RT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS IPDATED SPLICE IT CUP DIEOULFS. LP 9/05/07 6 UPDATE MOUNTINGWI E TAIL DRANGS. RT 10/05/07 7 UPDATED CHARTS TO LIMINAIE THE USE OF HE 08 CUP (REPLACED ITH 09 ACROSS THE OARD} LP 10/24/07 8 UPDATED STEEL IOUNTNG DETAIL IRS 04/11/08 9 EXPANDED 1-1/2' TO 3/8' DOOR THICKNESS HART UP TO 14' MICH. AT 12/11/08 10 UPDATED TITLE LOCK R7 6/2/f0 DRAWN SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" ±1" EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO 2 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 ANDHOLELOCATIONS 1/4-20 HEX NUT f",./ MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTIN T 4. CONCRETE MOUNTING DETAIL JOHN E. SCATE% PC 3121 FMRCATE 00 CARMLTON. IA »007 rL PE 51737 TX PE 54308/r2203REPROrESSNALENCER'4 SEAL PROMOCO ONLY FOR VERMATION Or VANDLOAD CONSTRUCTION DETAILS G S EEL WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4- 20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP nVAND SPUCE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICEPLATE # 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0' 7, 9, 9, 9, 9, 11. 11 16 9'-0' 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9, 11. 11, 11, 13 18 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, 1 22 14' - 0" 7, 9, 9. 9, 9. 11, 11, 11, 13, 13. 13, 13 1 22 MODELS 5200)8000 8024 8100 8124 8500 2 THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SPLICEPLATE # 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 18 MODELS 6100 8300 8700 1-3/8" TO 1-5/8" THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SLATE 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4. 4. 4, 4, 5, 6, 6, 7, 7. 9 10 12'-0" 4, 4. 4, 4, 5, 6, 6. 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7. 7, 9, 9, 9 12 14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 1 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SPLICE # PLATE 7'-0* 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-O' 4, 4, 4, 4, 4, 4, 4. 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 v=! J Balton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ( 50) A47FLRIDA 4 -9890 32514 DRAWN LACK -CUPS -TEXAS ALL ANGLE 12 FOOT DATED 6/11/03 S UPDATED FORMAT. CREASED ALLOWABLE IESSURES TO 46.00/-52.00 PSF FOR A DOOR WIDTHS. HANCED 'TEXAS WALL 4CLE' TO 'CONTINUOUS ALL ANGLE' ADDED 18STRATE MOUNTING TAIL. CHANCED TO TEN ND ANCHORS IT 4/2/07 1 CHANCED FORMAT. x1ED MODELS 9800 HD 8024 WITH OVERLAY TRACK CUP REDUCE. IT 8/21/07 k CUP 9/05/07 UPDATE TAIL ORAVRNcs MOONfINC T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF i §8 CUP (REPLACED H /9 ACROSS THE LP 10/24/07 8 UPDATED STEEL IOUNTING DETAIL IRB 04/11/08 9 EXPANDED 1-1/2- TO 3/8- DOOR THICKNESS HART UP TO 14' RICH. RT 12/11/08 10 ADDED MODEL 8700 UPDATED TITLE BLOCK FIT 6/2/10 DATE SHEET 2 OF 2 DRAWING PART NO. REV. 307494 1piol Florida Building Code Online Page 1 of 2 Business & Professional Regulation_. li r JOrida Depart eni;d SCIS Moore ' Lop In i user Reolstratlon i Mot Topics Submit Surcharge slats 0 Pacts S Publications faC staff SCIS Site Map i Links watch Busines a ProductU AuurovalProfeS Regulation Proauet Aneroval Menu > Preouet of Aoolkatbn search > Aoolkauon List > Application Oetall 1% MINOR- FL a FL1971S Application Type New t 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 Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated A Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 Jonberrlan@slbp.com Jon Berrlan Jonberrlanoslbp.com Windows Single Hung Certification Mark or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/WDMA/CSA LO1/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 02/16/2016 FL 1f I Model, Number or Name I Description year 2011 2008 http://wvvw.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzk l ... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVHI: No EL19715 RO C CAC 2-4-16 CCL-ilst.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL1971S RO If SWD002 SS 2016.02-03.Ddf Evaluation Report, PER3947, for design pressures and VeNAed By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.odf Created by Independent Third Party: Yes Back Neat Contact us :: 1 0 North Monroe StreeL Tallahassee FL 32399 Phone, A 0-487-1 24 The State of Florida IS an AA/EEO employer. Co2vricht 2007-2013 State or find & :: P lvad Statement :: Accessibility Satwmrnt :: ReniM Statement Under Florida law, ema0 addresses are publk records. If you do not want your e-mall address released In response to a pub0crecords request, do not Send electronic mail to this entity. Instead, contact the office by phone or by traditional ma0. Ir you have any questions, please contact $50.487.1395. `Pursuant to Section 4SS.27S(1), Fiords Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the ()apartment with an eman address if they have one. The emads provided may be used for otltdal communlca len with the i1censee. However emall addresses are pubik record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: M ® ® M_ IVE,I http://www.floridabuilding.org/pr/pr app_dtl.aspx?parani=wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 INSTALLATION NOTES: 1. ONE 11) INSTALLATION ANCHOR 15 REQUIRED AT EACH ANCHOR LOCATION SHOWN. L THE NUMBER OF INSTALLATION ANCHORS DEPICTED 45 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF SI/2 INCH THE DEPICTED LOCATION 6 SPACING IN THE ANCHOR LAYOUT DETAILS I-. WITHOUT CONSIOCRAFION OF TOLERANCES). TOLCRANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQI11RFO AT EACH INSTALI AnON ANCHOR VAIN LOAD BEARING SHIMM. MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH. SHIM WHERE SPACE OF I/16 INCH OR GREATER OCCURS. SHIM(S) SMALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOO FRAMING USE 10 WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR 10d COMMON NAILS Of SUFFICIENT LENGTH TO ACHIEVE 1-1/3 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SMALL MAINTAIN MIN. 3/B' EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 14 SEIf•7APPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A WIINIMUM OF 3 THRLAOS PEN 'T TION BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/8' EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 910 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2INCH MINIMUM EM EOMENT INTO WOOD SUBSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/ MASONRY. OR DIRECTLY INTO CONCRETE/MASONRY, USES 161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.2/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN.13/4- EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 110 SELF -TAPPING SCREWS Of SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 1HREADS PENETRA [ION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES. INCLUCING MIT NOT LIMBED 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) GWERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EOITION 2014) FLORIDA BUILDING CODE (FOCI. EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/ VYDMA/CSA 101A.S.2/A440.O&M 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY, ZX FRAMING, AND, METAL FRAMING AS A MAIN WINO FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. IX AND ZX BUCKS (WHEN 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 CONOITIONS 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 MVHZ AREAS, ONE TIME PRODUCT APPR[ IVAL TO HE ORTAINEO FROM MIAMMADE RER OR ANT. S. AP PROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON TMIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL -PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOM 00 NOT INSTALL 7. IN ACCORDANCE WITH THE STH EDITION FBC. WOOD INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROM FREE EDGE OF CLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN BLOCK. CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR B, GLASS MEETS THE REQUIREMENTS OF ASTM E 13W 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 ANCIIOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCES HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWINS PROPERTIES: A. WOOD- MINIMUM SPECHCGRAVITYQF O.S5, B CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI C. GRnIJT-EIII TO CMU• UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM ( XIMPRFS.SIVE STRENGTH of 1000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2D00 PSI. 0. HOLLOW CLOCK CMU - UNIT STRENGT4 CONFORMS TO ASTM C-110 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL - MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALL THICKNESS OF 47.6 MIL (0.0470' Q.13 GAUGE). MIN. L/Z' EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/ 16'. MIN.1/Z' EDGE DISTANCE TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 TNSTALLATTON 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VEQTICAL A HORIZONTAL SECTIONS MALL FIN) 5 VRTICAL6 HORMONTAL SECTIONS C"4WU6H FRAME) 6 HORIZONTAL SECTIONS. BUCK INSTALLATION, 6 GLAZING DETAIL MAX OVERALL S IV CONFI6. DESIGN PRESSURE MISSILE IMPACTRATrNG WIDTH HEIGMT36' 64' O/X 35 / -35 PSF NON IMPACT 36' 66' O/X 50 / -50 PSF NON IMPACT 35' 74' O/SI 50 / -50 PSF NON IMPACT 30' 77- O/X 35 / •35 PSF NON IMPACT 44' 62' OAT 50 / -50 PSF NON IMPACT 4B' 72. OAT 35 / -35 PSF NON IMPACT 40' 64' OM 20 / .20 PSF NON IMPACT 52' 72. O/X 25 / -25 PSP NON IMPACT 36' 03. 75, OAC (ORIEL) 35 / -35 PSF NON IMPACT 4W w O/X (CUM) 20 / •ZO PSF NON IMPACT 72' 6T OACOA( 35 / -35 PSF NON IMPACT TT 04' 1 O/XO/X 35 / -35 PSF NON XWACT 76' 62' O/X-O/X 50 / -50 P5F NON IMPACT TV 72' O/XO/X 50 / -50 PSF NON LAPACT 76' 77' 0/XOAL 25 / •Z5 PSF NON rMPACT BO' 74. O/X-O/X J5 / •35 PSF I. NONIMPACT 96' 74• 01.0,X 10 / PSF NON IMPACT JOB• 62' OAK-O/X•OA( 50 / -50 PSF NON IMPACT IOB' 72' O/X-O/X-O/X 50 / -50 PSF NON IMPACT TDB- 04' O/X-O/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 biMdersen rrIYOOV7. 00017 ONE smwa 4i AA'vE Hurl7PW171YIRwa47P1 IIA( T67) V3d000 QO 1* R'' i Pad.%% u " " I"' kz O DWGM. SWD002 SHEET: 1 OF 6 MAX. FRAME Silver Lineef1WIDTH48• MAX. FRAME byAMeF5 R E WIDTH 4B• — 4 s E 4 4 s ONE 1gVLKDF DRIVE W.n1 pOWVRL...i' OpOi om a)slaa f R s s s s c 'o" c •o• 8o M "^ 4 4 rb VI OSM MAX. FRAME MAX FRAME w Z ° HEIGHT 96' HEIGHT 96• w w ui m s QUALIFIED CONFIGURATIONS W o & AR04 TOR CONFIGURATIONS FOR ALL 2l01-4901 m W RATINGS, SINGLE UNIT CONFIGURATIONS . X. " W a d w A O 4 S 4 5 m ELEVATION ELEVATION ZSINGLEHUNGWINDOW SINGLE HUNG ORIEL WINDOW O H Z V) plcMAX, FRAME MAX. FRAME PiWIDTH96' WIDTH loe• W w 5 QUALIFIED CONFIGURATIONS s E 5 ARCH TOR CONFIGURATIONS FOR ALL ZM-49M RATINGS, TWIN UNIT CONFIGURATIONS F F zy5F • • O. f Z MAX FRAME 4 ' 7 7 4 _ OA . HEIGHT 74• MAX FRAME •x• •X. 'X. ' • • HEIGHT84• ,eiH •* y1 In > N Z - v Z5 ELEVATION s ELEVATION DW # v " v1 TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW C D00 2 SHEET: 2 of 6 II MAX. J ll' MAX. FROM I O.C. COO RNERS 11' MAX. O.0 2' MAX. FROM CORNERS Sr.{y eE .NC tl EJ r.x e' O G A M(Ae, J.W,.Wp SZLL ANCHOR LAYOUT NAR FIN - SINGLE HUNG WINDOW MAX, FROM 4 1/2' MAX, CORNERS I O.C. 4 1/2' OA L 2' MAX. I 4 1/2' MAX. FROM F •— O.C. CORNERS ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW 6' MAX. 20' MAX. FROM -i r- r--- CORNERS I O.C. W MAX. FROM I -- CORNERS 20' O.C. L 6' MAX. FROM COMERSLL T_ jj ANCHOR LAYOUT THROUGH FlUME - SINGLE NUNG WINDOW 161) 1. MAX. FROM { _ 6' MAX CORNERS IIF I O.L. 6' M. 0.4 I ONE I'MAX 1 I 1 6' MAX FROM J 1 Fes— O.C. CORNERS ANCHOR LAYOUT NAIL FIN - TRIPLE SINGLE HUNG WINDOW 6' MAX. 12' MAX. 12 3/4' MAX. CORNERS O.C. O.L. 6' MA . FROM CORNERS 161/2' MAX. O C. L. ANCHOR STRAP 6' MA JT 5HEE 5 P/N CORNERSSEESHEETFORDETAILS ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW SiIbyAnE ne g erueev. e000s O?E 36VELLDf Dom raiH TeV6A'[Q watot N.aso.Jslaoo Z M 1l J Zz W vo< ZI W Z 5: o ym N JN W m D Z uj ` We uj gF6 r CONCRETE/ MASONRY BY OTHERS CAVLK BETWEEN CONCRETE/ MASONRY 6 ZX WOOD BUCK BY OTHERS ZX WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 8 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O.A. BY OTHERS UNIT MEI6HT EXTERIOR SEE GLAZING DETAIL, SHEET 6 1 1/2' MIN. EMBEDMENT r 3/8' MIN. 1 EDGE DIST. L 1/4• MAX. SHIM SPACE SASH REINFORCI INTERIOR SEE SHEET 6 FOR REQU' EMEN SEE 6L OE TAIL SHEET INTERIOR gZ VERTICAL SECTION 4 HEAD -:X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEI6HT / \ PERIMETER SEALANT BY OTHERS 1/4• MAX EXTERIOR FINISH SHUM SPACE BY OTHERS 48 WOOD SCREW INSTALLATION ANCHOR EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS CAULK BETWEEN p! •. a• CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X 1 1/2'MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION q SILL- 2X WOOD BUCK NAIL FIN 1/4' MAX N6 TS AZTN6 MIN. 3/8' EDGE DISTANCE SHIM SPACE MIN. 3 THREADS PENETRATION BEYOND 6 METAL STRUCTURE 8 GR. 5 SELF-TAPPaZNG SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET 1 INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS EXTERIOR PERIMETER SEALANT BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 4 JAMB - METAL STUD NAIL FIN SilverUne t Andersen eeera•eeees oaSUVOL NTo wam$ m.=,wwe1 W D771 ISOOD 9 Z n n 1 5 e[ C O iLL W z a G h Z m WyOL4W5: 0 < 1.1 m 5cz tuc.,P M Iwo Z O Z H $ ifj w w o y T ... In VS) co J Vl pN Z Y vZ a VG 1% SW0002 IEEr.. 4 OF 6 410 WOOD SCREW INSTALLATION ANCHOR CONCRETE/MASONRY BY OTHERS CAULK BETWEEN CONCRETE/MASONRY BY OTHERS PERIMETER SEALANT J 8Y OTHERS O.A. EXTERIOR UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 3/4' MM EDGE DISTANCE ZX WOOD BUCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4' MAX CONNECTION DETAILS SHIM SPACE SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING 11/2• MIN. DETAIL SHEET 6 EMBEDMENT INTERIOR I/4" MAX. SHIM SPACE INTERIOR X) VERTICAL SECTION 5 IIEAD - 2X WO00 BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN 8 TRIPLE. CONFIG. ONLY. SEE O A / 'PLAN VIEW -ANCHOR STRAP UNITSIGHT / \) RIGT HEIGHT FOR INSTALL. REQ. IN' MAX PERIMETER SEALANT r SHIM SPA BY OTHERS ` 1 EXTERIOR FINISH • 11/4' MIN• BY OTHERS . e , • ; EMBEDMENT PRECAST SILL 4. •_9 „ • e BY OTHERS , 3/ 1V ITW TAPCON ° e •• :' INSTALLATION ANCHOR e t 3/4" EDGE DISTANCE p VERTICAL SECTION 5 SILL- CONCRETEIMASONRY THROUGH FRAME EXTERIOR O. A. UNIT WIDTH MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MTN. 1/Z" EDGE DISTANCE 10 GIL D SELt-TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS. SEE SHEET 1 INSTALLATION NOTE14 PERIMETER SEALANT BY OTHERS F CC HORIZONTAL SECTION S JAMS - METAL TUBE/STUD ORAPPROVED MUWON THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED 4.0000I- 4.0000 TO ACCOMODATE #14 OIA. 2.0000- I•-2.0000 0.0620 - 4.0020 0.5000 2.3750 r Z 0. 7500( 2) 3.0000(2) 6.0.000 INSTALLATIONANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (PM 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) 1$10 WOOD SCREWS PER STRAP. MIN. 1-1/ 2' EMBEDMENT, MIN. I' EDGE DISTANCE. SilverLine kvAndersen wr. ra. a•ra...s arm sllt8+ tnm oanE mmauWWIRW WWi rw pstl us>000 n '.1 80o Y u ^ 2 aL tq 1 j a Z m CyI iJ( v any kispcm • as ogv` p_ Z 9S S WW G o g a n a V) Z ZO H w w 1 G 5 of 6 SilverLine NOTE: hMdersen ALLGLAZING CONFIGURATIONS SHALL COMPLY Wirth SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND A5TN• E 1300 GLASS LOAD RESISTANCE, r• e a w o• o s o e e INTERIOR ONE m`tac+F oaw wens uwsw m w aoa I 5/8' O.A. I6.6LA55 Al y N f Z a8? EXTERIOR i O arINTERIORc i rC EXTERIOR INTERIOR N G O v " NZVWi< W• 7 m SMALL' FRAME 'LARGE' FRAME I \ MIN. GLASS REINFORCING EXTERIOR REINFORCING BITE1/2' S y co a S GGgF a0,< SEE BELOW FOR REINF. SEE BELOW FOR REINF. )/e• SETRN6 BLOCK QREQUIREMENTSREQUIREMENTS. oc VERTICAL SECTION HORIZONTAL SECTION 6 MEETING STILE 6 INTERMEDIATE FRAME MULLION GLAZING DETAIL I m I-ALUMINUM SASH REINFORCING NOTE: 1-40 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE la IS REQUIRED FOR THE FOLLOWING SIZE/RATIN65: --1 36 X 84, ( O/X), DESIGN PRESSURE •/- 35 PSF ADJUSTED TO MAINTAIN r' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. x ea, (O/x), DESIGN PRESSURE •/- 35 PSF SPACIId6 SPECIFIED IS NOT EXCEEDED. L J38X74. (O/X), DESIGN PRESSURE •/- 50 P5F 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK o38X77. (O/X), DE5I6N PRESSURE •/- 35 PSF 72 X 84, (O/X-O/X), DE5I6M PRESSURE •/• 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE •/- 50 PSF I/q^ ITW TAPCON ANCHOR108X62, (O/X•O/X-O/X), DESIGN PRESSURE 4-50 PSF 4• FROM CORNERS108X72. (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 16' MAX O C. THEREAFTER O 2X WOOD BUCK OF SUFFICIENT Z DEPTH TO FULLY SUPPORT 0-- WINDOW STEEL INTERMEDIATE FRAME'LARGE' REINFORCING FRAME. OCBYOTHERSt,e Yi IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 1 I/4• MM _ EMBEDMENT .t.•; O 6s 11/2• MIN. EDGE76X62, (O/X O/X), DESIGN PRESSURE •/- 35 PSF DISTANCE ; 2• MIN. EDGE L •., 0 • STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING DISTANCE B OTHER /MASONRY S NOT 76 X 62.((O/X-O/X), E5I6N PRESSURE 35 PSIREDFORTHEFOLLOWINGFGS O $ T $ 3BUCKINSTALLATIONDETAIL < ^' '° f <v z c DWG #: SW0002 SHEET 6 of 6 WINDOW & DOORMMANUFACTURERS ASSOCIATION Hallmark® Certificate of AMs> INC. NOWDMA Conformance and License CCL AaminuttsueA,aungement 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-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.21A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-10947 5/21/2015 5 26/2025 2286mm x 1219mm (90 x 48) ' Type-HS; DP +30/-30 psi; 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 318/2017 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 12/1912016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.21A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 413/2017 1219xl676 mm (48x66 in)-H 440-H-025.40 2900/4900 70 Series 101/l.S.2/A440-08 Class R-PG50: Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/312017 9140930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664.2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psQ; Negative Design Pressure DP) = 1200Pa (25psQ; Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/l.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965x1676mm• (38x661n'}Type H; Positive Design Pressure DP) = 2400Pa (50psQ; Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52pst) WD-20 10114109 Friday, May 13, 2016 Page 7 WK"UACTURREERSASWCIATION Hallmark® Certificate of AMS, INC. IEWDMA Conformance and License (CCL)CWW Ate' "`"Y`tn°"&`m"` t1rSystems, 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 511/2017 1118xl575mm' (40621n')- Type H: Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf): Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.21A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1B29mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 2900impact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016xl829mmm (40x721n) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219xl829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm ' (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675.1 3 5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW & DOOR . MANUFACTURERS ASSOCIATION Hallmark® Certificate of 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 st,.Y„ magemmt Systems. Inc.ac. 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 3/5Q014 12/12/2017 965 x 1575mm (-38 x 62 in.) Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psi, Missile D, 1321mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psi. Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 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 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-10947 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psi, Water Test Press 180Pa (3.76psQ 440-H-025.63 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 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 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4113/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 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/29014901 Single Hung 101/I.S.21A440-11 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 ii MMANUFAMRE SASSOCIATION Hallmark® Certificate of It, Conformance and License (CCL) 1 IEWDMA ' 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. Ad"'""" cMI.In ` a`"` Systcros.lne. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440.11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-ri 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-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 218/2026 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/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-10947 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-1-1-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psi) 440-H-027.22 2902/4902 101/I.S.21A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994x1524mm• (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440•1-1-027.23 2902/4902 Twin Single Hung Window 101/l.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psi) 440-H-027.24 2902/4902 Twin Single Hung Window 101/l.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 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 C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psi; Water Test Press 260Pa 5.43psQ WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW & DOORoMAPIUFACTURERSASSOCIATION Hallmark® Certificate of ' ; IEWDMAConformance and License (CCL) ' Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceft.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS INC. System. 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 E7252.01-109.47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psi, Water Test Press 180Pa (3.76psQ 440-H-027.28 2004900/29024902 Twin Single Hung 101/I.S.2/A440.11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01.10947 5/12/2015 5127/2025 2032mm x 1880mm (80 x 74)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.29 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440.11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01.10947 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440.H-027.30 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109A7 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psi; Water Test Press 360Pa (7.52psQ 440-H-027.31 2900-4900/29024902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109.47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.32 2900-4900/2902-4902 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 psi; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900/29024902 Twin SH (Finless) 1011I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903170 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (108x62in}H 440-H-028.15 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-10947 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2119/2013 1/17/2017 2718 x 1575 m m' (107 x62 i n'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3122/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDMV R DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. NOWDMAConformance and License (CCL) Adm`n`tr""•`"nag"w" 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 C0329.01-10947 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52pst) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20: Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900170-2903/4903 Triple Single Hung 101/I.S.21A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109.47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H: DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 29004900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109.47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900170 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60'in)-H; DP+35/-35: Water Pen. Resist. Test Pressure = 260Pa 5.43pso 440-H-029.08 29004900129074907 Single Hung 101/I.S.2/A440-11 Class R-PG35: Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 318/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in}H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psQ 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-10947 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. IEWDMA Conformance and License (CCL) Adminisuntilm htwagcnim S«l.t. 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 +35/-35 psf: Water Test Press 260Pa 5.43psf) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +351-35 psf; Water Test Press 260Pa 5.43pso 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 r(c. 7 -"— John .UcPee, VP c 11/23/2015 4/27/2025 11/23/2015 4127/2025 WVD.VA Hallmark By. 4 114 Rhonda Schotz, Authorized Representative, AMS 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@amsceri.com WD-20 10114109 Friday, May 13, 2016 Page 26 IrIA\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 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. Norcro, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contents: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' O 7 _ O•. C P:'•: Hermes F. orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 51" Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5" Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 51" Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: 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 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 S/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29S78 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. f c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 Florida Building Code Online SCIS Home I Log In I User Registration I Hot Topics j Submit Surcharge I Stats 9 fads b a d. Oini Product Approval i-, : t'USER: Public User F:,r, Product or AodlcaUon Search > Aooliration List > Application Oetail FL 9 FL13192-114 Application Type Revision Code Version 2014 Application Status Approved Comments Archived ; Product Manufacturer lames Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Authorizetl Signature Pingsheng Zhu pingsheng.zhu@ jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349=2927 pingsherfg.zhu@jameshardle.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337, 909) 349-2927 pingsheng.zhu@jameshardle.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 6 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2016 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence . FL13192 R4 COI RIO - Certificate of Indeoendence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13192 R4 Eauiv ASTM C1186 Eauivalencv Sianed.odf httpsJ/www.floridabLAiding.orgipr/pr ppp OU.aspx?param=wGEVXOwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKD(?RrxWwZshgA%3d%3d 1/3 4/28/2017 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 4ummaryof producis FL # Model, Number or Name 13192. 1 Cemplank Lap Siding Method 1 Option D 08/ 17/2015 08/ 26/2015 09/ 07/2015 10/ 16/2015 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use In HVHZ install In accordance with NOA IS- 0122. 04. 13192. 2 HardlePlank Lap Siding ' Umits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A . Other:: For use In HVHZ install in accordance with NOA IS- 0122. 04. , 13192. 3 1 HardieShingle Individual Shingles Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: r Description.. ; fiber - cement lap siding Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood.odf FL13192 R4 11 ER RIO-2557-1S Plank Shingle CMU.odf FL13192 R4 It ER RIO-2577-15 Plank to WSP Sheathino.odf FL13192 R4 II Install CemPlank Sidino.odf FL13192 R4 II NOA 1S-0122.04.odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FLL3192 R4 AE ER RIO-2557-IS Plank Shingle CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathina.odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes fiber - cement lap siding Installation Instructions - fL13192 R4 II ER RIOdf -2553-ISPlankmetalwood.o FL13192 R4' 11 ER RIO.2SS7-1S Plank Shlnale CMU.odf FL13192 R4 11 ER RIO-2577-1S Plank to WSP Sheathino.odf. FL13192 R4 11 Install HardlePlank.Sidina.ndf . . FL13192 R4 II 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-IS Plank metal wood.odf FL13192 R4 AE ER-RIO-2557-15 Plank Shingle CMU:odf FL13192 R4 AE ER RIO-2S77.15 Plank to WSP Sheathina.odf FL13192 R4 AE NOA•IS-0122.04.odf Created by Independent Third. Party: Yes fiber -cement individual cladding shingles Installation Instructions FL13192 R4 11 ER RIO-2555-IS Shingle metal wood.odf FL13192 R4 It Install Hardie5hinale Sidina.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL131,92 R4 AE ER RIO-2SSS-IS Shingle metal wood.odf Created by Independent Third Party: Yes 0 13192. 4 HardieShingle Panel fiber -cement. notched shingle panels ('straightedge, staggered edge, half round edge)' Umits of Use Installation Instructions Approved for use in HVHZ: No FL13192 k4 II ER RIO-2555-15 Shlnale metal wood.odf Approved for use outside- HVHZ: Yes EL13192 R4 -11' ER RIO-2557-15 Plank Shingle CMU.odf • Impact.l' teslstant: N/A EL'13192 R4 -II Install HardleShinale Sidina.odf Design Pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: Created by Independent Thlyd.Party: No Evaluation Reports :. FL13192 R4 AE ER RI1-255S-15 Shingle metal wood.odf FL13192 R4 AE ER RIO-2557-IS Plank Shingle CMU.odf ' Created by Independent Third Party: Yes 13192.5 Prevail Lap Siding fiber -cement lap siding L Umits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood.odf httpsJ/www. floridabLdidng.orgipr/pr app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwWRgKDr7RrxWwZsbgA*/03d%3d 2/3 4/28/2017 Florida Building Code Online Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ Install In accordance with NOA 15- 0122.04. L13192 R4 11 ER 11I0-2557-15 Plank Shingle CMU.Rdf FL13192 R4 It ER RIO-2577-IS Plank to WSP Sheathino.odf FL13192 R4 11 Install Prevail Lao Sidina.odf FL13192 R4 If NOA 1S-0122.04.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER 1110-2553-1S Plank metal wood.odf FL13L92 R4 AE ER RI0-2557-15 Plank Shlnale CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathina.odf FL13192 R4 AE NOA IS-0122.04.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone (toad. Tallahassee FL 32399 Phone: 850.407-1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. *Pursuant to Section 4SS.27S(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. The ernalls 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 an be made available to the public. To determine If you are a licensee under Chapter 4SS. FS., please dick here . Product Approval Accepts: rG4rr- '1A Credit Card . Safe httpsJ/www.0oridabuilding.org/pr/pr app dtl.aspx7param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwWRgKDfIRrxWwZsbgA%3d%3d 3/3 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule; and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. 10 HardiePlank° A >o. Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS . PRIMED &COLORPLUSra PRODUCTS Visit wwoIam irdo=for(hemostrecentversion. SELECT CEOARMILL° • SMOOTH • CUSTOM COLONIAL'" SMOOTH • CUSTOM COLONIAL'" ROUGHSAWN CUSTOM BEADED CEDARMILO • CUSTOM BEADED SMOOTH • STRAIGHT EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONr PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10e PRODUCTS OUTSIDE AN HZ100 LOCATION -WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE" APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: CUTTING INSTRUCTIONS OUfDO0f5 1. Padion cutting stalicn so that wind will bbw dust avay from user and others in working area. e onejoints. 2 aBest: 01 L Score aIoNDArIte snap L Sheds armnual, elocttc or pneumatq b.8dW L Diet redwing draft saw ecl ippad with a INDOORS 1. Out only being scare and snap• or shears (manual, electri or finerm adc). 2. PoWdon cuding station In well-verrdated area Store flat and keep dry and covered prior to Installation. Installing siding wet or saturated may result in shrinkage at butt Carry planks on edgo. Protect edges and turners from breakage. James Ifindie is not responsible for damage NEVER ttse a patter saw Indoors NEVER use a drMa saw biale Ihet does nol carry fire Harde8lade sswblado trademark caused by improper storage and handling of the product. HadeOlads' saw Made and HEPA veeuun exfra_tim a Good: I. Dust reducing circular saw wth a Harddilndo saw blade only um. far lov to aweraw arlorg) NEVER dry sweep— Use vat suppression or HEPA thcuum v r'' • 41'r Unporart Nile Fvr maodmfm Protection 04st Wi IM dust pralru d0N, tortes (ante reoarurlends Swap 11919IW-lea cutfirng mdhots where faidble. MOSH-Weed respirators can be used In oroxibn vAth adore tilling practices to furoter mMce dust eeposum Additional aposure itbmntbn Is available at www.pmesfnardio.oan to help you determine the rrro;t appropriate uadtlrhg matter for lotr)ab rtgcirenrems If corteem stlI edists abouteVusure loueb a you do not ainplywith die abouepraabces.youMould aMoysconsuitaquarlrcdmdustlalhygienist oromWJames Haniefar further htmtttion 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. Irregubrities in framing and sheathing can mirror through the finished application. Information on Installing James Hardie products over foam can be located In JH Tech Bulletin 19 at wow. jalneharllie.com A water -resistive barrier is required In accordance with local building code requirements. The water-resistive barrier must be appropriately Installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap` Weather Barrier, a nonwoven 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 must slope away from the building in accordance with local building codes - typically a minimum of 6' in the first 10'. Figure 1 Double Wall Single Wall Do not use HardlePlank lap siding In fascia or trim applications. construction Construction Do not install James Hardie products, such that they may remain In contact with standing hater water-reslsWe barrier Win Inca no HardiePlank lap siding may be Installed on flat vertical wall applications only. fity,*oir or 24• a c.max. For larger projects, including commercial and multi -family projects, where the span of the wall is significant In length, the designer and/or architect should take lido consideration the coefficient of thermal expansion and moisture movement of the product In their design. These values can be found in the Technical Bulletin "Expansion Characteristics of James HardieSiding Products' at www. JamesHarcie.com. DO NOT use stain, oil/alkyd 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 relere iced 2009IRC R703.3.2) A. Joint Flashing ( James Hardle recommended) B. Caulking*,. Caulking Is not recommended rvre•" for ColorPlus (or aesthetic reasons as the °?m0f'• Caulking and ColodPlus will weather differently. For the same reason, Ilashirg do not caulk nail heads on ColorPlts produc(s.) ; Hadep C. "H" jointer cover r Figure 2 ran line (it no the Is rot present place Wiener between 3/4" 8 1, k6m top Abu 1sr fmm of pw* hsl l pWa s In modwate amaact a bun pints fastener Instal a 1 1/4- "at ship to onsum a cansbfont plankangle brava ap(roprblegap tiatweerr pranks and vim, ninon cook. - Note: Reld painting over cautddrig may produce a sheen difference when compared to the field painted PrmePlrs. 'Refer to Caulking section in these Instructions. for samuonal informaiton on tlamiewraeweather Barrier. consult James HNde at 1-866.41tardip of www.hardiewrep.Com WARNING: AVOID BREATHING SILICA DUST James Hade products contain resphabls cryswgm silica, which Is lemwn to the State of Carfomb to truce can= and Is considered b/ IARC and N09f to be a cause of cariter from somo occupational soured. Breathing axessiwe amounts of resolnlde silica dust can tdso cause a disabling and poteniaey taint lung diseeoe called slricosb. and has been linked wlh otter dlseasexs. Some studies suggest smcdci9nuaylncrmo1haeris1m OuMgcroiltationortueuling0) work nanrloorarms with anplevanfilallon;(2) use ri ymmerdshtarsfarcuningor, whom not fealft.useaHardid3ade•saw bgtle and dusWedudng eicubr saw altacho d to a HEPA vacuum: (.g warn others In the immediate area: (4) wont a properly -fitted, NOSH-approuod dust mask a respirator (uy.g. N•95)„accordance with applicable gwinm repubfions and manufacturer InsuucfiDm to bums lino rospiabb slice aposura& Oumrg clam -up, use HEPA vacuums orwel c oonup methods - rove dry swoop. For further information, Mor m our installation harucfions and Material Selety Data sheer availableat wwK amestodfe.can a by m1ing 1.806.11HARDE (1-800-942-7343). FALUHE TO ADHERE TO OUR WARNNGS, MSOS, AND INSTALLATION I%1FUC7IONS MAY LEAD TO SMOUS PERSONAL INJURY OR DEATH. WAM tIS11119-Pl/4 6/13 CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Roof to Wall Horizontal Flashing Kickout Flashing 711 tflashing 1.r - ^' asre aired hylR code n 1 Min. Y" Do not caulkv r Figure 7 Figure 8 Figure 9 Figure 10 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas y yo. Figure 6 Slabs, Path, Steps to Siding Figure 11 Mortar/Masonry 11ng w, Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valle /Shin le Extension pr, .'ridlilry i Itls LI 11 franp t en 9 witjutter.:,' u ip$ent FASTENER REQUIREMENTS " Blind Nailing Is the preferred method of installation for HardiePlanka lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please -see JH Tech bulletin 17 for e)empdon when doing a repalr). Pln-backed comers may be done for aesthetic purposes Only. Pin -backs shall be done wig% finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood framing Siding nail (0.09" shank x 0.221 " HD x 2" long) 11 ga. rooting nail (0.121' shank x 0.371 " HD x 1.25' long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 114" long fi 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F Partelfast' nails or equivalent (0.10" shank x 0.313" HO x 1-1/2" long) Nails must penetrate minimum 1/4' into metal framing. OSB minimum 7116" 11 ga. roofing nail (0.121" shank x 0.371" HD x 1.75' long) Ribbed Wafer -head or equivalent M. 8 x 1 5/8" long x 0.375" HO). FACE NAILING Nails - Wood framing 6d (0.113" shank x 0267' HO x 2" long) Siding nall (0.09' shank x 0.221" HD x 2' long) Screws - Steel Framing 01bbed Bugle -head or equivalent (No. 8-18 x 1-5/8' long x 0.323' HO) Screws must penetrate 3 threads Into metal framing. Nalls - Steel Framing ET & F pin or equivalent (0.10' shank x 0.25" HD x 1: 1/2" (ong) 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 15 i Figure 16 Minimum overlap for Both Face and Blind Nailing min. 1 1/4' overlap 1 114 Ova 24- — O.C. max. 314-•1- I=Zface nor 1 1/4' nrn. overlap water•reslWve banlar Laminate sheet to be removed immediately after installation of each course for CohorPlus° 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 Requitements; and when considering aAemadve fastening opitons rater to James Hardie's Technical Bulleen USTB 17 - Fastening Tips for HardlePlane Lap Siding. HS11119-P4/4 6/13 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fastehers. Stainless steel fasteners are recommended when Installing James Hardie$ products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wond recommend spacer materials or other physical barriers to prevent direct contact of ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardleTdm Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC A317.3 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 Hardle 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 roil heads or drive nails at an angle. If Trail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel training, remove and replace neill. 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 plywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. y ro PNEUMATIC FASTENING James Hardie products can be hand palled or fastened with a pneumatic tool. Pneumatic fastening Is highly recommended. Set air pressure so that the fastener Is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool Is recommended. This will help control the depth the nail is driven. If setting the roil depth proves difficult, choose a setting that under drives the roll. (Drive under driven nails snug with a smooth faced hammer - Ooes not apply for installation to steel framing). countersunk, tq s (0till8addnail snug flush DO -NOT DO NOT Figure A I Figure B I under drive nails staple PAINTING DO NOT use stain, olValkyd base paint, or powder coating on James HardieA Products. James Hardie products must be painted within 180 days for printed product and 90 days for unprimed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges, James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 Of-Itigher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be appal in accordance with the cauking/sealant manufacturer's written Instructions. Notre: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUSP TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Harde® ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus" Technology torch -up applicator. Touch-up should be used sparingly. It large areas require touch-up, replace the damaged area with new HardlePlank° lap siding with ColorPlus Technology. laminate sheet must be removed immediately alter installation of each course. Terminate non -factory cut edges Into trim where possible, and caulk. Color matched caulks are available from your ColorPlus, product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up nn ,lamas Harde ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are rat James Hardle touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUS® TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface Is clean, dry, and free of any dust, dirt, or mildew Repriining Is normally not necessary 100% acrylic topcoats are recommended 00 NOT use stain, oiValkyd bass paint, or powder coating on James Hardle° Products. Apply finish coal in accordance with paint manufacturers written instructions regarding coverage, appllcadon methods, and application temperature 00 NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS11119-P3/4 6/13 A 1o, COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANKa LAP SIDING WIDTH SQ 5114 6114 7114 7I12 8 8114 9114 91/2 12 I so=too sgIt.) exposure) 4 5 6 6114 6314 7 8 81/4 10314 1 25 20 17 16 15 14 13 13 9 2 5o 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 31 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 85 8 200 160 133 128 119 114 100 10o 14 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 26T 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 Soo 400 333 320 296 286 250 250 186 This coverage chart Is meant as a guide. Actual usage Is subject to variables such as building design. James Hardie does not assume responsibilty for over or under ordering of product. IRECOGNITION: In aacadance w0h ICC-ES Evaluation Report ESR-22K fbdefaniM rap sbnp b recognhed as a sulatte allemate totlat spedted irc the 2008,2009,620121Menwtiorel Residential Code for Orw and Two-family Dwemrtgs, and ttte 2006. 2009. 6 20121ntemaknal Building Code,. HardePlank tap siding is dso recoptted for application In Me lo0avlrq: Cky of Los Angalos Research Import No. 2486Z Slam or Fkuka listing FLN869, lade Coaely, Florida NOA No.02-0729.02, U.S. Dept. of HUD Materials Release I Mc, Terns Deparrrrent of Insurance product Evaluaflon EC-23. C11y of New York MEA 223.93dt, and Cardaria OSA FM19. These documents should gm be eonsulled for additml nfonnaUn conaemig Ote suilabrdy d Otis product ter spwlkappkadorts. 0 2013 James Hardie Bulldkg Products. Ali rights reserved. Additional Installation Information, Tint Sal and 9denote trademarks orrepltglst radtradem d e' ramesNardmTedunlopyLhriled.C9isareglsteredtradeatark Warranties, and Warnings are available at JamesHardieofJamesHardieTehramgyLinked. wwjameshardie.COm rN Panelfesl is a registered rademadc of ET&F Fastening systems, Inc. HS11113P414 6113 MIAMI-DADS MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADI1•I4NISTRATION DIVISION T (786) 3 LS-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eoy economy James Hardie Building Product, Inc. 10901 Eint Avenue' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hutricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, CetnSofftt Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of l2, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large'and Small Missile Impact Resistant LABELING: A permanent label with the mantifacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit panels. RENEWAL of thus NOA shall be considered a(ler 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 thb materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or atty 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 joh site at the inquest of the Building Official. This NOA revises NOA 013-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The'submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15.0122.oa M1AMI•DA ECOUNTY Expiration Date: May 1, 201-7 Approval Date: April 9, 2015 031301 1 S Pagi I James I•Iardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submilled under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" % 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by 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 under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`h edition (2014) FBC issued by Ronald I.Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. 03/30AV Carlos M..11trera, P.E. Product Control Exainiuer NOA No. 15-0122.04 Expiratiou Date: May 1, 2017 Approval Date: April 9, 2015 I i I WALL I.! WALL LENGTH- Stud Spacing at 16" O.C. ay_ r I r Of Nails at 16" O.C. (tyP.) 3/8" Minimum Edge Distance RET9Il A Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 of floiie HardiePanel, Cempanel, i Prevail Panel Siding Card ! Water -resistive barrier per Florida Building Code Section 5d8• thick 15 ply APA rated Plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 7' X 4" S-P-F Wood Studs the wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A T— 5/8• hick 15 ply APA rated plywood sheathing m accodance with Florida BmWh9 Code Section 23223 Weidsistive trartier per Florida Wiling Code Section 14o4.2 2 X 4• s P-F Mod Sores HardiePanet, C 0—t B-8 Cempar+el, Prevail Panel Siding PRODUCT DESCRIPTION IiardePanel®, Cernpanel®, & Prevail® Panel Sidmg materials are nonasbestos fiber-aemerti products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL LMENSIOZIS Width Length Thickness 4? 8.9,10' S/16" DES LGYPRFS-S-U_R_ERATINCt Installation Design Pressure Wood Studs 76 pd Impact Resistant - Planks installed over 5NI Vick/ 5 ply APA rated plywood sheathing LJA^RDIEPANEI CEMPANEL,_PRFzVA1L PANEL SIDINC+ INST Ll lON DETAIL All irtslallation shall be done in conformance with this 1Vartice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieParel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 11 SIB* thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223, sheathing supportedThesidingpanelsshallbeinstalledoverSW !hick 15 ply APA ratted plywood by a minimum of 2%,r S-P-F wood studs spaced a ma)dmum of 16. O.C. Note 2) The siding panel fastener shall be a 2• long, 0.22r head diameter. 0.092" shank diameter, corrosion nistznt siding nail; the fasteners shad be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5V thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3r5" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION lames Hardie Building Products, Inc. 1D901 Elm Avenue Fontana. CA 9=7 M%c No A I PNL.PLK-SOFF Creator. E. Gonzales FCUE 1!Y = t 4r I Date. aAlr2013 Iseo:Er 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 III e i f+6 "'+ tde •ila+d A Ptaduee Cm d I I I. I Fastener Spacing per Florida Building Code Section 2322.3 I I. I PRODUTREWSM• - aseo iyiagr tAe lorii Pt,13d 1f, 7 renua FRAb111NG NOMINAL 2" X 4" S-P-F WOOD STUDS t6. O.C. FASTENED WITH•S-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMESARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHFAWNG NOMINAL SW THICK/ 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 23223 CtA- jQl&G. THE PANEL IS FASTENED WITH r LONG, 0.2W HEAD DIAMETER, 0.0W SHANK DIAMETER CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6.O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing STA Ft0 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEI, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION Fames Hardie Building Pmduds, Ina 10901 Elm Avenue Fontana, CA 92337 Phone:909356-6300 SME F=140 1 DMNO Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales tcuE 1" = T-o- Date: 424t2D13 VW 2 OF 12 1 lia ALL LENGTH Stud at 15'O.C. i rr r'`,''OGA WALL ! j No. tEIGHTri i i gi j, 14 it i 8'°'ti1. i li'rOdy1CY.oOtroii = i i STATE ORO Na a I QEQA&6 16ef1o" I Nails at 6" O.C. NO 3tr Minimum Edge Distance Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePanel® Siding Water -resistive barrier per Florida Building Code Section 1404.2 fS&' thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20g2, 3-5/8" X 1-5le" Metal C-stud The wall end soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A T W thick 15 ply APA rated i plywood sheathing fastened to rmw studs as described in Note 1 VVater esative barrier per Florida Building coda Section 14042 ll l - 3-&rX 1-&B* Metal CstudjrN-,, 209a Cempanel, Prevail Panel Siding 13Q4-'JCT_DE.S.UPLA HardiePanele. CempaneM, & PtevailO Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements a the Florida Building Code. QANILLD_LMENS1.0_Wiz Width Length Thidetiess 4' 8,9,10' 516, QESIG_NLE&ESS_iJ RAJ7tt_ -- Installation Design Pressure Metal Studs -104 psi impact Resistant - Panel installed over SW thick / 5 ply APA rated plywood sheathing tiAiZp FpAiy CFMPANEL..PEKEVALL PA . - SID I- f1 SJJLLL,E TIC- DETAIL AU installation shall be done in conformance with this Notice of Acceptance, the manufacdurefs installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, CemPanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Arotvteat perthe Florida Building Code and the requirements of this• No [Notee 1] 5/8" thick! 5 ply rated Plywood sheathing shall be attached to metal studs at Woo at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-114" long bugle head screw The siding panels shall be installed over 518" thiaic / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-61W X 1-W, Metal C-studs spaced a macdmum of 16'- O.C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1,W long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 518" thick /5 ply APA rated plywood sheathing into metal surds located at 18" O.C. Fasteners shall have a minimum edge distance of " and a minimum clearance of 2" from3!8 comers. RiHARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 9=7 Phone: 909,%%-630D sall F=M No o.AG No Fax 909-427-0634 A PNL-PL.K-SOFF Creator. E. Gonzales SOME 12' =1-0" Date: 4242013 ISPW 3 OF 12 T 6.00in. PRODUcr REv29D ftwU*b dggweLdwT1c " riPecaoa crosoi F_6 - Rt1!LG_ SCwomI_ FASTENED WITH SW WAFER HEAD SCREWS (2 PER rTOP 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 TH1NG . NOMINAL 518" THICK! 5 PLY APA RATED PLYWOODSHEATHINGTOMETALSTUDSAT6' OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-114• LONG BUGLE HEAD -SCREW CI.ApD_lNG THE PANEL 1S FASTENED WITH NO.8-18, 0.315' HEAD DIAMETERX 1.5/8- LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6° O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I I I /I I / Framing II I' I Sheathing II I•I II I I I i1 I OGArl1II 1 121 I I I .* : • ir I . I ; '° • STATE ()F I I • I. =; SION ALfill FOR METAL ND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OFTH S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) i-IARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Mardis Building Products. Inc. 10901 Elm Avenue Fontana, CA 9n37 Phone: — 442 NL-PLKSOFF Fax 909427-0834 A Creator. E Gonzales scue 1• =1'-0' Dates 3 s ISEr a OF 12 at 10' O.C. as i i l i • tytisiu B r- 3!4" Minimum Edge Distance LENG 111 D_TA1 -Sheathing fastener, as described in Note 1 b@i elFioddn • :. - i i 0 -= S /-0NAL Nails at 16" O.C. (to.) jI \ Siding fastener, as described in Note 2 L%i*.r nwift 5 HardiePfank, Cemplank Prevail MN I / /._ Lap Siding Water -resistive barrier per Florida Building Code Section 14042r5plyAPArated heathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4° S-P-F Wood Studs The wall and soffit frames are to be designed by the Archited or Engineer of Record in oomol'rancewith the Florida Building Code. SEE DETAIL A PRODUCT D=SCR1 0 HardiePlan)*, CemPlank3i, & PrevallS Plank lap Siding materials a" thick / 5 ply APA are nonasbestos fiber -Cementproductstestedinaccordance withratedplywoodASTMC1186Gradeit, Type A and sheathssheathing' meeting the requirements of the nkawitlt Florida Building Code. Florida Suitding Code Section 2322.3 P NEL D t1AF JS1QR.Si Waft--r tive Width >_ength Thickness baiter per Swida 59-1/2" 12' 5/16' Buafav Code Section 14042 QESIGNPRESSI LRJLR MP TX a• S-P-F Installation Design Pressure Wood Studs Wood Studs .92 psf Lop Siding Impact Reetstant — Planks installed over SN' thick / 5 Ply 1.v4• iau X 5/16" APA rated plywood sheathing thick starter strip Hq tDIP_LA;IjC,_Ci~MIP_LANKLP 4fA_ 14LA SID_IN'a NSTAT. -A All tnstatlatfon shaD be done in conformance with this Notice of Acceptance, the manufacturersinstalhationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardePlank Cemplank Prevail lap Siding will be installed shall be designed by anEngineerorArehitectpertheFloridaBuildingCodeandtherequirementsofthisN.OANote1] 5/8" thick / 5 pry APA rated plywood sheathing shall De attached to the studs in accordance with Florida Building Code Section 23?2 3. Planks shall be applied hoftntaly commencing from the bottom course of the wall with 1-114"widelapsatthetopoftheplanksuchthattheexposureareaofeachplankisS8-1/4" vertically. Note 2] The siding fastener shall be a 2-12' long, 0.223" head diameter, 0.0927 shank diameter, corrosion4esistant siding nail; The Siding is fastened S 8-1/4" O.C. vertically and 1a Ys fasteners are driven into wood studs through 518 thick /5 ply5 sheathing. APAratedplywood9 fastener are placed in the ovedappiing area apprwdmately 314, from the bottom edge of the overlapping plank. Vertical joints shad be placed over surft sheathing supported by a TheplanksshallbeinstalledoverSthick / 5 ply APA rated plywood 9 pp° minimum of 2"X4" S-P-F wood studs spaced a ma)dmum of 16" O.C. Fasteners shall have a minimum edge distance of W. Creator. I- Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, fm iosiol Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF 12" - 1'-0" 1 - Date: 4/2412013 I smErl 5 OF 12 Fastener Spacing per Florida Building Code Seddon 2322.3 I. Fastener Spacing per Florida I Building Code Section 23=3 I -I FRODLfL'I8t:VLS as mr,l vigvri tsei ridt Bm'1 Cow K o. Auava Caa 3 So.251n. I , ER-AMIN0. 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 SHEATFi1N NOMINAL SZ' THICK / 5 PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C_LARR NQ PLANKS.OVERLAP 1-1W THE O(POSURE IS 98-V4" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 02M7' HEAD DIAMETER, 0.W SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. I;I I e eawdyieg w fe Fidd Ooiti ! : Cladding Framing I / Snea>ning No.("121 sr -. STATE OF hfiaipwk coo" st FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie BuRding Products, Ina 10901 Elm Avenue Fontana, CA 92337 Fax 909-427-0634 1 A PNL-PLK-SOFF 1 Creator E. Gonzales Scue 1' =1'-0" Dare: 4J242013 S+iEET 6 OF 12 1 Stud Spacing at 161 O.C- LEN SEE PkQ-O-U-Mp-mc —RI P-r-LO-N DETAILA HardiePlank&, Cemplank®, and Prevail® Plank Lap Siding materials 7 5V Ofick 15 * APA we nonasbestos fiber-cementrratedptywoodproductstestedinaccordancewithfastened ASTM C1 186 Grade 11, Type A and W n*tal sluds as meeting the requirements of the I IFIRMICUPEXtSM 0 descfted in Note I Florida Wilding Code. coo wisb" WALL Cods - barrier pff Florida ELA& ht LLKDIMENSHEIGHT SUading Code Width Length Thickness on 14042 59-1/2" 12' 51161! UY i= II 20ga, 3-&r X I -Slr. metal Csw F Installation Design Pressure SIA1DKardisePlanit. Metal Studs .92 psf 4 CempW* Prevail Lap VxUnq impact Resistant - W40 Minimum Edge Distance Naffs at is' O.C. (typ-) 1-1/4-t Planks installed over 5/8" thick 5 ply OnopB- 8 .4XSMV 7- APA rated plywood sheathing tMckstarterstripD- U_AIL,6 a All installation shall be done in conformance with this Notice of Acceptance, the manufacturers installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Builffing Code. described in Note 1 - Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be irtstalled shall be designed by an PRUtXlCr it NUSD Engineer or Architect per the Florida Building Code and the requitiements of this NLOA 61wolyine Vkh at "Xift [Note! 1] 5/8* thick / 6 ply APA rated plywood sheathing shall be attached to metal studs at Woc at panel IS- 1047144 Siding fastener, as edges and all intermediate supports using a No.8-18, 0.316' head cliameterx 1-1W long bugle head screw ffAiggi described in Note 2 a Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is SAW vertically. a Note 21 The Siding fastener shag be a minimum No. 848. 0.315"head diameter X 21A4' long' bugle head hfillai C40WW HardiePlank. screw aver metal studs (,or screw shall have at least 3 full threads penetratingmetal framing); The siding is fastened 8-114'O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through SW Cemplank, thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4' Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Water - resistive The planks shall be installed over SO' thick / 5 ply APA rated plywood sheathing supported by a minimum barrier per Florida 20ga, Nominal 3-W X I-W' Metal C-studs spaced a maximum of 16* O.C. a Building Code Fasteners shall have a minimum edge distance of 3/8". Section 14042 HARDIEPLANY, COAPLANK, PREVAIL LAP SIDING SW thick/ 5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to metal studs as described in James Hardie Building Products, Inc, Note 1 10901 Elm Avenue MINNIFontana, CA 9=7 20ga, S-SW X 1-5/8" Metal O-stud Phone: 909355-6300 Safi PS" NO REV The wall and soffit frames are to be designed Fax 909-427-OS34 A PNL-PLK-SOFF by the Architect or Engineer of Record in compliance with the Florida Building Code.'Creator.Gonzales SCALE F Date: 4r24/ZD13 TiEu 7 OF 12 E. s wx&ft TBY DsiF hod 58 n. • NOMINAL 20 GAUGE 3-5/B" X 1-W STEEL STUDS 16' O.C. FASTENED WITH SW LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SH 6,_TFjN_G NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.S-18, 0.315' HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW PLANKS OVERLAP 1-1$4' THE EXPOSURE IS T. 8-1/4" ff THE PLANKS ARE FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 2-1W LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. Cladding Framing 6.00inT OC I I. I Steaming I REVISED onaipilrs wi& 6c Flmiidt cO& + 0. 121 TATEOF cs 0NAl. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.lna, 10901 Elm Avenue Fontana, CA 9=7 Fax 909-427-0134 n I PNL-PLK-SOFF I 1 Creator. E. Gonzales ISCAU 1" =1'-0- 1 Date: 424r201'3 SHEET a OF 12 WALL DEMLA WALL LENGTH Stud Spacing at 16, O.C. 3/8" Minimum SEE DETAIL A T— 2" X 4" S-P-F Wood Studs HardieSofro, cemsoffit S.E.CJJS2N..B_ Nails" OC. (41P.)PReDi11CrREWSM Distance g wild do Fb" CO& d/ No D 1 AVg adwePeft offit'fastener, as ascribed in Note 1 HardieSoffd, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wag and sofrr, frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. Qg0_C8 LDESCRIf"f10N HardieSoffitO & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SO-FFCT_DIMENSIONS Width Length Thickness 4' V 1 /4" M. %kPRk$-S REJ-MIHA Installation Design Pressure Wood Studs -70 psf PRODUCT REVISED CICam% wbb i exFka AooePrmo, Pto t$,c' Dad Ff*dLW Ceeed STATE OF 0", ALORIOV sS IAI-et q t RR ks_o F_T—CAMS-0EUT-2A- FLAJLS?A v+T 4ETA LS. AA Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's crosfagation recommendations, and the applicable sections of time 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 the N.OA The soffit shall be installed over minimum ZrXV, S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a Y long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood scuds located at 16" O.C. Fasteners shall have a minimum edge distance of 3W and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc 10901 Elm Avenue Fontana, CA 92337 OWG NO PNL- PLK-SOFF 4.00iM PIZowcrtZE1 sm 1) oaypl ig wb ft flocide as complying riilf m e ilaida COS • Swift co& va i n071 By Alrsi P'n &" C Md Lade Piot et Coe et FRAM N-ra NOMINAL 2" X C S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-11T 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION). • THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLgbDIAIG • THE SOFFIT IS FASTENED WRH 2• LONG, 0223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDLATE STUDS Cladding Framing' 21 STATE OF SFOR10 2',' 10NA 1./yid FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie BUUding Products, Inc 10901 EIm Avenue Fontana, CA92337. Fax 909-427-0634 A I IPNL-PLK-SOFF Creator I- Gonz?Jes SCALE 1" =1' 0." Date: 424/2013 srEE'r 10 OF 12 ALL LENGTH SEE Stud Spacing at 16° O.C. DETAIL A 20ga, 3,518" X 1-5/8" WALL 3 j i Metal Cserd IEIGHT I jjI II j i j l i I I f HardieSotfit, Cemsoffit EC_LON RI-J1 9 3/8" Minimum Edge Distance PkO_D_UP-T-SCRIPT(QN HardleSoffii@ &• CemsofftM materials are normbestos fiber -cement products tested in accordance vhth ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. SO-F-1-T_DJIV F,NSIONS width Length Thickness Y. DESIGN PRESSURE RAT r G• installation Design Pressure Metal Studs OGA 0. A-TE OF 1 L RAL O_F CEMMSOFfIT P_AI lE.4 NS3A_ 4LA QN.4?AQ-s AL EN art+ AD insiallafllon shall be done in conformance with this Notice orurac b -n-'s installation recommendations, and the applicable sections of the Florida Building Code. I fastener, as Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Abed in Note 1 Architect per the Florida Building Code and the requirements of this N.OA a The soffit shall be installed over minimum 20ga, Nominal 3-6/8" X 1-5/6' Metal C-studs spaced HardieSoffrt, Cemsoffit a maximum of O.C. Not_ ' l2 The soffiffi t fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4" long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing) -, the fasteners shall be spaced at W O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL f L61 INSTALLATION DETAILS MEfALSTUD CONSTRUCTION Nags at 60 O.C. (typ.) f 20ga, 3.5/8" 4 1-&V Metal C-stud Lj The wall and soffitiremes are to be L— designed by the Architect or Engineer of Record in compliance with the Florida Building Code. a PQODU . a es arnptyiNe with the Florida 801( oa coat Astxpt®m Ne 13 C •G' i dT I' Sweeq. ft P.- C Ma James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLKSOFF Creator E.- Gonzales. IsulF w!2"= v4r I Date:4r24/2013 IsrM 110F12. RN Cladding I ' Framing 6.00In. . I tb S / aOp°'ri+6 t oi7Qids CD We A," AWA ftoduscz. FLI SSIONP NOMINAL 20 GAUGE 3-S/8" X 1-SW STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWAFERHEADSCREWS (2 PER TOP OR THESE LOADS) NOT PART THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FANDBOTTOMMCONNECTION) C THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED 1 BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLAD I G_ HARDIFSOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH No. 8-18, 0.31S" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION9DIAMETERX1-1/4, LONG CORROSION RESISTANTRIBBEO BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. g= 9O9-427-0634 FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE Fontana, CA92337 STUDS P: 909-356-6300 FSCN NO Wo A PNL-PLK-SOFF 1 Cneator. E. Gonzales SCALE 1" =1l-0" Daie: 4/24,20.13 SKEET 12 OF 12 428/2017 Florida Building Code Online it.ff.i^!r-'—.-- fr.•ti,^+f,^a'1`LI' -` 1;;•p,a1 '. 'r.• . rl % 4" , .•may(. 9•. I:i.e• ° ' •'w%a:m T! _. ., - f/.1•i,d'L_"v'''+,•: {+;• ' r•d ;? . d i .`. n .,• l'!i• `•.;i, '•.::." ' i ' v /.,.. y I ' Li• - i;,r-W11in M'1'S'i/Sr '..: ,• 'L •. Y. j. j n:<:. ': '' ,• - 'r' •i•, :`G'r•l%/•', i1 i - II' f y-I, ! `. .II: • .IY. ,,: •i' 1. Y,l. .. tl J- . , •`. t%" ., y f •fl fl1 a 11, ty.,,• t tQ •Q 0 • v • 1 ' • • Q SN ij pF ' fir' ..b 1, • S ^1 in • ;•rj• ' I n ••. 1 I './ .:• ` V ' ,. r:W ki d I " -1 i& f' '. .;• - F dk: t rt mod: 'r,4 .iD' r,. :i.'ilS.+i:Iu'.'IiL3.jSS::.c•_ .L.:i7 II" ,•3:.0: ,... : 1. _ ::Oe.: cat;• _ a' °'i r. f, Be15 Home 1 Log In user Registration Hot Topics submit Surcharge Stats S Facts Publications FBC Staff SCIS Site Map Links Search Audi 7 (ofb Product Approval Wi USER: Public User 14•h l71 Product Aoomvai Menu > Product or Apoilcatlon Search > Application List > Application Oxtail f L 1 ! •' FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 1 Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcolisinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilslnc.com Technical Representative Paul Frost Address/Phone/Email' S001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcollsfnc.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 PL12194 R3 COI ALCIS001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 httpsltwww.floridabuilding.orglprlpr app dU.aspx?param=wGEVXOwIDquk24AUC%2fEHMrNrkL4bysALEZSXMisXSGEO%2f1CXzYpyxA%3d%3d 12 4/28/2017 Florida Building Code Online Product Approval Method Method L Option D Date Submitted 08/27/2015 Date Validated 08/28/20LS Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/OS/2017 Summa`ry of Products - - — ' ; •: _ . . _ n, _._.__. __ :r. r_ __r _ ,, FL # Model, Number or Name Description 12194.1 Alumunum Colls Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 If ALCIS001 Evaluation Report 2014 FBC 04 T4 SofFits.pdfApprovedforuseoutsideHVHZ: 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 ALClSO01 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Created by Independent Third Party: Yes Contact Us :: 2601 SlAir Stone Road. Tallahassee FL 32399 Phone: 8SO-487.1824 The State of Florida Is an AA/EEO employer. Coovdaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. if you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. if you have any questions, please contact 850.487.139S, 'Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oepartment with an email address U 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 Oepartment with an email address which an be made available to the public To determine if you are a licensee under Chapter 4SS, F.S., please dick here . Product Approval Accepts: actor Credit a Safe Securltymii-m CS' httpsJ/www.floridabLdiding.org/prlpr app dtl.aspx?param=wGEVXUArtOquk24AUC%2fEHMrNrkL4bysALEZSXMjsXSGEO%2f1CXzYpyxAa/o3d%3d 212 Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE Sr" 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 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. S. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data -shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C ALUMINUM COILS, INC Soffits TECHNICAL SERVICES. LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 In2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix 0 for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttlt a 11111 2015.08.27 V No 74021 0 / :05:00 p. Cc=—04'00' 0:•• STATE OF :k/` O R C•• jN.` Zachary R. Priest, P.E. Florida Registraton No. SS;0NA EN 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 D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: ALC15001 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 1 Location 1 Location 1 Location 1 c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Lotion 1. FL12194-R3 1 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 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 Lnralfinn Fastener Fastener Location 11 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F roved Systems for 12anch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overran with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 207 Approved Systems for 244nch Overran with F-Channel 2!U--# 1 Approved Systems for 244nch Overran with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/64nch One (1) min. 1 3/4-inch long x 12F-1 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch0. inch 072-Inch dia. x min. 3/16 t40.0 24-inch o.c G head dia. trim nail spaced 36-Inch o.c. Max Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 12F-2 16 rnch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 244nch o c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1) 14 ga. 5/8 inch long T nail One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. WOE crown staple spaced head dia. trip nail spaced 48- 64.2 and securing each paanelnei iapp inch o.c. ALC15001 FL12194-113 Page 2ot7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/24nch One (1) min 3144nch x One (1) min. 1 3/44nch long x 12J1 Max. Wood staples in diamond long x 3/84nch head diameter Wood 1/4-inch crown staple 0.inch dia. x min. inch 4. 16-inch pattern spaced 24- grew s paced 164nch o.c. spaced 8 inch o.c.. spacedheadeaddia. trip nail spaced 48- p 642 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 pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1144nch crown x One (1) min. 1.75-inch x 16F1 - Max. Masonry One (1) 14 ga.•5/84nch long T nail Wood 14nch leg staples spaced max 0.072-inch diameter finishing nail with min. 3/16- 3.3 inch12-inch spaced max. 8-inch o.c 4-inch o.c. and securing each head spaced panel lap 124nch o.c. One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x Max. Three (3)18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4 inch o.c. and securing each finishing nal with min. 3/16- 53.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch o.c. Max. One (1) 3/84nchhead dia. nail, min. One (1) min 3/8-ihch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3116-inch head dia. trim nail i25.6 inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/flinch One (1) min. 1 3144nch long x 0.0724nch dia. x min. 1/4- 27 16F-4 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 244nch o.c. spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix 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. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/ 16- 43.316-inch spaced 84nch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 gaA144nch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16anch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.o and securing each finishing nail with min. 3/16- 143.3 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. 3/44nch x 1/44nch One (1) min. 1 3/4-inch 16J-1 Max. Wood crown staples diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Ap roved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi) 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 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 tap 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. BOI.90 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.a 16 inch head spaced spaced 164nch o.c shank nail x 0.0724nch diameter 12-inch o.c. 24-Inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal, lx2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 801 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch Inch o.c. 12-inch 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max One (1) 14 ga. 518- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- spaced finishing nail with min. 76.6 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch 3/164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 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 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 2S Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securinga 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 finishing nail with min. head spaced 44nch o.c. One (1) 18 ga.1/44nch crown x 14ndh leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12inch o.c. searing One (1)18 ga. 1/4- One (1) min.. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16 rnch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and searing 3/16-inch head spaced 164nch o.c. inch ring shank x 0.0724rich diameter each panel lap 16-inch o.c. na124-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o c. searing One (1)18 ga. 1/4- One (1) min. 1.75-inch x One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16meh Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and searing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-Inch o.c. finishing nail with min. 3/16-inch head spaced 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 244nch 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 1 x2 No.2 SYP scabbed between rafters with one (1) One (1)18 ga.1/44nch Nominal 1x2 2 nch x 7dmin. shankringshank nail crown x 14nch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed drrou h99 the rafter into the end staples spaced 12-inch o.c searing One (1) 18 ga. Y.- One (1)min. 1.75-inch 24J-1 Max raker with one x 1-inch leg of the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 260 12-inch 1) min. 2.25- staples in diamond min. 2.25•Inch x 7d One (1) min. leg staples spaced 3/16-Inch head spaced inch x 7d ringpatternsspaced 16- Po ring shank nails toe x 0.072 inch diameterdiameter 8-inch o.c. 12-inch o.c. Shank nail inch o.c. nailed either side o1 finishing nail with min. 244nch O.C. atthebatten at each b 3I16anch head spaced Intersection. Max. M 4-inch o.c. rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between ratters with one (1) One (1)18 ga.1l44nch Nominal 1x2 min. 2.25-Inch x 7d ring shank na0 crown x 14nch leg No.2 SYP Three (3)18 sbai ht naled thrown99 staples spaced One (1) 18 ga. - One 1 min. 1.75 inch anchored to ga.1/4-inch crown the rafter into the end 12 eac o.c searing each panel lap inch crown x 1 inch x 0.072-inch diameter 24J-2 Max rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. t53.3 164nch 1) min. 2.25- staples in diamond min. 2.25•inch x 7d One (1) min. 1.75-inch 84nch o.c. and 3116-inch heads acedPinchx7dringpatternspaced16- P P g shank nails toe x 0.072-loch diameter securing each netg 16-inch o.c. shank trail inch o.c. nailed on either side of finishing nail with min. lap 244nch O.C. the batten at each 31164neh head spaced batten/rafter 4-inch o.cintersection. Max. 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 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 APPRoyED SysTEMs section of this report for additional installation details of a selected system and maximum design pressures fimitations. System No. Installation Detail Min. 3/8' hand dia. nail with m1n. un4ag4mentt_or voc3 substrata) or Din. 0.097• die. ?•Dail cr ar-uD nail v:? min. S!8' ongagemenct_or ccII.C. or tla,:k subutro-0 - upaca: as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 &4- 12F-3 CHANNEL W=d, Concroto or 6la-Y, wsll 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 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 f SOFFIT STAPLE OPEN 3/4' x 1/4' DIAMOND PATTERN I I El DETAILCROWNSTAPLES USING A DIAMOND ` — I WMI sr nts PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4- x 1/4- CROWN FACIA BOARD 8' 1-3/4' TRIM NAIL STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. F' CNANNEL CAN BE PAINTED S.S. 48' fASCa CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4- x 1/4- DOWN CROWN STAPLE SOFFIT- mwA• 12-1nch span WOOD -J SOFFITSOFFITSUBSTRATE FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 12J-1 CREEK TECHNICAL SERVICES. LLC No. I Installation Detail OPEN RAFTER 3/4' X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN Li—CRANNEL ocreaded to soffit wyth crefli Be x 112" a 3!e1bead 1-3/4' TRIM NAILJ PAINTED S.S. 4S' O.C. diameter ^.crew, 16" C.C. WOOD OR BLOCK SUBSTRATE SOFFIT —max. 12-incb span ALUMINUM COILS, INC Soffits Appendix B V;,. SOFFIT STAPLE DIAMOND PATTERN FACIA BOARD 11 j L krw[EN DETAIL FASCIA CAP 3/4- X 1/4- CROWN 1ATRIMRMNLFACIA BOARD STAPLE 'B" ON CENTERP FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f' TRIM NA0. —\ , e— FASCIA BOARD PA6vtEU SS. I FASCIA CAP OPEN RAFTER SOffll 1'4- CROWN STAPLE WEIA BOARD aabr;au 16F-1 SOFFIT & FASCIA W 6F-5 DETAIL FASCII CAP: REFER I TO SOFFIT t FASCIA DETAIL f' (MANNEL SOFFIT: MAX. IS- SPAY MASONRY ISUBSTRATE ALClSO01 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16F-3 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail W,,n. 3, 3" head dia. nail with min. 1 1.° sngacement(for •ood subatrste) cr min. 4.097" •dla. T-nail or stuz nail with min. 5/3" srgagamant(for concrete or block substrate), apaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, wncrate or Bl--cl: W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L--PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail. VW ,crWcod % SOFFIT STAPLE OPEN RAFTER II'` DIAMOND PATTERN 3/4' X 1/4' ; I DETAILCROWNSTAPLESt1 iUSINGADtkYo0 ` s IM i PATTERN FACIA BOARD FASCIA CAP 16F-4 3/4' X 1/4' CROWNJTRIMN"AILFACIA BOARD a- 11-3/4' STAPLE ON CENTER TRIM NAIL P7'fCHANNEL CAN BE PAINTED S.S. 48' INSTALLED CAPWITHTHEO.C, FASCIA NAILING FLANGE UP OR 3/4' X 1/4• DOWN CROWN STAPLE SOFFIT— sue• 16-inch span WOOD S SUBSTRATE SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail T t TRIM NAIL ,-FASCIA BOARD PAINTED S.S FASCIA CAP SOFfIi f q' CROWN STAPLE OPEN RAPIER FASCIA BOARD I-R CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOZ DETAIL 16F-2 8 PATTERN. REFER To SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA REFER TO SOFFITIT t FASCIA DETAIL 8- F' CHANNEL SOFFIT; MAX Tr SPAN W 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 16J-1 No. I Installation Detail 3/4- X 1/4' CROWN STAPLE '24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM' NAIL-, PAINTED S.S. 48' O.C. SOFFIT -max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B Nr„M `, SOFFIT STAPLE r ' ' DIAMOND PATTERNII FACIA BOARD DETAIL FASCIA CAP 3/4' X 1/4' CROWN FACIA BOARD STAPLE 'S' ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. CREED TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRM NAIL FASCIA BOARD l PAINTED S.S. I- CROWN STAPLES FASCIA CAP USIRG A DIAMOND SOFFIT PATTERN: REFER TO t'.,=' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL — t I' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT b FASCIA 24F-1 & t DETAIL 24F4 Yat' CROWN STAPLE — FASCIA [A; REFER TO SOFFIT i FASW / \ F-[NAIINCL tSYP DEA0. eatta SOFFIT: MAX24" I _ 3B Rafters r.Ih eot TO L Rho Shank Mai at ewry Rifler 1 W000 SUBSTRATE \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation repon is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' IRCI NAIL FASCIA BOARD I PANTED S.S. 1-' S17DOTM SMART( I I I FASCIA CAP ROOF RAILS SONI, 1'af' CROWN STAPLE 1 j' IRIA MA0. FASCIA BOARD PANTED S.S. SOFFIT & FASCIA DETAIL 24F-2 & 24F-5 I 1's' CRONN SIAPtE FASCIA CAP. REFER 70 SOFFIT S FASCIA DETAIL Notuntl 1'x2' S;'P Batteo Anchor, to SOFFIT; MAX. 24' F-CKAMMEL Ratters .da one Id Rinq Shabk Mad at eaery Ralter WOOD SUBSTRATE ALCIS001 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' 1RIt1 NAIL PAINTED SS I FASCIA BOARD ItGA (' 1-NAILS i II FASCIA CAP SOfnT 1 Y4' CROWN STAPLE Ij- TRM NAIL FASCIA OOARDr1lPAWEDS.S. SOFFIT 3 FASCIA DETAIL 24F-3 & 24F-6 I CROWN STAPLE FASCIA CAP; REFER To SOFFIT L FASCIA OEtAIL NomWl rai SYP flatten AMheroo to SOFFIT: MAX. it' F-CI ARAL Rafters .TIN ere 1d Ring Shutt Nan At every Rooter MASOIIRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' TRIM MAX t FASCA WARD PAINTED SS. 1'4' CROWN FASCIA CAP STAPLES SOFFII— j USING A DIAMOND PATTERN. REFER TD CANITLEVEREO r.}' CROWN STAPLE SOFFIT STAPLE DIAY.OND PATTERN RAfTER OCTAL FASCIA BOARD SOFFIT b FASCIA I TRIM NAL PAINTED SS. DETAIL 24J-1 8 r,f CROWN STAPLE 24J-2 r I io SOFFIT i FASCIA OCTAL / \ rlorn7latt•A7SYP WIIM! • acasoeA 1-ENANv I 7and SOFFIT: IUX. T' I 3l8 C. Im ona (1) 0 fiI1Q shaft naF zinogns-na0 D 11- 00 Ins ftller h10 tna me WOOD SUBSTRATE of In Eatkn or h" 12) 70 \ i Ong sttanl. nab toeanaoc on / aQw iae a Ins tNilllr/l at IIIt — Wtlennalbr nunleUion / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MW CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-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„ tt 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. SM CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean Roof Height fl 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 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 1 23.5 26.4 29.4 32.5 50 1 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 1 23.5 26.4 29.4 32.5 50 12.5 14.7 1 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 1 15.4 1 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC 15001 FL12194-R3 2of4 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 specircally addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure C Building Type Zone. Mean Roof Hei ht ft Basic'Wind Speed mph). 120. 130 ' 140 150 160 170 180 19t) 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 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 1 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 1 16.8 19.7 1 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 1 17.4 20.5 1 23.7 27.2 1 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC soffits Appendix C Oesi n'Wind Pressures for Soffits in Exposure D Building Type Zone' o.n Basic Wind Speed rri h ' 120 130 . 140 . 150. 160 • 170 180 190 200 Enclosed 4 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2M6027.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 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 1 -77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 1 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 1 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 1 26.7 30.6 34.8 39.3 44.1 1 49.1 54.4 60 20.2 23.7 1 27.5 31.6 35.9 40.5 45.4 1 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" r 1/8" HEM 15/8" 1 T 3/ l6" 1 3/8' ISOMETRIC VIEW 3/r PROFILE ISOMETRIC VIEW UP PROFIE 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" 7/8" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC150O1 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. CREED{ TECHNICAL SERVICES. LLC 16" 04 Soffit 18' BLANK 3 / 8 PROFILE 2.E25 RU. 25 7tP. DIDDDD0 DDDDO D D D D 0 D DDDDD DDDDDD 00000 Of I&WR PnTRN IMI St it LOWERS MAD IN S%ME pR=0N AS RIBS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8' 1/8" 1 31/8" S/16' 1/2" 1/2' 1/2' t/2" 112" 3/4" 13.75" BLANK 3/8" PROFILE 2.625 REEF. 50 TYP. 01125 Ty?. ALUMINUM COILS, INC Soffits Appendix D D DDODD DODOD OODDDO DOODO DOOODO DDDDD W OF tOL= PAM" mnI a y n LONERS FORM W SwE 01-MCr" AS Po!5I END OF REPORT ALCIS001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa. FL 33634 813)249-9743 www.aluminumcollsinc.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 En& Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit 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. T1-71A- 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit F,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 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. rr, P...... 2015.08.27 No 74021 07.05.00 A 04'00' STATE OF A, O R O P' % Zachary R. Priest, P.E. Florida Registrabon No. N A Organization 021 on 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) ALCIS001 FL12194-R3 Page 3 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 Locationion b. 12" T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Location Lo lion Location Location J c. 16" 04 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 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. Pa CREEKim TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A d. 16" Q4 Soffit - 8-inch o.c. Fastener Lnnatinn lF Fastener Fastener Location 1.,l Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24J Approved Systems for 24-inch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max' One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16 tnch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- 40 0 24-inch o.c. o c inch head dia. trim nail spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/44nch x 1/44nch One (1) min. 1 3/4-inch long x 12F-2 164nch Wood crown staples in diamond pattern Wood croovn staple spaced 8-inch o.c. 0.072-inch dia, x min. 1/4-inch 48 spaced 24-inch o.c. and securing each panel lap head diatrip nail spaced 48- 64.2 inch o.c. 12F- 3 Max. Masonry One (1) 14 ga. 5/8-Inch long T nail Wood One ( 1) min 3/44nch x 1/4-inch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/44nch 48 16- inch spaced 8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 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. 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 PsQ Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 112-inch One (1) min 314-inch x One (1) min. 1 314inch long x 12J-1 Max. Wood staples In diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0. 072-inch dia. xmin. 1/4-inch 48 1 i" pattern spaced 24- screws paced 164nch o.c. spaced 8-inch o .c.. head dia. trip nail spaced 48- 64.2 inch o.c, connecting soffit to J hannel Inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F- Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One ( 1)18 ga. 114-inch crown z One ( 1) min. 1.754nch x 0diameter 16F-1 Max Masonry One ( 1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced max. Hl with min. 3/16- ng nail finishing553.312-inch spaced max 84nch o.c. 44nch o.c. and securing each inch head spaced panel lap 12- inch o.c. One (1)18 ga. 1/4-Inch crown x One (1) min. 1.75-inch x Max Three (3) 18 ga.114-inch crown x 1- 1-Inch leg staples spaced max 0.072-inch diameter 16F-2 12inch Wood inch leg staples in diamond pattern Wood 4 inch o. c. and securing each finishing nail with min. 3/16- t53.3 spaced 164nch o. c. panel lap inch head spaced 12-inch o. c. Max, One (1) 318 nchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 .inch long x 0.072 inch ddiaia. x min. 16F-3 16•inch Wood 1. 25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail t25.6 inch o. c. O. C. spaced 36-inch o.c. Max. Three (3) min. 3/ 44nch x 1/44nch One (1) min 3/ 44nch x 1/4-inch One (1) min. 1 3/4-Inch long x 0.072-inch dia. x min. 1/4- 27 16F 4 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. inch head dia trip nail 36.1 spaced 24-inch o. c. spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel 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 finishing diameter p inch nail with min. 3l16- flfinishing 43.3 164nch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One ( 1) 18 ga1l4-inch crown x One (1) min. 1.75-inch x Max. Three ( 3) 18 ga.1l4-inch crown x 1- 1-inch leg staples spaced 4 0.072- inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood inch oand securing each c. finishing nailwith min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o. c. Approved Systems.for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 314-inch 16J-1 Max. Wood crown staples diamond pattern W One (1) min 3/4-inch x 1/44nch long x 0.072-inch dia. x 23.5 164nch spaced 24 inch 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 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 pso 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 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 20-1 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. 1.75-inch inch o.c. 3/16-inch head spaced spaced 164nch o.c. shank nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max inch x 11 ga. anchored to each panel lap Inch crown x 1-Inch 0.072-inch diameter 801 24F-2 12-Inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced 164nch o.c. inch ring shank x 0.072-inch diameter 12-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 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 244nch o.c. finishing nail with min. 3116-inch head spaced 414nch 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. 502 CREEKImTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width psf) Substrate F=Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga. 1/4-inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-0 16 inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nailshankail x 0.0724nch diameter each panel lap 16-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 x 14nch 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 14nch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofingnailspaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3116-inch head spaced 16- inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1)18 ga. 1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.072-Inch diameter 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 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. LIM 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 Psf]l Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 2.254nch x 7d ring shank nail s own x 1-inch leg No.2 SYP anchored to Three (3) 18 9 a.1/4-inch crown straight -nailed throughOne the rafter Into the end staples spaced 12 inch scarring One (1) 18 ga. /.- 1) min. 1.754nch x 0.072-Inch diameter 24J-1 Max. rafter with one x 1-inch leg of.the batten or two (2) each panel lappa Wood inch crown x 1-inch finishing nail with min. 60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch); 7d One (1) min. diameter leg staples spaced 3/16 inch head spaced inch x 7d ringpattern spaced 16- P Pa ring shank nails to x 0.072-inch diameter 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 24-inch o.c. the batten at eachbatttenatler 31164nch head spaced Intersection. Max. 4-inch o.c. rafter spacing Is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 229-Inch x To ring shank nail crown x 1-Inch leg No.2 SYP Three 3 18 straight -nailed through staples spaced 12 securing One (1) 18 ga. %a- inch x 1-inch One (1) min. 1.75 inch Max anchored to rafter with one ga.1/4-inch crown x 14nch leg the rafter into the end of the batten or two (2) each pao.cel eaW' panel p yy crown I staples aced e9PPx 0.072-inch diameter finishing nail with min. 53.3 24.1-2 16- inch 1) min. 2.25- staples in diamond min. 2.2minch x 7d One (1) min. 1.75-inch 84nch o.c. and 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- x 0.0724neh diameter securing each panel 16 nch O.C. nail inch O.C. nailed on either side of shing nail with min. finishing lap24-inch o.c. the batten at each banewrafter 3116 Irtoh head spaced intersection. Max. 4 inch o.c. rafter spacing is 244nch o. c. ALC15001 FL12194- R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B INSTALLATION Note - Refer to the APPRovEn SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Hit. 3W head dia. nalk with alit. 1;t- en3agemetttloz wood substrate) or min. 9.9971 dia. T-nail or stub nail with min. °!8^ engagamentlfor c,=_rate or kl,>:Y. euiiatrs:u) . apa:ei as noted above. ASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II \ I SOFFIT (OVERHANG WIDTH VARIES) 12F-3 Ward, Concrete or Block. Well STAPLE SOFFIT TO FASCIA BOARD #T50 3/81, 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 athibutes that are not specifically addressed herein. z CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail scr-cc" ; SOFFIT STAPLE OPEN RAFTER 3/4- x 1/4- j ; DIAMOND PATTERN DETAILL"lrre CROWN STAPLES USING A DIAMOND / r PATTERN FACIA BOARD FASCIA CAP 12F-2 fACW BOARD 13/4' x 1/4' CROWNJS.S. 8' STAPLE ON CENTER PT—'F' 1-3/4- TRIM NAIL CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLED WITH THE O.C. NAIUNG FLANGE UP OR 3/4- x 1/4- DOWN CROWN STAPLE SOFFIT -max. '-2-1nch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAILIr 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. C REEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER SOFFIT STAPLE IST I 1 DIAMOND PATTERN DETAIL n' FACIA BOARD y.' otrvm rl STMtCS 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 f 3/4- X 1/4' CROWNJTRIMMLFACIA STAPLE '8" ON CENTER tJ—CHANNEL BOARD 1-3/4' TRIM NAIL) PsckswedtosoffitPAINTEDonelliReaS.S. 48'with FASCIA CAP 1!2' x 3/8• bead O.C. diameterscrew, 3/4' X1/4' 16, o.c. CRON STAPLE SOFFR—taax. 12-irh apanS WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail 7 t NAILI FASCIA BOARD INI. PAEYfEO S.i. FASCIA CAP SOFfR 1-41- CROWN STAPES OPEN RAFTER FASCIA BOARD 16F-1 SOFFIT S FASCIA r3<16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT t FASCIA OCTAL F' CNANIid SOME FLAX. N- 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/S1 head Ala. :fail with min. 1!1" an,agamanctfor ww:l substrate) r min. 0.0971 dia. T-na:l or stub nail with min. S%3" .nca•3emenL(fc: cgncrate or :,lock substrate), spaced as noted above. FASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or 310c): Wall STAPLE SOFFIT TOzASCIABOARD #T50 X 3/8" STAPLE4r3/8" 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-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n, , SOFFIT STAPLE OPEN RAFTER r ; DIAMOND PATTERN 3/4- x 1/4- t I ' DETAILCROWNSTAPLESt USING A DIAMOND ratrvEaA sT cs A PATTERN FACIA BOARD i FASCIA CAP 16FA ago 3/4- X 1/4- CROWN FACIA BOARD 1-3/4' TRIM NAIL 8" STAPLE ON CENTER 1-3/4 TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLED WITH THE O.C. NAILING FLANGE UP OR 3/4- X 1/4' DOWN CROWN STAPLE SOFFIT —max. 16-inch spar. WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAILIr ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I?- TRIM NAIL FASCIA BOARD PAINTED S.S. J FASCIA CAP SOfFIT r4' CROWN STAPLE OPEN RAFTER j FASCIA BOARD Y CROW STAPLES SOFFIT 8 FASCIA USING A DIAMOyD 16F 2 & PATTERN: REFER 10 DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIACAP: REFER 10/ 10 SOFFIT t FASCIA F' CHARNEL OETA0. 6• 3/8 SOFFIT; MAX. W j ` _r SPAN WA SUBSTRATE \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-113 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES* LLC No. I Installation Detail 3/4- X 1/4- CROWN STAPLE 24- ON CENTER USING A DIAMOND PATMRN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM NIUL- PAINTED S.S. 48' O.C. SOFFIT -max. 16-inch spar. ALUMINUM COILS, INC Soffits Appendix B sT!, `, SOFFIT STAPLE I DIAMOND PATTERN 1 AIL FACIA BOARD \` T / ' DET i FASCIA CAP 3/4- X 1/4' CROWN4NMAJL,IA BOARD STAPLE 'B' ON CENTER 1PASCIA CAP X 1/4- N STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 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- MIN NAIL FASrIA BOARD PANTED S.S. 1, CROWNI STAPLES iI —FASCIA CAP USNG A DIAMOND SOFFIT`/ PATTERN: REFER TO SOFFIT STAPLE I-qI' t90MN S1APlf OIAMOND PA71EFW 1 OETAIL I —• f I t' TIM NAIL FASCIA BOARD PAOTTED S.S. SOFFIT & FASCIA 24F-1 & DETAIL t 24F4 rd- CROWN STAPLE FASCIA CAP; REFER i0 SOFFIT t FASCIA \ DETAIL Nernst rar s,P / I—--+-1---- 3re Barter A a" to SOFFIT: MATr.' I I I fdHANNEIRafterseaeX tera r:fr TO I — aL- 4 sea, tuB at — every flatter \ / HOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J' TRIM NAII FASCIA 20 RD 14- SnDoTN iNAxj( PANIED SS. II ,-FASCIA (AP ROOF MAILS SOtflt i 1'' (ROMN STAPLE I 1f' 1W NAIL FASCIA BOARD PAIKTEO SS. SOFFIT & FASCIA 24F-2 8 DETAIL 24F-5 t'+f' tR21rN SUotE FASCIA CAP: RtFM 10 SOFFIT t FASCIA DFTA0. Nowmat 1'R2' S-P Batten Anthore0 to SOFFIT; MAX 24' F-CKANNII Ratten rdh aft In Ring Shank Nail at uT Ratio MOOD SUBSIRAT( ALClSO01 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRIM NAR ,-fASCIA BOARD PAOrTEt/ S.i ILSA ?-MAILS I FASCIA CAP SOFFIT I 1'd' CROWN STAPLE I j' TRIM NAIL FASCIABCAiD PAINTED S.S. SOFFIT L FASCIA 24F-3 & i DETAIL 24F-6 I r j- CROWN STAPLE FASCIA CAPt R:FER TO SOFFIT 1 FASCIA I DETAIL 1'e2- SYP F-CNANNEIL rANamvWtteo Aachoreo to SOFFIh MAX, 2C Rafters Pith ore Id Ring Shank NCO at every Rafter MASONRY ALC1S001 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 }• TRIM NAA. FASEIA BOARD aD11ED SS. 1^4' CROMN FASCIA CAP STAPLES USLYG 0. REFER SOFftT TOPattOF1REFERTO UNTO.EV[3E0 rR CRown STAPtE SOFFIT STAPLI RAFTER OtAr.ONO PATEERN MAIL FASCIA BOARD L SOFFIT 3 FASCIA I • TAIM MAD. PAWED S.S. DETAIL 24.1-1 & R.-STAPLE 24J-2 FASnA CAP; RE.aER I TO SOfnt t FASCIA NOmnal 1• a 7 STP omrons 8- autwea oerveen naen aro SOfflt; MAx. Et' I 3/8 1MAN.iI secumc M7fOne (1) TO nnA l MoakCiIUmMTOdeOII11ttzennmYr. Othe eM Af% MOOD SODSTAAfEOf ft a two To As Anp a(tatt/. nsDa tm twee cn o s abunemltl3100Of me oanetn 0 the OO:tH4Yet1e11f1tege(11011 SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. NCREEKTECHNICALSERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and 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 wallstsoffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ n 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 34 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 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1. Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 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 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC or any product changes or quality assurance changes throughout the duration for which this report 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 Ex 'os6re C Building Type Zone Mean Roof• Height ft Basic Wind Speed mph) 120 - 136 140 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 75.5Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 1 26.3 1 29.9 33.7 37.8 1 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-113 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures fur Soffits in, Exposure D . Building Type Zone Mean Roof Hei ht ft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200. Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 1 -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 A4.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 1 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 1 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 19.61 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 4of4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" F t/8" HEM is/8- I T 3/ l4" 1 3/8- ISOMETRIC VIEW 3/Y PROFILE ISOMETRIC VIEW 3/A- 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" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 CREEKIm TECHNICAL SERVICES, LLC 16" 04 Soffit 25 11P. M126 T`?. 18- BLANK 3 / 8 PROFILE 2.625 RFr DIDDDDD DDDDD- D D D D D D DDDDD 0 DDDDDD . DDDDD WM1C f(%NCfl PTiIN fRbLN fl QOvaFla ro+MED n Svc aRECi'ON /S yes; ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 31/8" 7/8" 31/8" 7/8" 31/B" 1/2-1/2-121 " 1/2" 1/2" n 3/4" 13.75" BLANK 3/8" PROFILE 1625 PEE. rn. 2= 91P. am Tl?. DDDDD DDDDD DDDDDDn DDDDD 0 DDDDDD DDDDD Of totreg VIRrRN (MIN I Sru n LOLVEn FOP= IN SWE OIRMON AS MBS) 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. 4J28/2017 Florida Building Code Online 8CIS Home I Log In ( User iteplstratlon ( Hot Topics Submit Surcharge I Scats A fads ( Publications ( f8C Stall ( BCIS Site Map ( Links ( Search 0@7Product Approval USER: Public User Product Aoaroval Menu > Product or AorAI( tion Search > Application List > Application Detail FL # FLS444-RIO Application Type Revision Code Version 2014 Application Status Approved Comments Archived droduct Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19355 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-gobain.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-S9166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL5444 RIO COI 2016 01 COI Nleminen.odf Referenced Standard and Year (of Standard) Standard Year t ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM 07158, Class H 2O08 Equivalence of Product Standards Certified By Sections from the Code httpsJtvvww.floridabuilding.org/pr/pr_app dU.aspx?param=wGEVXOwIDgtah1g07CSsoycOr128CcpCJinUeXw7ibKvlUzOW4hL8w%3da/o3d 1/2 4/28/2017 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online Method 1 Option D 12/08/2016 12/14/2016 12/15/2016 02/07/2017 Sur mmary of Products FL # Model, Number or Name* Description - 5444.1 CertalnTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architecturalShingles __- _ asphalt roof shingles Unfits of Use Installation Instructions r Approved for use in HVHZ: No FL5444 R10 II 2016 12 FINAL FR CERTAINTE D AsphaltApprovedforuseoutsideHVHZ: Yes Shingle FL5444-R10_odf Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: YesOther: Refer to ER Section 5 for Umits of Use Evaluation Reports FL5444 R10 AE 2016 L2 FINAL ER CERTAINTEED As halt Shingle FLS444-111.0.odf I _ Created by Independent Third Party: Yes ContactUs :: 2601 Blair Stone Road Tallahassee FL 32399 phone: aso.487-11124 The State of Florida is an AA/EEO employer. COOvrlaht 2007-2013 State of flodda :: Privacy Statement :: Accessibllhr Statement :: Re/send Statement Under Florida law, email addresses are pudic records. If you do not want your e-mail address released In response to a public -records request, do not send electronicMOHtothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.07.1395. 'Pursuant to Section4SS.27S(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address if they haveone. The emalls provided may be used for official communication wRh the licensee. However email addresses are public record. If you do not wish to supply apersonaladdress, please provide the Department with an email address which can be made available to the pudic. To determine If you are a licensee under Chapter4S5, F.S., please tuck ftM. Product Approval Accepts: Via- M Credit Card Safe https:IANww.floridabuildirtg.orglpr/pr app dU.aspx?param=wGEVXQwtOgtahlgO7CSsoycOr128CcpCJinUeXwTiiWvIUzOW4hL8w%3da/o3d 212 J TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3S32.09.05-1111 FLS444-R10 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. 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 ANE1983 The facslende seal appearing was authorized by Robert Nieminen. P.E on 12/tIM/2016. This does not serve as sn electronicatIV signed document Signed, sealed hardcoples have been transmitted to the Product Approval AdmlNstratcr and to the named clent 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 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'• J TRIM Y `ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM 03161 04CA32986 12/03/2004 UL (TST 1740) ASTM 03161 OSNK07049 04/15/2005 UL (TST 1740) ASTM 03161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 OS/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & 03462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM 03161, 03462 & 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 UL LLC (TST 9628) ASTM D3161 & 03462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM 03161 & D3462 4796570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 478719S678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & 071S8 4787380356 10/26/2016 ULLLC ( TST 9628) ASTM D3462 47873803S7 10/13/2016 UL LLC ( TST 9628) ASTM 071S8 4787380357 11/08/2016 UL LLC ( TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC ( QUA 962S) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05-11I1 Cenif ate of Authorkotion 99SO3 FBC NON-HVHZ EVALUATION FL5444-1110 Revision 11: 12/08/2016 Page 2 of 12 J fRINITY i ERD 4. PRODUCT DESCRIPTION: 4.1 CT201", XT" 25, XT'" 30 and )Mm 301R are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shangleo, Landmark'", Landmark'" IR, Landmark'" Pro, Landmark'" Premium, Landmark'" TL, Landmark'" Solaris and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake', Presidential Shake' IR, Presidential Shake TL'" and Presidential Solaris' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras"", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" Is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge', Cedar Crest"", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified In accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones up to V„d = 150 mph (V„I, = 194 mph). Refer to Section 6 for Installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use In wind zones up to V„d =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 (Rd for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V„d = 150 mph (V,,,t = 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 3S32.09.0S-RI1 Certificate of Authorfration o9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision It:12/09/2016 Page 3 of 12 J TRINITY } ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1S07.2.3, 1S07.2.4 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 1S07.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1SO7.2.6 or R90S.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20r", XTr" 25, XT- 30, XTr" 301R: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 305 mm) (305 mm) +-005 mm) i 1 l"(2amm) Sealant — (25mm) 5SW(145m m 5 r&POn METRIC _ t3/a" - IVA" - 131M' _ 1"(25mm) 11ani 1"(25mm) +I Ngum II.3 Usefoar nails fbrenery frsfl sbingfa STEEP SLOPE Use four nails and six spots of asphalt fooling cement* for evety full shingle (Figure 11-4). Asphalt roofing cement meeting ASTh4 D4586 type It Is suggested. 41 r I Roellnp Cement Apply I-(25fan) spins of asphalt roofing cemeni under each tab corms. figum I1-4• Usajuar Polk m dsiv spot; q/aspwtsurarrIon sleep &!apes CAUIYOM. Excessive use of roofing cement can cause shingles to blister. 6.4.1 Hip & Rldne for CT201". XT"A 2S XTr" 30 XT'- 301R: Cut Shingles 2bmm}rl -"It,r 2"(50mm) t Rerrrover ti I f 2.. 305 mm) Shingle Shingle Shingle figure 11.24. Osl tabu, !beer Min back to oaks cap shtngfas b'rTflsb dimentions sboum). n° AVire 11.25. InslaUallon ofarps along & bifts and rie4m. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic° NP11" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certificate of Authorlcotlan a9SO3 FBC NON-KVH2 EVALUATION Evaluation Report 3532.09.OS-Rll FLS444-RIO Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 LOW AND STANDARD SLOPE Use SIX nails for even' full shingle located as shoceu helot: t r t? amtriLlu tWLin [ I-- L 1lqure Jk Lw sir uafb•f tr ereq fill s6ingle. RINITY I ERD STEEP SLOPE OX- Sit nails :wd F01M spots of:upitalt moliog cement for twty (till shingle as shown belatr..tpply asphalt roofing centeat 1'(25 tun) from edge of shingle. Asphalt mortog Cement meetitg:161111 0 ai86 lipe 1t is suggested. Hip & Ridee for Arcadia': Cedar Crest'", Cedar Crest' IR t'rlS mnt t'rbaml— — fl; LSo Six nails amd%r,nr s/mots tf aspbalr rtolyhq coutcut an sleep slaps. Use two (2), minimum 1Y.-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum Y..-inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic• NP31" 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. Hand -sealing adhesive 4' 1f4" 1' Dab of asphalt I cement between — 1, shingle layers Exterior Research and Design,LLC. Evaluation Report3S32.09.OS-Rli Certificate oJAuthorlratlon 09S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page S of 12 6.6 1 BELMONT'": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. I IT13SM) a Loa I •-1' (25 MM) S0'I}dnm) o Add"if m-ls d mired TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM 04586 Type II is suggested. I' (25 rn1d-•.--.•-• .—• goalinq Cemcnl .---.•..•.- 6.6.1 Hip & Ridge for Belmont'": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Ootion 2: Shangle® Ridge F1911ra IT 18.• S'bangle" Ridge. 18' Remove tape J. Exposure from'the right side 1. 8• and fasten SECOND theFasten left side 85ie' RIGHT FIRST LEFT Flgura 17-19: /nslallatlotl ofSbangle® Rldge sbingter on blps and rldjw. 6.6.1.3 For ASTM D3161, Gass F performance use BASF "Sonolastic• NP3'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements. Exterior Research and Oeslgn, LLC. Evaluation Report 3532.09.0S-1111 Certy7cate OfAuthorization p903 FSC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE $MANGLE® AND GRAND MANOR SHANGLE®: rcro (snot LOW AND STANDARD SLOPE Be five eaiL. for every fill Sinogle. I LI I (251tnm) sn3r' a S/s" 16.ant 1220 mrit) 1•1gi,m 17- l: Ifte ln! nrdls frr everyfill Grond Alanar Slwlagh-, Cdrrlagd IMnse.0dogk. to, Centennial Shoe r TRINITY I ERD We scveit nails and throe sptas of aspbah roofing mitenl fir evcrT hdl Gntnd .%hutor Vianglc. lice five nails anti hint: spots of aspliall rarfing ceumtl for even fill Carriage Mime Shanglc and (kinennl: l Slaic.. 1pply aspltah ntnftng aanau 1' (25 min) fnnu alga of Ainglc P/ gnrn 17-5). asphalt nto8ug cement mating ASTU 0.15.146 3}pc II Is suggnted. 18mm 1` t 125 --- F7gure 17-5. When iusledlhrg Cnrrul. ttiarSlmnRhes on slap slopes. ran wren aids and lore spot" ofasphedl me flagereaeal. Hip & Ridge for Carriaee House Shanele° and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANI) MARK'm, L'ANOMARKt" ER,'LANOMARKrr" PRO, L-ANOMARK'"''PREMIUM, LANDMARK*''' TL; LANDMARK'"' Sams, LANDMARK*"" SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRI( DIMENSIONS 12•' 143/4" 17, 1--( 305 mm) --(375 mm)-- --(305 mm)-- Y•:. ' G2G+4Y iMt':g: f+.4(: i:-)}ttl.i•V:6ttt: r@ L I-I" (25 mil) Rdw a Tape 1" (25 mm)-"'I Nailable } Arai LANDMARK TL NorthGate: 13'/ 2" 13" 131/t•' 343 mai)- —(330 mm)—--(343 tnm)--j 1•' ( 25 mm) 1" (25 (wm)- orm I-pl- ltcr four ru+l/sfarmen fell shhgk. subs N481' ta A4EA Ir 305 mm) -+ 143144 375 mm) — 12' 305 mm) Haling Liss r ( 25 ma) wr nal Iro enwr na l Ire NaN uaaa for low and elapdard *ptn (Pam 2:12 to 21121 Hal baMaan toper A hew: Into es 1'K*11 abma. Exterior Research and Design,LLC. Certlprote of Authorlratlon 09501 FOC NON-HVHZ EVALUATION Evaluation Report 3532.09.OS-Rll FL5444- RlO Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spoils of :tsplt h roofing cement for eeety ftdl laminated shingle. sce below. Aspltah roofing cement sltotdd meet ASTJ1 04586 1Vpe it. ,4iply I- spots of asph;dl roofing cement unde each corner and :a abow 12" to 13" la from each edge. METRIC DIMENSIONS I_— 12" 305 nm) I"(25arn) Nail area-- - — _ Fix Sleep. — 25mm)---- 14-1/4"— —12" 375 mm) (305 mat) 141f1:Pf.N:...a'Ccc•.lA.'..b R.Y. lea a Tape I (25 ) i STEEP SLOPE F\k- J TRINITY I ERD LANDMARK n 131/2 13" 131/2" 343 mm) (330 mm) (343 mm) I L -1"(25mm) 1"(25mm)--j I I 25mm) NorthGate: 12' 14-3144 Rooting Cement Figure 13-5.• M4six nabs andfoar spots of asp/ xrtt rooJfng cement on steep slopes 1" 25 mm) Nailing areas for steep slopes (greater than 21:12) and " Sion"alling" Nail between lower 2 nail Ones as shown above. 6. 8.1 Hip & Ridee for Landmark'. Landmark' IR LandmarkTM' Pro Landmark'" Premium Landmark'" TL Landmark"" Solaris. landmark"' Solaris IR NorthGate: 6. 8.1.1 Option 1: Shadow Ridge`" or NothGate Accessory 12' 97/r 305mm) ( 250 m) t 61 —415/1 415/1E 150mm) 050mm) (125mm) (125mm) I Notch (or centering 12' 7 5mm) Notches for Align ient to Lthe Top Edga of the Previous (180n Cap (or 5' (125ntrn) Exposure English Dimension Shadow Ridge'" Notch for centering 131/ 4' —T 337tnm) Notches for Alignment to the Top Edge of the Pravbus 75/8• Cap for SSA'(141mm) Exposum Metric Dimension Shadow Ridge'" Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0S-R31 Certt/ leateof Authorization e'9S03 f8C NON-HVHL EVAWATION FLS444-R10 Revision 11:12/08/2016 Page 8 of 12 r-- 1NUJ TRINITY I ERD 9 27.32' 25a Ccu) IVIVi125im, 1J 1/8" Cermltn, ll Ieh I+ s 5/8' e 8 sm.- I _ I (168 mm) 168 mm I 13 1/4' i 3371rm) \ / PligO IMsG T Centering Notch sidles to tap , 13 m ` Gtkye at A4gn thoso 7 5.6' ( 337 mm) 10L mn) p1mitwt pulse I 7 5/8- notchas to top (194 nun) edged 1 feYl0U9 rAUr99. NorthGate Ridge NorthGate Accessory 12' d05mn') I LayhipNotch I 61(125nvn) I I ExPosule Figrua 13-20.• Use laying no&-lw la cantor shinglas an Mps and. ridges, and to locale do corned exposure. 6.8.1.2 For ASTM 03161, Class F performance use BASF "SonolasticO NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1131 Cerrl/Icate of Authorization 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 TTRINITY I ERD 6.9 [PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE'" IR, PRESIDENTIAL SHAKE TL'", PRESIDENTIAL SOLARIV": LOW AND STANDARD SLOPE: For loly and standard slopes, use five nails for each full Presidential shingle as shown below. Nailing 1.-- 40' Guido ones (1016 nun) 5 1/4' 133 nun) 14 1/4' Itf2 allmm) 362mm) NOTE: Apply nails on painted guideline. Figure 16--Q• Fastening Presidential and Presdenlial TL Sbalm sbinglaton low and standard slopes. STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply V diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between die nailing guide tales, apply 4 nails 1' above tab cutouts making certain tabs of ovrrlong shingle cover nails. 1 T I' diameter asphalt roofing cement Figum 16-7.• Faslenrng Prgl`ldem11a1 and PresldMUd T/L Sbake sbinsid on sleep slopes. 6.9.1 Hip & Ridge for Presidential Shake'"". Presidential Shake"" IR. Presidential Shake TL"" Presidential Solaris'"• 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can'be used for covering hips and ridges. Apply shingles up to the ridge (expose no more (hall 7' from the bottom edge of the "tooth." Fasten each accessory vAth two fas. tenet's. The fasteners must be 0/4" tong or longer, so they penetrate. either 3/4" Into the deck or completely through the deck. Presidential accessory comes In two different sizes: Accessory produced in Birmingham,.AL•is 12' x 12% Portland, OR produces 97/a' x l31/4- accessory. 6.9.1.2 for ASTM 03161, Class F performance use BASF "Sonolastico NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.10 HATTERAS'": 1 Mitt STANDARD AND STEEP SLOPE: 1 (2]llmm) Il]0amp 17Aanm) (7d0am1 I Ran mm)'r—MA mm) I - (230 mm)•I•(0 NRune 15.J: Frniening flnlleme XhIn#ss an raa• eaAA'ImaLmf .VoPrr Nr loss and nanhlnl Jolms. u3e G.e nails for each fall lama ddagle As Amer alvxr. Fipnr IS- 1: fMM10,V f/aarmraNuyJri as ShVP31olrl For". dnpe,, we me nail. and rlgla ip"s a(aaphalt ruorulg eelncln (01 k0rh Intl n311aas 3111114C u shmMa .June. Apply 1' 2541,01) dla"eler steal o(n"Gog ceuual (A.tiTA10 W61kpr II w&ge7ue/n ande'r tach nth an alT. en-st shlnde law Islam. An eel espase cemeuL C-MMON: I'm much nulfalg awau .tin cause shinglrs in Mister. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-R11 eertlpeate of Authorization N9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 f TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras"': 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14. 18 tbree plece units separate to make 54 fatless Afxessory sbingles 6.10.1.2 Option 2: Cut Hatteras Shingles 44 -- 230 min) 1 I 77 9\ mlr.)---i eoti8:.18" (460L460mmJ 203'mm) : ° `.. Cap Cap CapShingleShingleShingle2gomml Plgrua 15-2o.• cut Hatteras sbinglar to cake co ar cap. Figure 15-21: Installation of caps along hips and ridges 6.10.1.3 For ASTM 03161, Class F performance use BASF Sonolastic• NPi'"" adhesive or Henkel "PLIO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE"", HIGHLAND SLATE'.".' IR: i LOW AND STANDARD SLOPE: STEEP SLOPE: Ilse III%% nails and RK:IIT spots o(aspbalt rooeng cement• for each vao"a fuarl aaaat o»M full Highland Slate shingle. nor AOami•Dader SIX calls are nuit lred. Apply i' dlamcter spoLa of asphalt roofing cement under each tab comet Asphalt rooeng cement meeting ASTM wss6 Type II is suggested. um FAX flSM tdionalh YWlbd o.rr ever eoNra"rtra"Q Flgrrm t l •3.- Use M nalls for evoy MgWmd Slato sblugla oa y Wiwi tai..t au .4I arm} osr.u Wn. Otrrpurn +, 6 1 V SIXNa( arorota G , r. Urbraa awrorW ~ oawnrre. p — Roofing Fignao t t-JA: Usa RYE nails and eight sport ofarpbdt mofing cerntsnt aru(rrmeb rob corner. CAVflOW LLscesgw use of roofing Cemail Can faux Shingles to blister. 6. 11.1 Hip & Ridge for Highland Slater", 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. Certificate o/Authorirotion 09503 FEIC NON-HVNZ EVALUATION Evaluation Report 3S32.09.OS-All FLS444- R10 Revision 11: 12/08/2016 Page 11 of 12 6.12 1 PATRIOT": LOW AND STANDARD SLOPE Usc f01111 naik for every (till shingle hxau.•d as shoml below. haul t Jnn) I t l+ i2drl :7J1:srd i t ro JTRINITY ERD STEEP SLOPE Csc Fhl IR nails :unl fixv slwns of asphalt roofing crmr0r fur ttirr}• full IIlill0c as >hau'x I0mv. Asplwlt nwlCxg content nu W iug ,WTdI llfitK lylx II it sulgWvd. Apply 1'(2i null) spurs of asllh:11t nwding ccnrrtx :a shutt'n. CAUI'IO\: C\Ccssivc use of nuking hmcnl can cxuc Adagios to hl6ler. I— INS UWA IJrtin l •_ arannp hneM 901001 (M= lunq " 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table1S07.2.7.1 / 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 CIA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com ENO OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report IIS32.09.05-1111CertificateofAuthorization #9$03 FBC NON-HVH2 EVALUATION FLS444-R 10 Revision 11:12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization g9SO3 IT #13 ERD 353 CHRISTIAOXFORD,I TN 6478 PHONE: ( 203) 262-924S FAX: ( 203) 262-9243 CertainTeed Corporation 20 Moores Road Malvern, PA 19355 Evaluation Report 3S32.09.OS-Rii FLS444- R10 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC iS07.2.7.1 / R90S.2.6.1 CoNnNUECI COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The WWII* seat appearing was authadied by Robert Nkminen, P. E on 12/09/2016. This does not serve as an electronically stgned doo ment. Signed, sealed hardcoples have been transrnl"ed to the Product Approval Admimstraldr 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. Trinity j 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 TrinityiERO nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the St" Edition (2014) Florida Building Code and St" Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.S, 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, R90S.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: 9ftfiim Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM 03161 03CA12702 06/16/2003 UL(TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 OS/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 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL(TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFW2.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & 03462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM 03161,03462 & 07158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC ( TST 9628) ASTM D7158 47873803S7 11/08/2016 ULLLC (TST 9628) ASTM D3161 47873803S7 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Oesign, I.I.C. Evaluation Report 3S32. 09.05-R71 Certificate of Authorization # 9$03 FBC NON-HVHZ EVALUATION FLS444•RIO Revision 11: 12/ 08/2016 Page 2 of 12 N./-- ti Ji TRINITY i ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XT'" 30 and XT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont", Carriage House Shangle*, Grand Manor ShangleO, Landmark'", Landmark'" IR, Landmarkm Pro, Landmark' Premium, Landmark' TL, Landmark'" Solaris and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras"', Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 PatriotTM' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge', Shadow Ridge'", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: SA 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: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V.,d = 150 mph (V„It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to V„d =150 mph (V„lt =194 mph). S.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. S.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris') exceeds the calculated uplift force (FT) at a maximum design wind speed Of V,td = 150 mph (V„It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Oeslgn, U.C. Evaluation Report 3S32.09.OS-Ril Certificate ofAurhortration 09503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 3 of 12 TRINITY 1 ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1SO7.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R90S.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 I. CT20'", XT'--" 2S, XT'30, XT'" 30 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 3f)5 am)-• (305 nn()-+ (305 um) 1"(25mm)—11-nt_ '"(25mm)-•I 5 S/e" (145 nun) 1 S t12-lot rood MIN T L-L METRIC 131/e" lWe" r 131/e" 1"(25mm) _ SealantCant 1"(25mm) 6 Ve" L Flgwu 11.3: Usa journnlls jartY full sbingle STEEP SLOPE Use four palls and six spots of asphalt roobg cement• for every full shingle (Figure 11-4). Asphalt roofing ceuleml mceling AMNI D4586 type If Is suggested. r — — — — — — — — T iRoofing Cement Apply V (25 mm) soots of asphalt roaring cement undo( each lab corner. Figure 11.4.• flsejournads andsixspofsofaspW otvtumlon sleep slopes CAUTION: Excessive use of roofing cement rAn cause shingles to blister. 6.4.1 Hip & Ridge for CT201". XT" 2S. XT' 30 XT'" 30 IR: Cut Shingles 25 mm + 12 (50 nun) `Remove` iff I (305 mm)'-W f____f___ i (125mm) 12" Cap Cap cap 305mm) •t' as Shingle Shingle Shingle I Figure 11.24. Oil la&, d rmutfora k to m4lo cap sbinglas 6 ) \ \ Flgum 11-15: lnslallnllon q/'caps along The bile and ridgat 6.4.1.1 For ASTM 03161, Class F performance use BASF "Sonolastic° NPit"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS-RLl CerdJhate o/Authorlsadon 09503 FBC NON-HVH2 EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 4 of 12 6.5 I ARCADIA'": LOW AND STANDARD SLOPE tlse six nails for exe•n• fill shingle located :Lt shown below: f 1'tp amt 1'n5 mml+ IuIlie. ILd1 tt"t Lira Figure 2: W e six nails fur erv!r fidf s1watgiv. TRINITY E 1 ERD Use SR nails :um vixiii spots or auphah looms¢ cewent for ocn full shingle as .haw 1whim apply asphalt roaring cwtuit V(25 nuu) from edge. of shingle. Asplydl roofing ceuicut meeWtg AST11 0 4586 Type II Is swggcatul. 6.5.1 Hip & Ridge for Arcadia'': Cedar Crest Cedar Crest"' IR Cr G L a fi ptnv ;i: Ue fix wills and frnte slants tf asphalt tw f 1{t( ecatcat on steep slopes. Use two (2), minimum M-inch long fasteners per shingle. for the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum V..-inch embedment into the deck, or full penetration through the deck. for each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class f performance use BASF "Sonolastic• NPi'"" adhesive or Henkel "PLI Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand -se aling adhesive 4" 1l4" — 3/4" 1" Dab of asphalt cement between 1shinglelayers Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Cenllicate ofAuthoriration a9So3 FBC NON-HVHZ EVALUATION FL5444•R10 Revision 11:12/08/2016 Page 5 of 12 6.6 1 TRINITY ERD BELMONT''": Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below. Belmont shingle. Apply Asphalt roofing cement V (25mm) from edge of shingle. Sc'"' See below. Asphalt roofing cement meetingalr t-- I--rrasnwt ?Snad I »— ASTM D4586 Type II is suggested. f s9• u6ma) o A&doml mils A m pdit! i-- t SV 96 NMI f - r InraN flWiN Cement 6.6.1 Hip & Ridge for Belmont—: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest', Cedar Crest' IR hip and ridge shingles. 6.6.1.2 O tion 2: Shangle° Ridge r 2• ` t 8• Exposure Remove tape from the right side t •T i g• and fasten r • SECOND theFasten Remove left side 8s e. RIGHT This Tape FIRST LEFT Figare 17-19: lnslallallon ofSbangleO Rldgo sbingles Figure 17.18. VhangleO Ridge. on blps and ridges. 6.6.1.3 For ASTM 03161, Class F performance use BASF "Sonolastice NPlm" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Cerdlpcote of Authorization p9S03 FBC NON•HVH2 EVALUATION Izzorarl L Evaluation Report 3S32.09.054tll FLS444•R30 Revision 11:12/08/2016 Page 6 of 12 I TRINITY ' ERD 6.7 CARRIAGE HOUSE SHANGLE® AND'GRAND MANOR SHANGLE®: , LOW AND creso cl not STANDARD SLOPE Use five hails for every full slwngle. V. n5 mm) F- 510•' a 5a, 16 mat) R20 mm) FigureAwt#r, Use seven nails :urd time spurs of auphall roofing cement for every fill Crund Manor Shaogle. (1st• five tuilt and three spols of asphall motlog cemtot for every full Curiage douse shangie and (enlennral slate. Apply asphah roof ll; ct•nrcnt V (ti nun) from tdgt: of sldogle ftiere /7.5). Asphalt ranting cement meeting ASOI 04586 Ilse 11 is suggeited. n6 f7gum /7-5.- 1Pbrn insIlalug (irund Atner,Thangb s an sleep slopes. Ilse ser em adllr and lbn a spas njnspbrdl mn/ing rentral. 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'"i LANDMARK"! IR, LANDMARK!" PRO, LANDMARK'" PREMIUM, LANDMARK"' TL, LANDMARK'm SOLARIS,, LANDMARK"" SOLARIS IR, NORTHGATE: . ' - ' ' LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/e" 17, I--(305 mm) --(375 mm)— —(305 n1m)--I sa•s.vs•n:.r m :• ...;.- taa.:a.: f...u:::J.Yrtt-'.{TC mnt) Rdcas+a cape 1" (25 mnI) _I - I'/2" L - NailableT- . Area LANDMARK TL NorthGate: 131/Y' 13" 131/t" I••-(343 mm) --(330 mm)-- --(343 mm)--I 1" (25 tnrn)--I - figure 13.4. (:u•fiinr rmlG for nrr7 jrtll sbinRle. Atee ra+uvc Ir 1305 tam) •+ 14 375 mm — f (305 mm) -_1 Naling Ur;ls r3 1' (25 tnm) Upper n I Inn r (25 mm)--r ma Rating araa tar last and standard copes (Lmm 2:12 to 21:121 Hal bataten umtr & Irner Ina as -.nhn aotnv. Exterior Research and Design, LLC. Evaluation Report 3532.09.OS-R11 Certificate elAuthoriration p9SO3 f8C NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 7 of 12 I" +j 7-•r. 1?se/lie ndllr fnr tw•q• fill l:ruurl Aldunr A l nrhtge llonse Atioglo. ut• Cettlrnuldl Ade. N,•1 TRINITY I ERD STEEP SLOPE Use sis nails mid four spots of asphalt roofing cement for every full LANDMARK' TL huuinated shingle. See helua•.:lsphah roofing cement silooid meet ASIA 04586111x` it. 1pply I- spots of :rsph:dt roofing cement uncle each comer and at about 12' to 13' in from elicit edo . 131/2" 13" 131/2" 343 mm) (330 mm) (343 on) METRIC DIMENSIONS I I 12"— •— 143/4"— .-- 12"_ I (305 nun) (315 mm) (305 mm) I-__ I 225 1" 25 mm) - mm) o+ce •; AL'CAa: - •s, r..n .w. 1"(25awn) Re1wseTape I"(25mm) --•, - 1Roofing CemeN Nail Amea-{ I_ -1- fa $ lcep'f1` -' Fgwre 13 S: Use six nails and fourspots of 25 slim) (25 msn; asphat MengCen—t on steep slopes Reoling Cement NorthGate: STEEP 12' 14-3/4' 12" SLOPEIr-(305 mm)—y--•(375 m - -(305 mm}-. I NAILINGAREA I I- 1'(25 mm) N811ing Limits bK en .. 1 1'(25 mm)—) Nailing areas for steep slopes (greater Nan 21:12) and " Stonr"Nalling" Nail between lower 2 na11 Ines as shown above. 6. 8.1 Hip & Ridge for landmark'" landmark' IR Landmark"" Pro landmark"' Premium Landmark- TL Landmark'" Solarls. LandmarkTM" Solarls IR NorthGate: 6. 8.1.1 Option 1: Shadow Ridge- or NothGate Accessory 12' 970 305mm) ( 2r mt 415111: 415/1G- 125mm) . 125fnm 050mm) (15lhnm) ( ) Notch for Notch for FCenteringCentednt { 12* 305n" Notches for Allgnnkntto Notches forAllgnmenito Lthe Top Edge of the Pmevlous I the Top Edge of the Previous 15m I CapforS( 125nm)Exposurc (18"m") Cap for5SX(141mm)Egnsure ( m) English Dimension —I( Metric Dimension Shadow Ridge- Shadow Ridge - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certi/rcnte OfAuthorization a99a3 fBC NON-HVH2 EVALUATION Evaluation Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 9 27.r32' mmt I( 2S0 4 17r'16' (125 m} cerlci6ip 1k1cb 1'0 11T T ro6:1162 to top 7 519' Llc 1l p:nriorts cniirm 194 mm) NorthGate Ridge J TRINITY i ERD 13 1/8' I. •-•--(333 mm)-- F'6 5181.I4-6 5181- 1 168 mm)t 168 mm 1 1 Centering 131t4' Notch 337 mm) Align theso notahoS to top edge of 7 194 nnun) I previous course. 1 NorthGate Accessory FIgrae 13.20.• Use laying notcbes to center sbtngim on blps and Ndgas and to kmte'tbe aonval' exposum For ASTM 03161, Class F performance use BASF "Sonolastic• NP11"' adhesive or Henkel "PLO 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. Exterior Research and Oesign, U.C. Evaluation Report 3532.09.OS-R11 Certifleare Of Autharlration a9S03 F8C NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE"" IR, PRESIDENTIAL SHAKE TV", PRESIDENTIAL SOLARIS'"' LOW AND STANDARD SLOPE: STEEP SLOPE - For low and standard slopes, use five nails for each full Presidential Par slftP Slur use nine nails for each full Presidential shingle and shingle as shown below. apply l' diameter spots of asphalt fooling cement under each shingle tab. Nailtltp {. After applying 5 nails in between the nailing guide Imes, apply 4 nails 1' 40• above lab cutouts maldn certain tabs of ovoerrl n shingle cover halls. Guide Unes (1016 mm)1. g overlong El S 1/4' 133 mr 141/4' I l r1.' 311 nan) (362 mm) NOTE: Apply nails on painted guideline. Figure 1S--& Frulenfng PreskknUal and Preside ual TL Slake skingfor on lore and standard slopes i V diameter asphalt rooting cement } F18M 16-7.• ftl=Grg PPM1denrra! and Pm1donual rA Sbako sbfmglef on sleep slopes. 6.9.1 Hip & Ridge for Presidential Shake"" Presidential Shaker" IR Presidential Shake TLr" Presidential Solarise"' 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 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 coinplelely through die deck. Presidential accessory comes In 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 D3161, Class f performance use BASF "Sonolastice NP1'"" adhesive or Henkel "PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.10 HATTERAS'": 10Y1, STANDARD A110 STEEP SLOPE: Fikrm IS•i+ Mslealiq m, LOW e,ul.ranermAAu/rr For lar and stan(tAnl slopes. use fist oails for each full IbalteriS ddugle z 4a,lnl atleti.. Exterior Research and Design, U.C. Certificate Of Authorkat/on 09S0) FBC NON-HVH2 EVALUATION 125 tnul Ox—lI I 114rdige14Mmr.lNrrAldm.thr/r.tAy a by tl&P dd(wr, LL e rive nsin and Ngls 41M or 1111h.9t Marag refers for each roll LLaLLns firingie a rlrtere chute Alrldf I- Mtnnrl rUaaxpr n"a; or n,nOnR refers (ANTV n 4$8611pe II Ut"e li sarkr r-.e Ir lab caanrr. PMS 91111* lulu plixe: rhr ant axPme reataa. CAU rI ON: Tmr umch ranfint cautw rna Mile ,hhgkv w WSW. Evaluation Report3S32.09.05-Rll FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 J TRINITY JERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figune 1544.• 18 three-piece imps separate to make 54 Hatteras Aecasory sbtngles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9.. 230 mnl) I I t s 8'113" (460 1— — —I — — — 18" -- (203 mm)— t* vc 460mm) • Cap Cap Cap Cap Shingle Shingle Shingle Shingle `21 2ao m Figme 15.20: Cut Hatteras shin& to make covg r cap. Figure 15-21. installation o/ caps along baps and ridgm6. 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE".", HIGHLAND SLATE'." IR: ` LOW AND STANDARD SLOPE STEEP SLOPE: lice Pn'R nslls and NIGHT spots of asphalt roofing cement, for esch udo. A ab.y trp M vsiw full Highland Slate shingle. For h0aml•0ade, SIX u:Ills are required. Apply t' diameter spots of asphalt roofing cement under each tab comer. Asphalt roofing catneal meeting AS1M D4W Tjpcit Is suggested. WWII oed0"9k*00 SIX Mb p"OMb WWWOMC& W mtoV u reatl. F12= 1 !••3: Use RVE nattc forewy 1gMard.,Yato sbbrg1d im. M i ova tni.t ye.t r r atn. t mrml— — Wrifom no kr rpsmnl RoI n Imula a. aw. aad" M.nl — — Rooanp Cril F/ yuro I JA. Mo RYE naltt and eig& spots ofatphdt m flne sonars under emb lab corner. CAIMON: UKCCSSIvr use of roofing school ran cause sllinglCS to bhsier. 6. 11.1 Hip & Ridge for Highland SlateTM. Highland Slate"" OR: Refer to instructions herein for Cedar Crest"", Cedar Crest'" OR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, U.C. CeMflcote otAuthorkattan 09S03 FOC NON-HVH2 EVALUATION Evaluation Report 3S32.09.OS•Rll FLS444• RlO Revision 11: 12/09/2016 Page 11 of 12 TRINITY ! ERD 6.12 PATRIOT''': LOW AND STANDARD SLOPE SLEEP SLOPE rise f01Jlt naik tilt cven' full sliiugle loaded as slunvn bcl I - C<c• FOUlt nails and four sptx, 4 aspllall rnollRg eenlen( fill• ewry full Aliugle a shown Ikkro: lsph:dl roofing ccmclu0uv liug.F T,\I 0$586 Type It k surwwed. Apply I (lt Iluu) slxi(s of asph:d( nN,fingsalhmcolllill :lt sholvil. CAU110\: EScessiee use of roofing avucnl call cruse sldn,Jrs to blister. usom,l 1 I} Stirrer (Msrl 0rtn! 1_ fi" t(:d°1q (• r I Roallar coaxal Imo- LtFY — Wd +l+ •t.;,rF• .iCraniIlpa; 6.12.1 Hip & Ridge for PatrlotTM': Refer to instructions herein for Cedar Crest', Cedar Crests" IR, Shadow Ridge'", NorthGate or Shangle Ridges" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Eluilding 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 3S32.09.05-1111 Certificate of Authorization M9S03 FBC NON-HVNZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 12 of 12 Florida Building Code Online Flo Bcls Home I L.og In User Registration Not Topics Submit Surcharge Stats 6 Facts Publications FGC Staff SCIS Site Map Unks Search f Wl q 4-101 Product ApprovalrUSER:Public Userdtppua PrMuet Aneroval Pl nu > Bur dui+ Or ApOlieatian c. mh > Anne aNen cl9t > 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 a InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Eduardo Lozano elozano@lnterwrap.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 . 778)945-2891 elozano@interwrap.com Roofing Underlayments Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W: Knezevich, PE El Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code haV.11www.floridabuilding.oB/pdpr_app_dtlaspx9pwam-wOEVXQ%YtDgv3yV.VKJZIQRAdhy12u&kQGQyfjaHbVeiOpVSvxwSdCoQ%3dYe3d[6/24R017 1:57:i9.PMI -.. Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FU IS216 R2 II 201S 04 FINAL ER INTERWRAP RHINOROOF FL1S216- LpdApprovedforuseoutsideHVHZ: 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 2015 04 FINAL ER INTERWRAP RHINOROOF FL1S216- 112.odf Created bjf Independent Third Party: Yes aacy"`-'u4 Contact Us :: 2601 Blair Stone Read. Tallahassee Fl- 32399 Phone: aS0-497-1824 The State of Florida is an AA/EEO employer. Coaticlaht 2007-2012 State of Florida.:: Privacy Statement :: Accessibility StAtamen• :: Refund Sratem nt Under Florida law, email addresses are public records. If you do not want Your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8S0.487.139S. 'Pursuant to Section 4S5. 275(ij, Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for oRldal communication with the licensee. However email addresses are pubdc 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 bgM. Product Approval Accepts: ra riga Credit Card Safe http:/ hv vw.floridabuilding.oWpr/pr_app_dtl.aspx7param-vGEVXQwtDgv3yVVKJZIQRAdiryl'lugkQGQyl/aHbVeiOpVSvxwSdCoQ%3d°/Jd[gR42017 1:57:59.PK . OTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL1S216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h Edition (2014) Florida Building Code sections noted herein. DEscFuPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity 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 facslmlle mal appeating was outhartted by Robert Nlaminan, P.E. on 04/27/201S. TAIs does not serve as an electronically signed document. Signed, mated herdooples have been transmitted to the Product Approval Administrator and to the named chant CERTIFICATION OF INOEPENOENCE: 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. 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 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. TRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS' Section Properties Standard Year 1507.23, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, LOSS on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: gaiiii Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST3509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. i. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: RooF COVER OPTIONs Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, Type 1 or II or D4869, Type II underlaymenLs in FBC Sections 1S07 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certi lcote of Authorizotion N9503 FLLS216-RZ Revision 2: 04/27/201S Page 2 of 3 C. TRINITYIERD 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 CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certifcote of Authorization 119503 FLIS216-R2 Revision 2: 04/27/201S Page 3 of 3 QOTRINITYIERD 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 FLiS216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity 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 authorlied by Robed Nleminen, P.E. on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmuted 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. TrinitylERD 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 TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3. T1507.8, Unrolling, Breaking Strength, Pliability, loss ASTM D226 2006 1507.8.3, 1507.9.3, 1S07.9.S on Heating 1507.2.3, 1507.5.3, 1S07.8.3. Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 200S 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 10053939SCOQ-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 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. S.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam. -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Certificate of Authorirotion g9503 Evaluation Report 140S10.02.12-R2 FL1S216-R2 Revision 2: 04/27/2015 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. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-112 Certl/Icate o(Authorization #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 3 of 3 4/28f2017 Florida Building Code Ordine 80S Nome I Log In I User aegisttation I Hot Topics I Submit Surcharge I Stats tt Facts Publications F8C Start BCIS Site Map Unks Seerch F .. A Product Approval 9i H , t use R: Public User Pmdud Aoaoval Menu > Product or Aootladon Sgnab > Awlication Ust > Appikatlan oetAll IN Fl. ak F13792-RB Application Type Revision Code Version 2014 Application Status Approved 1:::::z•.;,r.; . -:;;; :; Approved by OBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Emall 2101 West Main Street Jadksonville, AR 72076 501) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@iomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter@lomancu.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Ustlng Certification Agency Miami -Dade BCCO - CER Validated By Miaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Miami -Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A httpsY&ww.floridabulldlrtg.org/pr/pr epp d aspx?param=wGEVXQwIDgsFgPhXouzz9PGbeV)dfkEk7oGQ6zyYrvnkOA3d 1/3 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Coda Online 09/30/2015 10/06/2015 10/09/20LS 08/16/2016 FL W : Model, Number or Nanlo. 3792.1 135 Roof Louver r Limits of use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. 1. Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only, 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be Installed on roof mean heights greater than 33 feet. DescNptlon: Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA li- 0602.02.odf Quality Assurance Contract Expiration Date 09/17/2016 Installation Instructions FL3792 R8 I1 Lomanco 13S - 2000 PV - NOA 11-0602 02 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA I1- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730•Roof Louver Aluminum Roof Louvee Limits of Use Cartifft-Agency Certificate --- Approved for use -in HVHZ., Yes Fi• 792 R G CAC Lomanco 700 Serlee - NOA 11- Approved for, tise.0utslde•HVHZ: Yes 0602.04.odf Impact Resistant: W/A Quality Assurance ,Contract Expiration Oate, ' Design Pressure: N/A • , 08/16/2016 • Other: 1. Refer to'applicable building codes for required ' Installation Instrtictlons. ventilation. 2_ Lomanco's Model 736,750,770 Roof Louvers, FL3792 R8 II• Lomanco 700 Series - NOA 11-0602 04 odf shall comply with applicable building code. 3. Cominco's 730;750,770 Verified By: Mlaml-Dade BCCO - CER Model Abof Lduvl:rs shall not -be installed on: roof' Created by Independent Third Party% mean heights greater than 33 feet. _ : : Evaluation Reports " FL3792 R8 :AE -Lomanco 700 Series - NOA'11-0602 04'odf Created by' Independent 1TIrd Party: Yes 3792.3 750 Roof Louver Aluminum Roof Louver Limits of Use Approved for use In HVHZ: Yes Certification Agency Certificate FL3792 R8 C CAC Lomanco inn Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.ndf Impact Resistant: N/A Design Pressure: N/A QualityAssurance Contract Expiration Date 08/ 16/2016 Other. 1. Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,7S0,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. Installation Instructions FL3792 R8 It Lomanco 700 Series - NOA 11-0602 04 ndf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11 0602 04 odf Created by independent Third Party: Yes 3792. 4 770 Roof Louver Aluminum' Roof Louver Limits of Use Approved for use In-HVHZ: Yes' • Approved for use outside HVHZ::Yes Certification Agency Certificate _ F0792 R8: C CAC' Lomgnco' 700 Series'- NOA i l- 0602: 04:odf Impact Resistant: N%A' Oeslgn Pressure: NA Other. 1, Refer to applicable building codes.fbr•required' ventilation. 2,. Lomanco's Model 73b,750;77p Roof Louvers shall comply with applicable bulding code. 3; Lgrpartro's Model 730,7S0,770 Roof Louvers shall not be- Installed -on roof mean heights greater. than 33 feet.. Quallty. A•ssiifanto Contract Expiration Date 08/ 16/2016: Installation Instructions TL3792 R8 II -Lomanoo 700 Series— NOA 11-060 04,p if Verified By:'.Miaml-Dade BCCO - CER Created by Ihdepthdent Tdird'Party-.: E4a' INatlOn Reports: R8 EI.3792 AE Lomanto 700 Serles - NOA 11-0602 04 odf Created by. Independent Third Party -Yes 3792. 5 770D Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 3792R8 C CAC NOA IS-070 09 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 R8 lI NOA 15-0709 09 odf Verified By: Miami -Dade BCCO - CER Created by independent Third Party: Evaluation Reports I Mips: twww.floridabullding.wglpr/pr app dll.aspx?param=wGEVXOwtDgsFgPhXouzz9PGbo\4dlkEk7oGQ6zyYnmk%3d 2/3 4/2812017 Florida Building Cade Online Geared by Independent Thtrd Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: OS0.487-1824 The State of Florida Is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Aereselbllhv Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by plane or by tradldonal mall. 11 you have any quest/ons, please contact 890.487.139S. 'Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address 0 they have aria. The smalls provided may be used for official communication with the'llcensea. however email addresses am public record. V you do not wish to apply 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 45S, F.S., please dick (p,.. Product Approval Acceptai go Credit Card Safe ht(ps!/www.loridabuilding.org(pr/pr_app dtl.aspxTpwam=wGEVXQwtUgsfgPhXtwzz9PGboMcIkEk7oGQ6zyYnmk%3d 3/3 MAW mm MIAMI-DADE COUNTY PRODUCT CONTROL SECTION l 1805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Eov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA, is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AEU may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the perfortnance 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 andremoval of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.tnay be displayed in advertising literature. -If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors. and shall be available for. inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831:07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Podriguez NOA No.: 16-0510.28 rtu ruDanecourm Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/ 16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static Louvered Louvered Roof Vent Min. tickness 0.025" roof ventilation system with -a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Center for Applied Engineering MDC-98&99. TAS 100(A) PRI Construction Materials LOM-013-02-01 TAS 100(A) Technologies RRWA-00 1-02-0 1' TAS 100(A) MIAMI•DADE COUNTY s Date 03/16/95 05/21/67 07/28/ 1-5 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent -is centered over vent hole. Fasten the base to roof decking with 1'/a" aluminum annular ring shank nails. With the first nail 1%" from roof louver end and'a minimum of 6." o.c. at the front and backside'of louver vent parallel to the ridge. And with the first nail 1'/<" from -roof louver end and a minimum of 8" o.c. at sides of louver vent.perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all seams and nail heads' with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: System Type B: Cutout: Installation: Net Free Area: Model 750 Roof Louver Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf" cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply'/? wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between.the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomancds ivtodel 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall'not be installed on roof mean heights greater than 33 feet. 4. Lornanco's Model 730,750,750-S, 75OzE, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. • All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . Expiration Date: 08/16/21 Approval Date:.06130116 Page 4 of 9 DETAIL DRAWINGS DETAIL A M1AMI43ADECOUNTY I i i NOA No.: 16-0510.28 Expiration Date: 08/16/21 ApprovalDate: 06/30/16 Page 5 of 9 DETAIL B NOA No:: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6of9 DETAIL B (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OY 750 FASTRNFR MIAMMADE COUNTY o NOA No.: 16-0510.28 • Expiration Date; 08/16/21 Approval Date: 06/36/16 Page 7 of 9 DETAIL C NOA No.: 16-0510.28 Mwru•tu necounmr Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 DETAIL D 750-E $ERNES LOWERED ROOF VENT END.OF THIS ACCEPTANCE MIAMI•DADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9. 4/28/2017 Florida Building Code Online i• ...?•2 Fa l d;. a,.'1 s±:•,': a` :. t4 .. •.i • .l a:7: 4r ' .$:i . ' .,• • !i. i 1,.q,y •.,'a'n°Y - iL.4r'+a` `?W;lwY"'• • •'r. .t..i"' . S' .. ;i «` o..' ' .; :ir :i 9~.. , ,.:' :`a:,?}« Q a. • v, , ! rG 'r • r. , . .4 •. ... !!' l . • c] r111r!1I= t i::•;y.'S "if •.*• :' :i: 1. s:a:•Y' u,` .r' lr• ey` `e ', r•a{, fir, ,' K,.; y — j' ._ s'^ <fF"L: a`: '.:..-. -. .L. 1 :.. _ '"j—°Q^' I ''' n'••y'` - ^: 'fG "" "'G • 1=''R SCIS Home I Log in I user Registration ` I Hot Topic I Submit Surcharge I stats & Facts I Publlcatlons I F13C Staff SCIS Site Map I Links I Seam b I:1 n. Product Approval USEa: Pubiic user Product Aooroval Menu > Product or Aooficodon Search > Arrollcatian List > Application Detail FL # FL158-R8• Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623• cparrino@castcrete.com Craig Parrino PO Box 24567' Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology - Certification Mark or Listing Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year ACI318 2011 ACI530 2011 cn"^ f;k Product Approval Method Method 1 Option A A•S'af it 4iF'ty7 '•I D ate Submitted 04/29/2016Gsrra:u.i:ra:[:fl https://www.0orirfabuilding.org/pr/pr epp dtl.aspx?param=wGEVXQwtDquegl%2bT71%21F192gnRzHNuic45pgLXkU6g%3d 112 4/28I2017 Florida Building Code Online Date Validated OS/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 Stir mttiaryof'Prodticts' ._. ...7. ... ..... _ __..-._..r....... 1 FL # Mlgdel, Number or Namo Description 158.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use In HVH2: Yes FL158 R8 C CAC NOA 14-0903.03.odf Approved for use outside HVH2:: Yes FL158 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 II NOA 14-0903.03.odf FL158 R8 It NOA 16-0126.03.odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-4B7.1B24 The State of Florida Is an AA/EEO employer. Comvdoht 2007.2013 State of Florida,:: Privacy Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public-recads 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 45S.275(t), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The smalls provided may be used for o(ndal Communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 45S, F:S., please dick here . Product Approval Accepts: M ® t Credit Card Safe hops/1Www.11oridabuilding.org/pr/pr_app dU.aspx9param=wGEVXOwt quegi%2bT71%2fF192gnRzHNu"5pgL)0tU6g%3d 2/2 MIAM 1-DADE MIAMI-DADE COWrY PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADNIINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wnvw.mlamldade.eovlecouomv Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", street I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 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 statrip 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 per(ormance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed- by the expiration date may be displayed in advertising literature- If'any portion of the NOA is displayed, then it shall_ be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages )E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Malcar, P.E., M.S. j A / NOA No. 14-0903.03 MIAMIDAOECOMU v - . /1/ 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. Droving No. FD461 Z tilled "Precast and Prestressed Lhitel Details" sheet I of 1, prepared by Craig Parrino, P.E., dated rllareh 24, 2003 and Dr enving No. LT4612, titled Cast-Crele 4 ", 6" & 12 " Llnlel Safe Load Tables'; sheets I through 3 oj3, prepared by Craig Parrhro. P.E., dated March 24 2003, last revisiorr #1 daled April 28, 2003 both drawings signed and sealed b1, Craig Parrhro, P.F.. B. TESTS 1. Test report on flexural lestirrg on 4 ", 6" ,.t 12 " Precast Concrete Lbhtels Frilled and Uh flled A,Iodels, lottd of (13) concrete lintel specinheus, per ASTi1'1 E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, doled 04110103, signed and scaled by Christopher A. Karon, P. E. C. CALCULATIONS 1. Calculations for Cast-Crele Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed 61i Craig Parrino, P.E. 2. Calculations for Cast-Crele Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Pmrhho, P.E. D. MATERIAL CERTIFICATION: 1. Quality System ltlanual for Cost -Crete kfachlne Alade Precast Lintels revised on Ife(v 1, 2002. 2. Cast -Crete Qualify System Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Droving No. FD4612, filled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrdno, P.E., dated Alarclr 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel SYfe Load Tables". sheets I through 3 of 3, prepared by Craig Parrino, P.E., doled March 24, 2003, last revision dated hlla•ch 1l, 2008. B. TESTS 1. Norte. C. CALCULATIONS 1. Vlore. D. QUALITY ASSURANCE 1. BY Mia» hl-Dade Cotnq Building Code Complimrce Office. E. MATERIAL CERTIFICATIONS 1. None. E-1 Hiy A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE: SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Dra ehrg No. FD4612, titled "Precast and Prestressed Lintel Details" sheet 1 0,/' 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing 1\10. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated 11arch 24, 2003, last revision dated March l 1, 2003, all signed and settled by Craig Parrino, AF., on rllarch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Coffin), Department of Permitting, F.mvirorrnrent, and Regrdtuor y Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr-om Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Plrrrino, 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. r\rone. D, QUALITY ASSURANCE I. By Alianri-Dade Comity DeprnYnrerrt of Regulator y antl Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Nome. y1&—Ktly'A. t\ akar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-Z Cost -Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining Mo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, AE., dated Afarch 24, 2003 and Draining Ago. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Sqfe Load Tables ". sheets I through 3 of 3, prepared by Craig Parrino, AE., dated March 24, 2003, last revision dated June 12, 2014, all sighed and sealed by Craig Pal71170, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014. pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Aliand-Dade Country Deparlunent of Regulator j, mid Ccouonnic Resources (RER). E. MATERIAL CERTIFICATIONS J. None. F. OTHER 1. Letter fr•orn Cast -Crete USA, Inc., dated August 19, 2014. signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Corte, 2014 Edition. F- He[altar, P.E., M.S. Product Control Uult Supervisor NOA No. 14-0903.03 Explratlou Date: 09/11/2018 Approval Dnte: 10/09/2014 E-3 AST * HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 4" SOLID LINTEL DATA TABLE Eft> C"[LIl?!1""J LgEm FTGAlruirr,n.i E'L-.111111 r9mi mrzrm FiMKtUXuu rrFAa}M QrmrUlr JELI-1 . 6" PRECAST U-LINTEL DATA TABLE rzm KEM EMU EM111Ir7nO c--:ua r: Ili„ocavAs rr.r csamn o o rs r s::.r rsa nrc*m rzv r cra r sar*rn, lrarvvr.Tnnrz ar ao Fdd rf's7 spa au rare ntsrnn rz.9 0 2'7 R!T7frar rZrlinn ft7[2•••i rr rz rrn r rrarvrl,,,,rt flrzarn r erYavr t^ 2W-Ir_!'S1r tfzm rJ.L_"Jrraa ram'.;;; rFsavcaigm raa rrmR n[II7rFLJMF)•i, rYzrvraSoairaraararrcyrt I rtmtacryo rcc,mrarrr,r a nmr s rr arrs+rn. 12' PRECAST U-LINTEL DATA TABLE kTf iYi(ii ilu'•11y i ill r'"..' m®r+nrst v E,csinno oey rrA a rF. i l i crrra Dr r n r r i ma o zz ar a i rva c ppno UmrAC76Lr 0 t::1• I]1L':J SCE D I.SQ'/ rlLf !1 rcy wrr:c yD r a,ra rao F Lttlfllr o F rx" ariau oearutMN rIEarrmrc,tn r!'C9r3T'I FJ:L"JM,iM If 7E7C'if7 rsml2u- Arta LLcilCif r fYr]t]C,O a rt>,.u rz r:zar a roclo a ut reu vrnc,.r u R r tt uawKNUAR'Arl' rnmYoet:rnr`:^rrr 11"REEM.M.Ioa-rr10 TYPE 'B' TYPE 'A' SIM V.r. W IMS rAGItRiNR uumGArmR r AD"D 104 MUM AMWVA n C rbro:RG A Cr+mn UM AMCAMW Ar WOMWn a SortrN[G ISOQ "Mrrflol CmnOC un-c t Rif. Gr. SIAIIGIM MM tN W AM file P. IA. An P rn,r NmRR momW . AtG tl ISM WnA . tGS. K SAASS r.an AXIS WM US /OLL WMKA V WYIrS 0000 Yt 0900 SWIM n.m,rt Aramm C.. ISM M la W { l AM lA WIN rASR 4q or V W MW"0 S CMA AA VAWU - Ir. Sr FNLL Sv IAnnAt r.. JSM M MA . Slnl usu mSGA . rn" Cn AtSn' G.uA f-22"tIM WM .GIs AIW SRC onl M em .... on ASG w t rLCJA rGl W A m ws now Lam oC. AII. It No LMMLA Ants "mom law rSYL GFIr ...... ., GEN eunu n.an:nrFlJl ao o. 4 BIar W C d. o 003y0 y-/' p/.: CRAIGPARRWOIIp 6324CA579 L'^ OR10 F NER 04 ONAI al: PRECAST AND PRESTRESSED LINTEL DETAILS nt GnR. ® u-u 'Yuan n: wlu AauRG rJun u snwG N GENE 1) YWRde ref 11 G2d • 3M a1rc6• it Ii :tnagoti000 )M a 1 od CS+D q"`9d'mtr,mn eetASNAowsot13to •M mn« ar ASIr CA oar « s 2) A6 mts bW tlb bam OR *inn 4 its tumid b"ba. mm I* 1« elm. onhaft Wtbsimb.. 6 1/2 Z, !Oi S) bald. Id =Ad kd ad Ac.d Wr& 4) II• ( S W b 4dabelb bdbda Be atwd ieddDln Ito 40 um otdd rdr. t1® 17•- 4' lit" 12124-26 nfq q.n'qb.d • 1422pq tIx rWud'ai 4 1426 lAi) • 1226 pll S) AS Wbb and w awa Y35D ddlrfm Ian mediha Jr-4 e r nir.4grar U6010r"i6011A1 m app[. & 6) 51.. r2bd WAIL m taoteL 7) 4' NU lorb to k WddW ./ 4• fi..rb• brbdd ad 6• ama•im evWL Q :Mid WAd Wd wt can* .M w vw1«rid S) W*s by No. b wip Lome mni bft I=. wd ttbb.a ato id-aykmioW tq IUL - Nd Rd" 11) sdhm W a^ O.d nbm b bo bmhd d be bdbm d b. Ebtd 44mdy. TYPE BFSIGNA710M Ibim um O/.. mma aFwfii Z12 16'- 2B/2T m.c ldaJ J L. i r A sl NM AIW d IQ OR Re o• mm rmo in r.mb CYA r cm ru es W 0) nun at rt.®. b • ACIWL ip°b(ai tY NDYIIIAL 1d61N 12) C 6 12' Lite. • o m..ldral .a 5-1 bm oubn .1 6• aft b lea.d* adlyd ed i. bbidnq d 13) 16. edols .du d iAca iuldsd ii attAr 4 do mmbnb aft Md M moQ q d ibica Opp" b «mioa 1.1h A11r CC--M « Go. 11) b.b drdd k dAd m, W rw.9rN6 11. ItOedy bRinrc Apid wMW bN + A p b~Acs beo S IA do ,. " bee Sol. I"dr. d.1 bN 15) r« mmpodto b w Moh ed dmdk m nb b.d b.m am bar b*m .e..n 16) Fr Wd bnpth to dmp Lb ed, bd bm ma br4eA kno d•.n. 17) Sd. bob . phigk.d oM.rt. be" 16) Sdo boor bcud eb toOM do* •'i ob pw AO WO wA rAO Stb 12) A69OW meud. imL QEk011Q i/en Ik 44l S. Wor.cdffwlw fawISOOpsi 54 SEE SAFE LATERALLOAD TABLES FOR LOAD RA11NG FOR EACH ALL REINFORCED CMU tO (ROIU) vi::{•^. y:u:.:»+ Efl r, 1Ir 1) j5 REBAR FOR B' LROELS 2) J5 REBAR FOR 12' L?ITELS K'•' GR40 or SAFE LOADSFOR4" SOLID LINTELS A 44te" GRAVITY TYPE LENGTH 4S8 X-6• ( 421 PRECAST 1180 4'-0- (4B7 PRECAST 959 4'-e (54) PRECAST 789 V-10' (70') PRECAST 460 6'-6- (781 PRECAST 360 7'-C (901 PRECAST 260 9'-4- (1121 PRECAST 156 10'-6-(1261 PRECAST 116 12U8 Cwar ." UPLIFT LATERAL TYPE LENGTH 4S8 4S8 Y- 6' ( 421 PRECAST 687 371 4'-0- (481 PRECASI 597 320 4'-6- (541 PRECAST 529 258 5-10'(W) PRECAST 407 148 8'-6' (781 PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-6'(126) PRECAST 152 43 12FB 12F12 12F16 r. 6U8 US 6F12 6F16 4 t,e y 41 4S8 ;) tom; 'G .• 91 • 12F28 12F24 12F20 PROOL1t.T RRVISIih Z. .: S. : i, r • j 1 : W Y1>+^t aiN Ri: F6,+6i b • :Q' ,p "/ /"I y .•,lv CRAICaPARRINO B tnw,nu . a 3'! I 79 SF32 SF28 6F24 6F20 f, S/p;V S?MG.?Ki,RSMEOMCFL M r / 4b mg! qcft or /(/ V - R• — CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES r 16L KWDU 061R1-14 LOAYII Oft AMMUD YJIC IUs Oi/// 6ctt: S/2tjW 17[OIO R: LtW rA6W0, .t. - ua A0. wss I oRA1NP.60. uuu 91(l1 1 Of $ C- SAFE GRAVITY LOADS FOR 6" PRECAST U•LINTELS nf16 SAFE LOAD - POUNDS PER LWEAR FOOT TYPE LENGTH 6U6 04-IB 6F12-18 6Ft6-t 6P20-18 6F24-18 6F28-18 6F32-10 Y-6' (421 PRECAST 2332 2676 3592 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 SO50 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 2850 4328 6737 8297 9357 Y-6- (901 PRECAST 779 883 1452 2188 3151 4524 6654 9357 9'-4' (1121 PRECAST 584 660 1056 1523 2084 2795 3731 5D17 10'-e(1261 PRECAST 503 566 895 1270 1706 2236 2893 3747 11'-4-(1361 PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-D'(1441 PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4'(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O'(1681 PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 1 455 620 1 794 985 1 1198 1437 0) IHE NUMBERS IN PARENTHESS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 SAFE LATERAL LOADS rno A- PAFCABT 11.1197914 Filar -tam SAFE LOAD PLF LENGTH TYPE 61.18 6F8 RCMU Y-S' (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-e (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 G-6r (781 PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (1127 PRECAST 173 352 74 10'-6' (1261 PRECAST 151 276 58 1)'-4-(136-) PRECAST 139 311 49 12'-O'(1441 PRECAST 131 277 44 13'-4'(IW) PRECAST 117 223 35 14.-O'(T6n PRECAST 111 202 32 17'-4'(2087 PRESTR[SSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U•LINTELS 4MM-0- 6 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6f8-1T 61`12-11 6F16-IT MAT V24-11 6f28-1102-11 Y-6- (421 PNECASI 1412 2074 2715 3356 3997 462 5279 4'-0' (481 PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1093 1592 2054 2577 3069 3562 4055 5'-IV(701 PRECAST 31 1222 160D 1979 2357 2736 3114 6'-6' (781 PRECAST 723 1 1097 1437 1777 2117 2457 2797 i-6- (901 PRECAST 648 863w 1249 04 1544 u 1840 a 2135 N 2431 9'-4- (1121 PRECAST 575 57104 99D 1252 1492 1732 1972 t0'-6'(1261 PRECAST 514 46210 767 1121 1336A 1551 cm 1766 w 11'-4'(1361 PRECAST 474 404 to 685 a 985 PC 1213 1442 1645 12'-O'(1441 PRECAST 454 j 367. 619 M. 1093 1299 1506 IY-4-(1601 PRECAST 402 ta 308 516 m 736 j 906 1076 1247 14'-0'(1681 PRECAST 368 285 475 V. 677 832 989 1145 17'-4-(2D8') PRECAST 253 20B 338 476 585 693 803 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 G E N OS 44 FRODUcr1Ulv19GD pq rNt w14111KDOW AmEvi.- 8 Ua1.o G3•ol O.c'• c( •.` CRAIGPARRINO SykI / 1 . 0/8 G` 6324 OR 679 As SEE GENERAL NOTES - SHEET I OF 3 '•., VAL E..•` SEFFMERR 3XW fL. P.E. UG. NO.44766 WE a0) o Q a CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES e v ni wort otaut u o1 xx m Awl V 4i1Yb tu[ wu ate 1/!4/61 cut®R ewe e111® r e - Rm w0. a1s• OutAlGlw wa: SM[t : or • SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS C411 T+M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US 12A9-29 tVII-29 12n6-2912120-2912124-291328-20 1202-28 3'-6- (421 PRECAST 3428 500D 58M 7619 9352 11060 12755 1443E 4'-0- (491 PRECAST 2923 4232 58M 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 6304 7619 052 11060 12755 14438 5'-10-(701 PRECAST 1612 2320 3218 52M 8487 11060 12755 1443% 6'-6' (781 PRECAST 1333 12M 2879 4196 6421 10032 12755 144 Y-6- (901 PRECAST 1138 1628 2131 3218 4676 8756 9763 1 W-4- (1121 PRECAST 725 1216 1535 2230 3M3 4167 5593 756 10'-6-(1261 PIS= 614 1043 1295 1353 2516 3323 4334 5632 11'-4-(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-O'(1441 PRECAST 456 1 878 1073 1513 202D 2617 3333 4206 1S-4-(1601 PRECAST 359 767 926 1294 1709 2188 2743 3409 14'-6-(1681 PRECAST 321 720ft 855 1204 1554 2017 2451 3106 17'-4'(2081 PRECAST N.R. 451 @1 6-3119 881 1141 1428 1750co 21 19'-4'(2321 PRECAST NR 343 477 700 925 1152 1380 1609 1) DE NWBERS N PAADMMS ARE PMW RNLI M TOR GM 40 READ ADDED RF84R. SQ CDmw N OM 14 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR I4.LIWTELS 4 mm-o"I SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12M 12UG-2912OV- 1201h 12RT16- 1MV-21 IM26- 12I630- 4'-4' (521 PRECAST 25M 2942 5468 75M 9640 11669 13679 15M 4'-6- (541 PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-B' (661 PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 V-10'(701 PRECAST 1259 1755 3361 5954 9359 11669 13679 ISO V-8- (8n PRECAST 924 1430 2833 4415 6884 1257 14WQ 7'-6- (901 PRECAST 703 1203 2157 3494 5259 F44270 9623 1132Q 9'-B' (1160 PRECAST 389 843 1451 2157 3203 5417 6380E U) 11E XWMM N PAR EMESS ARE FMM REDUODNS MR CI M 40 READ 910 NEW SM COOW NOTE RD. 4 SAFE LATERAL LOADS mo 40. DOF1T4CT ILA IUTM a C SAFE LOAD PLF LENGTH TYPE 12U8 12FS R CMU S-6- (421 PRECAST 1295 4841 393 4'-0' (48') PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10'(W) PRECAST 681 2547 6'-6' (781 PRECAST 579 2167 7'-6- (901 PRECAST 474 1771 W-4- (1121 PRECAST 355 1326 10'-6'(1261 PRECAST 306 11431 11'-4*(1361 PRECAST 278 1041 38 12'-W(1441 PRECAST 260 971 34tJj 13'-4'(1601 PRECAST 229 857 278 14'-O'(1681 PRECAST 216 809 251 17'-4' (2081 PRESTRESSED N.R. 16 19'-4-(2321 PAESiKnMED N.R. 5374 130 x waINL TAIL 10 SAFE LATERAL LOADS FOR 4'-4- (52-) PRECAST 4'-6'. (541 PRECAST 5'-6' (69) PRECAST 5'-10'(701 PRECAST 6'-B- (80I PRECAST 7'-8' (901 PRECAST 9'-8- (1161 PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS F-*=A SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12111-21 IN12-2112FIS-21IM-2112124-11IMS-21IVM-27 3'-6- (421 PRECAST 2752 4287 5613 6938 0264 19589 10915 4'-0' (481 PRECAST 2389 3721 4372 6023 7174 18325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10"(701 PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6- (781 PRECAST 1444 226 2972 3675 4378 5081 5704 7'-6' (901 PRECAST 1267 1767 3194 38D6 4417 V. 5025 9'-4- (1121 PRECAST 1028 1171 n 2006 259D 3087 3583 4079 10'-6'(1261 PRECAST 920 947 1812 22BIJ 2754 3209 3653 I1'-4-(1361 PRECAST 956 829j 1404 19B2 2441J 2902 3364 12'-T(144') PRECAST 814 Oj 753 1269 1788 2201 2616 3032 13'-4'(160') PRECAST 678 633 1057 14851 1826 2169 2513 14'-0'(1687 PRECAST 622 S86 971 1365 1679 1993 2309 1Y-4-(2081 PRECAST 43 4427 6959 964 1182 1402 1623 19'-4-(2321 PRECAST 366 370 593 817,j 1002,j 1187A 1372D 1) DE PAWS DI PARDONM ARE K)Wn RMUC00N8 FOR MADE 40 MD AD M EERAA SEC WKPA 1WTC ND. 4 SAFE UPLIFT LOADS FOR 1Y' PRECAST w12" RECESS DOOR U-LINTELS I QWW-o n I SAFE LOAD -POUNDS PER LINEAR FOOT I O G--- EN S 447 LENGTH Iznrzl Nm ND-zNNznu-i 4--4' (521 PRECAST 1626 26M 3746 4'-6' (541 PRECAST 1558 2582 3602 5'-8' (681 PRECAST 1210 2042 2850 5'-10'(701 PRECAST 1173 1984 2769 6'-8' (801 PRECAST 1020 15M 2116 7'-6' (901 PRECAST 904 1226 j 216 1,;,r (1181 PRECAST 7D3 D 771 m 1472, f]jF 1MIDERS INPAADDIESS ARE PtRtOD R@XDOt6 MRiiIILIDADSADDEDRED4ASEECENERAINMEN0. 4 fY CRAMPARRINO 5 6324CR57gR 701VAlEr;G', S>:FR46R.44 mm fe"11110"t FI.P.E9dC,T(O.IW9513 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD T fYE R,UEt OMY-14 OWN R: NONIR A1A41ID 5tl1FI ui PRODUcr14EV1sm u eaDWnnR n 010* Mwws Boldfly Ceb Aooegel¢ no o a o j0yarbnDanQ • 18 f9 nil a I — "— — — hT.'/usi..."i. I — a+aw I NN = m CEI10 raffisk m - RED. ND. M361 DWQ@ ND. LS4$12 OtEI 3 0t 31 M IAMDADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 Inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturees name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause'for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, EA, & E-5 as well as approval document mentioned above. The submitted doctnrientation was reviewed by H ]my A. Makar, P.E., M.S. i NOA No. 16-0126.03 MIAMMAOECOUNTy Z 4 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 0 4/2$11Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet l of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C.• CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, '45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS L Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified inspection Report #20-8275 dated 06/20/95for 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 #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01128/96 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. y A. Makar, P.E., M.S. Produettontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-! Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report 084-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 Manualfor Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. .- None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8. titled "Cast -Crete 8" Lintel Fabrication Details', sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8. titled "Cast -Crete 8"Lintel Safe Load Tables". sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996. revision #5 dated March 24, 2003, all drawings are signed and sealed•by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, perASTME-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. 1Q6ij A. Mnkar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/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, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. ' C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H4956 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on .March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details"' sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. ' QUALITY ASSURANCE 1. By 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. R A. Makar, P.E., M.S. Product Con(eol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/20 t6 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 Deparhnent ofRegulatory and Economic Resources (BEA). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. t. _' / wzz' e: _ H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05t21/2017 Approval Date: 04/28/2016 E-5 i A=T RE74C HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS MtOD=RYNMEJ) n00w,;J 1y IrikhftFl i0a e' 0e1tA21 / a MCC DODO 04MIL e nLCAQ I IMTJt nrsr0rsarn e.L__ 7/32"r BAR STIRRUPS L STIRRUPS !0 TYPE '8' STIRRUPS Y n BAR ' nsBUELS STIRRUDE _ P TAILS STIRRUP DETAILS 8" PRESTRESSED U_-INTEL DATA•TABLE VP YL 1 IRM ri s;A "_o Il- e 0. 3r I efl a 0 3- a 13- 4 0.140 W aAR 1-0 3- 0. 1aa a3e 7 ]1 7 at 1 e 3 19 0.1 a 13 1 - O 4-2 21'- A' 0.M0 7n 7/32 W10 F9-2 O 3'-e 2/s• 10 O• 0.200 elt 7 3 9 7 7/32 w a O r-to 3/0 10 24'- 0• bale ees 7/32 eAR a e 4•a 1/a• Io eDR" PRECAST W/ 2" RECESS DOORAHLINTEL DATA TABLE r{ f'f tLi} l"sL 11.aa e:t•:L cl.a:rlrt zml r r.Tsali r nr>vm e z o olr, aaca L::arca3: arr,c v rYurva o oa,. ne oar u::arr.n,v t7 tarrnra ff_ i"ve-E ye•7se 1t s rea3:arn.4_•^r2flsrnclivnv rMii2nar2mu riasrar+is-1 iLJEi6riir7n0 KievraAff) Wd WILMrc11—i T-1 I"Srr,rtel:r E&No OF PRECAST U—LINTEL DATA TABLE T!{ Ti7 T^,rrs/.Y Ii(7'fliil tWr1: aL: a1J 1'ITa Tliilii II'I]Ce T ff" MmIan UT' K"DAa311l 1 i7WQt1 S1rr 7 ii 7®dS'siCQO Fd[• l mrZP Fi iE7A ritf]li VLl rt• 0 a r t7 ril i[7rTdlti 7fF TT]1Ei' fifd3iE1GSt7 r rT1 rT>ms o mCY 7rT7 i1rF TF]61Yf Sl i F3C'i t7 M PROMMARY DIMM"IM IS NWW f0R 1100M AFMCNAL 11 6 a011SIL0 F COtT CNr IAK AND ewkor BE tt0#OOIiMD oa WMVMB CnpM IRE pea r110rILC C04WHI Of CAST-CKIL USA. Jw_ m 1. RLWMINS Sh[Li 7/a WI WR A3101 a31 06 e. ROItI Ist tout OWFA Of srlg07s An Is IU AR OUOL 00 ASM A0114 7/10 IICY EQMD D COUNILD erA11111 f1 1 M" 10AYLILR 2IOka t0114UAumk f0L0IKIM tm Or "d swoun GOL, roa cowu ln" O WY "IL k0. of SI aun • 4 two TIC 0. kakt2tt[ t1aOl0a: rs •coos to I" a• a CAot MOM sMCN 0 aIUM MattisalO INDS. fo s 400 PSI Lot ALL fl 11 tAal om ratcal a JIM Lanus. s. of FOUND& Or f0oA MUM /IOW In A BUT" sLS1Ys] low. 0.R s 1rr OAxL Or COOL Ma 0t 03CO N YLV of rRrelsua0 U1110. ASIM ID CAGE taVnNO M[sl""M tD aLsar unre AM nwoM MCCL ENS ' : PRODl1CTILCVI9 L tlYiwRanoaFlwlla hWNlea Cetn CRAMPARRINO by Z° 1L M cR 57B u tti+ S' `;,R: • GAS .` SUFNER.FL MM ONAL FL. P.E UC. N0. 44756 I CAST-CRETE 8" LINTEL FABRICATION DETAILS nL u%m count-u I sulk M u— rum IL - am m um I =e tol 0 3clla e. x. /At I 1111=6 R CM MMM P.L. - ILL A3 40M 1 CUM 11L I7 TKU I Or 3 FE SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS IF once RT a oveuE2Toceem11-1 lum a SAFE UPLIFT LOADS FOR S" PRECASt a PRESTRESSED uJ IAITFI S 40A=1 _ff ' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH BU8 erll-m trtroeN3'-6' (427 PRECAST 2231 3069 3110 UN W4 0502 ' 101SI 3069 46M 7517 074 10324 JIM940' (48 PRECAST 1966 2531 2151 4m 161 7034 SIM 203 4f= 7547 tlN 10394 1183 4'-8• (541 PRECAST 1599110 2110 3733 4579 SNOW 0242109WS75476q210294ilia 5'-4- (641 PRECAST 1217 t319 1436 19" 1560 3123 300 4249 lN3 3090 S16S 7S47 7342 0733 10127 5'-10-(70' WHEfiA41 1062 1105 103 1631 2010 2SN A09 3470 1431 d?s 4360 7160 M 7161 6121 6'-6' (787 PRECAST gpa 12x 2177 3400 3031 3707 4361 501 123e 2171 3450 Sx) S M 1009 SWjx T-C (901 PRECAST 743 qtl 1729 2LU 2205 2698 3191 3xs 1011 1720 2ttl m91 UN 1467 647! 9'-4' (112) PRECAST S54 0! IND 1625 2*4 34U 2010 3302 752 t243 180 25M 34U 4705 6N0 IV-6•(126'vREEAST 475 s35 etc 1247 200 2777 2163 25M W 1052 1S33 10e3 2751 47-4 11'-4-(1367 PRECASI 362 SR 20 1368 1946 2423 3127 4006 502 14S 1368 1140 2423 3127 4M6 12'-0-(1441 PRECAST 337 540 173 1254 16U 2%93 2106 3562 40 eR 1254 1604 2193 SON 355! 13'-4'(160') PRECAST 296 471 7m 1075 m26 nm NH 2M3 471 7S5 1075 14U ISU 7310 2W 14'-0-(1687 PRECAST 279 424 7M 1002 1320 IM 1127 2m 442 70 1002 13M 1697 2127 2630 14'-8'(1767 PRESTRESSED NR. 10 Na MR OR MR MR No 459 1m 1370 1902 2NS 2517 2712 1S•-4'(184j PRESTRESSED K& MR IA NR Na IR MR MR 412 710 12M IRS 2056 I= 2513 17'-4' (206') PRESTRESSED N.R. NR Het NR PR A71 NI 111 300 540 NO 1316 ISM 1e49 2D47 IV-4-(2321 PRESTRESSED N.R. MR 111 MR in N6 MR for 23S 420 730 1037 1212 1515 1718 21'-4'(2561 PRESTRESSED NR RR MR MR NR IR NI ten 340 M 145 1114 tHS 1468 22'-0' (264') PRESTRESSED p R MR MR MR MR NI RR MR 163 315 sm 714 row 1215 130 24'-O'(2881 PRESTRESSED NA MR NI m I MR I MR I KR eA 129 1 25D 450 1 654 1 e64 1 1002 12n qan. l SAFE LOAD PLF LENGTH TYPE SU8 SFB RCIAU 3'-C (427• PRECAST 1025 1024 1598 4'-C- (48) PRECAST 765 763 1309 4'-e .(541 PRECAST 592 591 1073 5'-4- (84) PRECAST 411 411 745 5-10'(TOl PRECAST 340 339 616 6'-Hi (78) PRECAST 507 721 490 7'-6- (901 PRECAST 424 534 363 9'-4- (1121 PRECAST 326• 512 230 10'-6-(126j PRECAST 284 401 180 11'-4'(1361 PRECAST 260 452 154 12'-0'(1441 PRECAST 244 402 137 IS-4'(160) PRECAST 217 324 110 14'-0' (1681 PRECAST 205 293 10D 14'-8' (176) PRESTREM N.R. 284 91 IS'-4-(184-)PRESIRES9D N.R. 259 83 I7'-4'(2081 PRESTRESSED N.R. 194 64 IV-4'(2321 PRESIRESSED N.R. 148 52 21'-4'(256) PRESTRESSED N.R. 125 42 22'-0-(2"1 PRESTRESSED N.R. 116 40 24'-0-(28n PRESTRESSED N.R 81 33 4 0-10- 1i SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6WI1 In-21 NIM7 f12-21 8nt-t1 nt-21 1120-11 Ir20-IT ea4-11 EM-21 6F2e-rl 812e-21 1FA-11 IF32-2r 3'-6' (42) PRECAST 15a 265s 4 4394 Szm u32 700) 150 MS 3524 4304 S263 132 7001 4'-0' (481 PRECAST 1313 23M 30M x15 4570 Sn5 6a9 130 2305 AID 3815 45V S325 60r1 4'-6- (54') PRECAST 12a MID 2707 337S 4043 4711 6179 1207 2040 2707 3375 4043 4711 5379 5'-4' (64 PRECAST la1 t71 nn 2e3e 33» 19n 4SII Ime 1715 1 m I 21x 31" 1 3961 1 4m V-10'(701 PRECAST 1m IW?rA 2WbJ 2593 1 31071 312E 1 033 ail 621 ISq 1 2080 1 2591 3107 3620 4133 8'-8' (76' PRECAST 835 1407h.1 la 2329 2 315in 3712 0D 1407 tUb 1 2329 nM 3251 3712 7'-6' (901 PRMkg m 1085a 4624 K25h 2426o lWo A m 1224 1624 1 2023 242e te27 32M 9'-4- (1121 PRECAST US 7Wn 9136 1474p 1613 2157 2500 Sol e/2 1316 1 1043 19t1 2n4 2619 10'-6-(126' PRECAST 530 675 916 the 1411 1733 2011 x 6" AIM 1472 170 2065 2346 11'-4'(1367 PRECAST 414 504 60D 1037 1274 1513 1753im 4" t07 1042 1372 feu 1915 2197 12'-0•(144' PRECAST 470 45e r 724 In 11 U69 1S S 4n sm 94o ISM IBM tel ms IY-4-(1601 PRECAST 418 mt M7 76S 964 TINS 13U 42e . 4M 76D 1159 1411 1 Itq 14'-0'(168) PRECAST 304 368 50 724 819 1054 1220 410 423 717 1093 me., IM2 tea 14'-8'(1761 PRESIRESSED 246 AS sM eU 6n 00 e25 L70 1» U1t 1uI 1734 15'-4-(1841 PRESTRESSED 2" 111 40 27 70 Silo1054 tx US tit A MI 124 1460 ISM 17'-4' (208) PRESTRESSED 10 I92 20 IN 4MM ad WS 61 21 74D Me 100S. 713 1271 073 1473 19'-4'(2321 PRESTRESSED In 229m 34e A 447 547 s47 747 Tit 263 429 03 A ell 10691, Im 21'-4'(2561 PRESTRESSED 142 2m 307 bd 391 4eo seI 666 142 232 373 517 721 496 lae 22'-D'(2641 PRESIRESSED I" ro7 216 3n 462 546 ao 13) t23 35e S13 65t 044 eu em" 24'-D' (2881 PRESTRESSED 124 170 261 342 go 41621 492 W 5e7 IN 2M 319 4s5 08 ftj 757 en J) THE HLIAER5 IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRAOE 40 • SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. (n lliE4 PA HE51s ARE PERCENT REDIA:IIONS'FOR CRADE 40 RELD ADDED REBAR SEE GENERAL NOTE NO. 4 ON SHEET 3 OF l OWA:T GENERAL NOTE NO. 4 ON SHEET 3 OF 3. co& 114 fAai0e „n / PltWUCr RhV390D DIm4 3 0 /dAf - 0wai * w9n0» meRao0 1` CRAMPVWRR40 OEr'mlooDt»'/•4[2+ 1S 6324 CR 579 D7 SEE GENERAL NOTES - SHEET 3 OF S SEFi. •••'E RI PG\a` FNER.R 39584 el 6n`T' e1 REVISION 4 SS+ •""• 4•` fL P.ELIC.N0.44758 4r44111/II44 rhgu I' • unu ' CAST—CRETE 8" LINTEL FABRICATION DETAILS dt 'LW"g14 , • " rt[ 14YD ooXO-u a00 m a00 monk r L - m 6n Ku S[A10 m so OENLIONtinunohl6161rcmAumm L - or1. 6a toI o661rrn r la sllu : m 3 SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2- RECESS DOOR U-LINTELS 4-4-a" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8RU6 1196-006Bn0-06 WH-00 elfle-0e e16 6 oe a a6o enr9-le elrto-1 ewtrt 4'-4•(521 PRECAST tan 1149 3363 321D S42t SW 7567 lest ISM 5209 am 9479 lo934'-8' 547 PRECAST 1494 INS 3063 2992 R4349 4946 U24 S901175536195206IM9479IOe93 Y-8• (68' PRECAST 866 920 1770 1716 2e39 3402 39661107MI4567DWOp79179311rd 5'-10'(70') PRECAST 810 OS9 1653 1600 2124 2649 3174 37M 11 U 2342 4242 66H 7402 0706 C-8' (SDI PRECAST 9) 901 lets 3120 W4e 7747 244e 7350 Sol IB2S 3120 604e 791S 1479 1 6" (907 PRECAST g 755 1490 2459 37n 5743 7239 5623 75S 1 1420 1 2459 lni S743 096e 1 8'-0' (1167 PRECAST 411 43e M156e 2253 3129 4091 3146 526 999 15Se 2755 3129 1 4150 SMI p THE NUMI ERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR SEE CDOX NDIE NO. 4 CENERA NOTES Q Ibtrldc re e'lowed Yid . 4000 pl PlAmeei Gal - also pt fe Nod - 3000 1 n 3A be9 e411yoto nmow7 sb 1010) p ATN 00 all am cowmiro Jn6gYDo I100 p1ataWASWASIS . A Me6mG70 o4ed irr AS•1 A416 GW W Ya nboolii arla pr Y or SASWWGyI7r01pr AN bwm taaaiAa `a# 2AIudYw•ly b Iwy 3) Rodb DR anaer Od W Led WO, 4) tee rmb b p rdbefo Maio IM pRM OWN for r. t. 40 so avw tem. IA901$ c r-r Will 6132-19 .W m.y loll • Da WIn "*AGO 4 6472 Z) - awl r0 S) N Oo4b mod a eau// L%3oD b1YAgo. EIa 9ex sbus IMiU: r am bW mule Vo. b b o! Reey qq 0o NaNe &W.0 Cole Sss® t1013.1 m wppllmOlo 1) Slim Rd tilde m Ie4a1 7) On 11 fdo mq 01 ab66L0 IV be /S roast 1) k:Wul000b.d Mal only ob V. awbitaad 9) 7bo h1tor mo7 oobob eomm,&AW Ioh Imm v. am bm batl by teWoOeq 0.o a 11e me004 mmd ad daa at •-eov boo an boo d rgraL 10) 91.-9d Nid 11) M M r.NSNW tda N M btdd d M bm'Nm d No Add wo Sy. SAFE LATERAL LOADS FOR 8" PRECAST 1d2"RECESS DOOR 1.14J ELS e" ms„ -40— 1""'1 SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RC6 4'- 4• (521 PRECAST 758 757 1164 4'- 6• (54) PRECAST 694 693 1073 5'- 8• (681 PRECAST 408 407 655 5'- 10'(701 PRECAST 382 381 616 K- 8- (89r) PRECAST 595 788 464 7'- r (2V) PRECAST 509 674 363 9'- 8• (1161 PRECAST 370 490 214 SEE GENERA NOTE 18 H) Obed wad rdJ•11y o tl'hywy' b" edrAo al W tab b mo4b 13) U. edodo •rlom of Wdo 6dda9 b edda aoaertb ob 04 has o eeoi.l N o m 4P4d b wa.W000to .0 AAMW C-429 $WftWi opaY1, IQ Uabb bold amAaxae- dY 9orai ISa IWed.Y 6 4+ifar Yr. to d+ a datfd Iw 0e A{ Wtl'asw W A0.6 hodad.l Toe Sol. 1or6 11 bell + SM hNimbs bd S IA 15) rot MOW. 6W WOO ad mn% M ob bail bem mot Ym blWA e.1.e. 11) Al idol bolN Wt Moon. W Nte bW 9am NA Im" Imp am& 17) SW bob u- •7rlalod &b db boa III) Sd- bolo b.d a o6e011 dolls audio pr AD SM W A0 M 19) A.Srad b4ao1 bed wopol7 wed e. b.d b b Mr1Nr 4 IoYa9 aNEed nAood oesrob worry oelo Q10110 db. or Wd. Se• d•W etloa: 1/ 2' CIA SEE SATE tA1M LOAD TABLES FOR 1W MIN FOR EACH AMMONAL KMRMD am FULL coum RCI js REBAR ON OR60 SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4- r-4-a m SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH e9re- 1T sore- Ir e9Flo- tt eaio- n eArrrt evlrn Bone- 1 enrte- elfftt- tt e6n:-: e9n6- 1 eonal7 e9r o-tt euao- 4'- 4'. (52') PRECAST W5 f66e 234 3059 3 551 4445 S140 906 file I' 30% 3751 4445 140 4'- 6' (541 PRECAST e67 1074 2272 2939 3W) 4275 4943 16M 22n 2939 307 4275 4943 5'- S- (68' PRECAST 673 1 1259, 1797 2321 tell 33e2 3911 IDS 1 1269 1717 23n IV4 3362 3911 5'- 10'(701 PRECAST ess 1207 17460 2251 2773 32e6 2729 e5S IM INS 2I69 2773 0 2799 C- B' (an PRECAST 70 M IS30 I96D 2429 d to 570 loeo IS30 1910 2429 2M 3329 7•- c (90') PRECAST 506 742 OR 1765 21 W 296e us eu 1364 IM 216e 2567 2160 1161 PRECAST 166 014 1222 We te59 2110 390 Ste ton Ilea I7o1 2016 1131 f) THE NUMBERS R1 PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REEAR, SEE GENERAL NOTE NO. 4 fl SF 8 J..• r- Immm41f010/0.196 um Own 01 S efm9 AT mm W 1 n11. evert 8F1 ICJ JI Lomm6marp s law Al ;W F- TOL911ROm= REm-%W U wamW7W ..tlb do Flaiie LEI Tat ( 1) 9EOD 1- I/Y QW t•. Glaa 0001 FS KN Al 101109 or UNTO. CM67 www,, i 7 ACM1anumDRmm= N. O o_ 9 I101mA) 1R017UCFIteVWtU pu•- rh WCb&rilb Abe IYwl/e CRAMPAT;< iD10 BgM. tlooeUeto I oL 16 6324 579 FNER R 93584 0_ SEF r cL m a: C1113•IQlii:1:71n[1 ff.r "i bl:r4•T.- CAST—CRETE 8" LINTEL FABRICATION DETAILS ra a.rr riy:.1R;r7irLvm: 1rszrtrla N.. 1urlesia:t aanynl; erwz n .,,... MIAM 1•DADE I 1IA&u-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOLNUC RESOURCES (RER) I t805 SW 26 Sheet, Room 208 BOARD AND CODE AD8•IrMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 NOTICE OF ACCEPTANCE (NOA) mymmlamidade.aovlecorromv Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section ([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 detennined by Miami -Dade County Product Control Section that this product or material fails to meet the requiremetits 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) 41$, 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 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., our August 19, 2014, all bearing the Miami -Dade County Product Control Revision stattip 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 prodttct, 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.. Wany portion of the NOA is displayed, theft 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 1-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, Y.E., M.S. fn / NOA No. 14-0903.03 MIAMIDADECOUNTY -` r, I,i='`~ Expiration Date: 09/11/2018 Approval Date: (0/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1103-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details'; sheet I of !, prepm ed by Craig Parrino, AE., dated Alarch 24, 2003 and Drenving No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables", sheers 1 through 3 of 3, prepared by Craig Parrino, AE.. dated Alarch 24, 2003, last revision #1 dated April 28. 2003 both drawingssigned and sealed by Oytig Parrino, P. E. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete lintel specimens, per ASTiM E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hanlon, P. E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103. 207 pages, prepared by Craig Parrhto, P. E., signed and sealed 61i Craig Parrino. P.E. 2, Calculations for Cast -Crete Lintels, dated 05129103. 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualio, System kfanual for Cast -Crete Machine Made Precast Lintels revised nit Mary 1, 2002. 2. Cast -Crete Quality S))stem Manual.for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Di-ming No. FD4612, tilled "Precast and Prestressed Lintel Details". sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Draidng 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 March 11, 2008. B. TESTS 1. Nolte. C. CALCULATIONS 1. Atone. D. QUALITY ASSURANCE 1. By Aliami-Dade Cotuny Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Atone. E- 1 HWiy A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 r Approval Date: 10/09/2014 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 12-0209.12 A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details" street I of 1, prepared by Craig Parrino, P.G., dared March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lirrlel Safe Load Tables'; sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated viarch 24, 2003, last revision dated Afarch 11, 2008, all signed and sealed by Craig Parrino, AE., on March 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By it icuai-Dade Cornay Deparnneat of Perarining, Ewlrorrraeru, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr•orn Cast -Crete Corporation, dated Februcay 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Coda, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS J. Alone. D. QUALITY ASSURANCE 1. By AIiaari-Dade County Depart nerrt of Regulatory antl Econonr/c Resorrr-ces (RER). E. MATERIAL CERTIFICATIONS 1. None. t k[ Wily'A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/1l/2018 Approval Date: 10/09/2014 E- 2 Cast -Crete USA, Lic. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining No. FD4612, titled "Precast tool Prestressed Lintel Details". sheet I of 1, prepared by Craig Parrino, AE., 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, AE., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P. E.. on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, AE., signed and sealed by Craig Parrino, AE. D. QUALITY ASSURANCE 1. By Mianri-Dade Coungy Department of Regulalmy and Economic Resources (RF,R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Casl-Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel .Maim-, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiratiou Date: 09/11/2018 Approval Date: 10/09/2014 E-3 I A=ice RETE* HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 4' SOLID UNTEL DATA TABLE r"ro® rrurElraf719EUllN.1o: vmmvf3i Kuxl =LJ i Vlj 3r' ir-lMiWtwl kiI"an, MIA m l=ZF= Effie v'TL^7 EMM Cla O rc rtrA ut>t r tttl erg r/t3.a len a va o, rc a I. r:a.u::.t y vtai roe rya o r o ryJs.:'.1 nsa n•srn r+zv va rti3tir rrn ss>. rn> J rmv vrs v$ va r s r uJ •._sl Fmv ntmrr ram rz o raj ry-In iT7IVI I V^,Mm w1 rravrrnr.TV r J.-1.. Irraxvr2iL^:rt'aar%t7M-M r1—Wr'7m"m r rria9 ISta'lr•'JO rrtvr_ar_ J.",. l rt r I rs2m reu.::rsavma mQy ruTatlsz+_v Lea r ffmm ra-r'n mmmrl14IDOL ffi"nalfMreaiL.:ffd'i o t,mralww 12' PRECAST U-LINTEL DATA TABLE L"r!t'SIiiY 31f'!l4f] o®r r=rzrm XMEIMMe+no rta__^.1 LL'Sa ve ; uLXcla ma 0 nr r•TI Rl-'M Ff TT^J Elo!'r VJ:JL"J LX;LMUMM LFa SaraD+®—r- 7C-i• 7].'•l lSL 3 C.`lavltt.^_lamaCr/.ooaf , ^ I pQI•y!/Limmla r7aO riatia rnn u r u.ur m ;r. r rus::.i oe,a nc, tv fF rRTI arLIa-UMMAf2US;'! t7 urrf eltaftl!L t,,:ntmi@unwmffl"Er-- Ec" rIM 6r', r r,.ti: tncy ffcsr a t rta M--AIrlm—MEAr1allo Qa'J 7lLaFrUTM lllC IrlLJIF]Gia oclo rreyr_ma t'Mrff 11•1 raryrt:- mcam L: r as ! ^.1 u:d;1a: ElcyrLlo maaLryl" TrrE " B' tY E "A' SUN wam• u leiow. wars IIO IM/MaR •r0lIIAO•N • ItY11•N T r0•INUO OPMAL O • I' MUCUD rr CCrr6111 un AND C MDr It L"Mitt• OR •RIAMM NCI• VI IMI IYM WM M CMROC ""_CAM OA. •IG r, UMUM 9R14 7/31 W AIJII Atut $3, $46 AND rA 1113112 uimm CRYCO• • AM• a •i01 IMMN . xr•• ry WC M AS% A•u L ICr4 OR r•LL MWM Cr 9M M tl•Y AU COIIMt• CtAt,•• 1 ecumm COMitlld r.. AO is •M• MM ON 00 M Olt trl AMO GCL FM CRMILL - Ms OftAMM WMRr.. trM M rM . MW IMtu CRR•t• . 6 NO CR rOq•rM• CAt rAM W M MWR N•O A Mum CRC. a" f &Ir %a on no W M rLm UN m f mms• Am LIA f OIL O • A•• It MIDI Motu Anu snvm mo /ml SEN. fin - rn•uu..a rr r.•wr• LM1'+:.S7G'?F14i ttrtrtr,mGae r ME rcsiarcllor®vim®©ao cry K" r • tlaru.a_.ILXEMVtt1._te I A_I _ r'bY [1411[x--a LSJrr>,n"rlJGMt/L'!_JL]C1ar9aQa • • cvrry rclr rcaT•uarta A.,ayrArn nlrc rrn rs r• • • .Irr• rr_.vrrr- Mgt• n r r. rL n m CaT.v n[mfi care [OqC m ' r®®m r [s 31dQ3CJr:J.LL...C i6C3i M'jDj) Cr µl:Vu il Clo:iJa b oonWlrAaiactp4lylw Uc, a n ! 8 II PRECAST AND PRESTRESSED LINTEL DETAILS nt Hurt OIfr t oLcrr or am •."t• .: Lrorr s/LUu CKM n, aac rAtao nE rwMa rout: am: I a I GENERAL NOTES q Ibinul: to 4' 6dd - M pdreriit'pmst Odd -MF4ftqmd - raw. w{- ot;m^ 3/e 1 tpgrtyb t.w.b tlrt.•ry •Nb s .' ypeeat AAY Cee uU mdnsn ndileaanllr.n;r. 1000 ps rbm ro ASII4 At15 W`aJ. - nl.Ilm per ASIY C70 9'P• YO er S 2) Al td. bra town burro a miiby..een 4 imh e.m* b.ttbgrtAdlbjnlbbkim um a 1R bdea 3) rtwlet td natm bw we bow pF.L 4) Io mrpd n pmmtbbe bdrra anwwt r orb Is grab 40 rrb awed Itb.I. LMMM Ir-4' Ibld 12r 4-2B tde bee - 141ep4 r/ 14z I•ar0o• 14210 12200 5) Al ws mnd s .site v/.leD adbtG.. tu da lied 12ptt e a 12n lr-4' a M4er mteb a tmtw L/180 ddkd b Uw b bribe b nedr— at BMW aw" fed. S.tl4. 1601].1 a •ppacrb. a) Shoo aw Web a Iytted T) 4• tdd QA.b to b iltlyd •/ 4' d'e b. bwbmdd ad r 6mttetm wfti e) tblrbrd YM44lo0.n/dlsktrddemmAad Wd trod M" Let w wda"rd Oa/d e) 1bt dal.4w mw •e:t exu dto`.ee beds /ttm w 4 boo bbbt o red eq w mbreieme etmdiq mimed td tbwr d7emlq y bom w loet of m,psl. 10) lob -VA Rdd 11) edbm fdl Deed Iry b be haW at w bdtat d w We ate. TWr OFSIGNATnON e • tJrmD F t°12fr- ruagwow 6-2B/2T M, • L, gap ILLwQr®m trum I t to r I.tme 2 '= i9i9CY Fii J A ..1't''1 i' t•{. n WL 03 0 am moat:, aA o mumim wU= to Matta mA r tau 11 5 • AC1144L ewe 12' ItWett.l 1'A01H 1 r a if UAcb m I.Waddd .ads s-1/i ttnd .rdr, d w ..b b erratebb . rdlml td ttltemdq ttd o.bq lb • mtww a-*$ d It" itda•d n cdtdr tomb mmwwf ab ad Am e tl term orrr-r in avud— tbW, AM MIII• w •ew tpw.W aWk* u) bow b.°t" e0m` w •". ea u'lot rem°` `w 1.1 y".N• Appree wilt 1 bee + AIWe ba11twm boos ID Sob rAW bee bt4 tmbmw bw 15) rw t•mp.db NO boob ml do m talc boa bmo MA b." 1W4N ttbm to w we W w ml d•. , in. rd. bee IIm aw rgea two tern. 17) We bob tm aqd, , .b.c* bola 15) Sob bob ban a MhW dojo etrb[l. pm AD 530 tM AO 31e. 19) AedarW bit4tl burl tgr:q [rA br rt.iee w duyn" y P^tVr4 etleei•ol Ienlm, = l te=. nRt (e0 ran Ur S^bt L. llJ babe SEE SAFE LATERAL LOW TAKES FOR LOAD RA11N0 FOR EACH AODRONAI r: At, ts+, RE0IFORCEO CMU (WA4 FULL COURSE n• 1aR TIP 1) 15 RMAR FOR 6- LPRELS 12) 15 REIM FOR 12' LKMS ti' CR40 or GM SAFE LOADS FOR 4" SOLID LINTELS 4A17 44•T• GRAVITY LENGTH TYPE 4S8 Y- 6- (421 PRECAST 1180 4'- 0- (481 PRECAST 959 4'- 6- (541 PRECAST 789 5'- 10-(701 PRECAST 460 6'- 6- (781 PRECAST 360 7.- 6' (901 PRECAST 260 9'- 4- (112' PRECAST 156 10'- 6'(1261 PRECAST 116 12UB 4Ai7 44— UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'- 6' (42) PRECAST 687 371 4'- 0' (481 PRECAST 597 32D 4'- 6' (541 PRECAST 529 258 5'- 10'(701 PRECAST 407 148 6'- 6- (781 PRECAST 366 118 7'- 0' (90I PRECAST 280 87 9'- 4- (1121 PRECAST 187 55 10'- 6%1261 PRECAST 152 43 12FB 12F12 121`16 V- r-'3 • t, 1 • w' ice+•+ .•M.+.• w• 6U8 6F8 6F12 6F1674 M. It• •. + . t' 'c `iE:.: +. to 4• . t af:T'•.. ;,. lit t + I • Y ,• • • • • 4S8 g •• 12F28 12F24 12F20 i r:; •. ''• L7toDUC1• Rlivislilf s• J, jtii ' : :1+= amnylyi^a+rilA Ytt Flmlde j F UYlleinelLd: A% / y ; CFTAIG PARRINO Aatpbnro E51pIb1ioeUsce 6F32 6F28 6F24 6F20 •, S ........ N SE F Di iAL S" -*• F P E UDC 1 4Q4475s on CAST— CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES z J "' !') oj, M RYAL OIaWS-Id amm er iwm amus SCAM: R IS V '+• 1 alr S/24/N tlQ,btO f0 q,W rAlemD, I. - tm la 4036 IOAdNC.Ya Most 51[(I 1 or 7 SAFE GRAVITY LOADS FOR 6" PRECAST MLINTELS alm-omm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U0 61`8-18 6F12-18 61`16-1 6170-18 6F24-18 WS-19 SF32-18 3'-8' (421 PRECAST 2332 2676 3892 5050 6145 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 11297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 297 9357 10'(701 PRECAST ' 1067 1260 2198 3557 57M 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 1 2850 1 4328 6737 8297 9357 r-6- (901 PRECAST 779 883 1459 2188 3151 4524 66M 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2054 2795 3731 S017 10'-6-(1261 PRECAST 5D3 566 895 1270 1706 2236 2898 3747 11'-4'(1361 PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 477 744 1042 1377 1769 2239 28M IS-4-(1601 PRECAST 373 417 646 895 1170 1495 1852 2285 14'-O'(1681 PRECAST 351 392 605 035 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 SIBS 1199 1437 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS fOR GRADE 40 FELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS MO e- °CG1QT IIJ Imm. Q C„111.41M,r SAFELOAD PLF LENGTH TYPE 6U8 6F8 RCMU S- 6' (421 PRECAST 587 1055 596 4'- 0' (481 PRECAST 487 787 445 4'- 6' (541 PRECAST 416 609 344 5'- 10'(701 PRECAST 300 350 198 G- 6' (781 PRECAST 263 496 157 T- 6' (901 PRECAST 222 367 116 9'- 4- (1121 PRECAST 173 352 74 10'- 6'(126) PRECAST 151 276 58 11'- 4'(13n PRECAST 139 311 49 12'- O'(1441 PRECAST 131 277 44 13'- 4-(160') PRECAST 117 223 35 14'- O'(1681 PRECAST III 2D2 32 17'- 4'(208' PRESTRESSED N.R. 130 21 I SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U•LINTELS C mv-O-" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE MAT 6F12-IT 6n6-11 6F20-11 6F24-It 6F28-1161`32-fT S- 6' (421 PRECASI 1412 2074 2715 3356 3997 46M 5279 4'- 0' (481 PRECAST 1225 IBM 2357 2913 3470 4027 4583 4'- 8' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 V- 10'(701 PRECAST 531 1222 1600 1979 2357 2736 3114 6'- 6' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 7'- 6- (901 PRECAST 648 853 1249 1544 m 1840,4 2135 t4 2431 9'- 4- (1121 PRECAST 575 57IN 98D C, 1252 1492 1732 1972 is 10'- 6'(1261 PRECAST 514 462M 787 112) 133 a 1551 1766 11'- 4*(136) PRECAST 474 404 685 985 1213 69 1442 1645 12'- D'(1441 PRECAST 454 35710) 619 888 a 1D93 1299 1506 Is 4'(160-) PRECAST 402 m 308 516 111 736 Ij 906 1076 1247 14'- O'(1681 PRECAST 369 265 475 677 832 989 1145 17- 4'(208% PRECAST 253 joj 208 338 476 j 585 693 803 J) THE MMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 IAIGPARRINO M CR 679 FNK FL 33684 r... E. LIG Nn 1e79 PRMLICr ftv)9SD 01 ` 0nw.w ram It- Florida llWldhyZAMOaeaNAlntlmbweo - o oT•o7 twurN CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ve) oM a - ..o. i . 06 Analuu tore o cut lAuw M$ CALu" sp Nfcooner. cut roc% rt • ac w 44ie oM1Atcim. cua: SISCT 1 a 3 SAFE GRAVITY LOADS FOR 12" PRECAST U.LINTELS IawCw/w SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1208 IM-20 IVIZ-28 IVIA-20 IV20.20 12r2/-29 t2r&.2e 12rs7-26 3'-6- (421 PRECAST 3428 SOW 5838 7619 9352 11060 12755 114438 4'-e (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 114438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10-(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 1444 V-6- (781 PRECAST 1383 19W 2679 4196 6421 10032 12M 144 7'-6- (901 PRECAST 1138 1628 2131 3218 4676 6756 9763 13524 9'-4' (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 755 IV-6'(1261 PRECAST 614 1043 1295 18M 2516 3323 4334 5632 11'-4*(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-O'(144') PRECAST 456 878 1073 1513 2020 2617 420 13'-4-(1601 PRECAST 359 76) SIX 1294 1709 2188 2743 3409 14'-0'(1681 PRECAST 720 865 1204 1584 2017 2451 316617'-4'(2081 PRECAST k321R. 4511, 631,, 881,, 1111 1428, 1750 210219'-C(2321 PRECAST R. 341 477 700 925 1152 1380 1609 Irl - m"mcaa w ri ,.= ABC maim RtlWXM Im OGRE 40 FUD ADOM In& $EE OAOUL 01E RQ SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS 0000 U.LINTELS 4 MM-01 n" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPEr2319 IMS-2012m 111Fp- m&- UI622- I2m26- W30- 4'-4' (521 PRECAST 2942 5468 7584 9640 11669 13679 15679 V-6- (54') PRECAST 2740 5468 75S4 9640 11669 13679 15679 5'-B' (687 PRECAST 1841 3555 6395 9640 11669 13679 15'-10'(701 PRECAST 1758 3361 5954 9358 11669 13679 156 6'-B' (801 PRECAST 924 1430 2633 4415 6884 10354, 7'-6- (On PRECAST 703 1203 2157 3494 5259 7922 a9'-8' (II$I PRECAST 389 B43 1451 2157 3203 4427D Iq TIE RWMM 4I AamIO36 ARE MWO RmXMG SIN OW 4D r0A WID JIM $EE 9A41GI WE IA 4 TABU c rr SAFE LOAD PLF LENGTH TYPE 12U8 12FB RCMU Y-6' (421 PRECAST 12951 4841 39 4'-0' (481 PRECAST 12951 4841 299 4--6' (541 PRECAST 1049 3922N23, V-10'(X) PRECAST 681 2547 6'-6' (787 PRECAST 579 2167 Y-6' (907 PRECAST 474 17719'-4- 1121 PRECAST 355 1326 10'-6'(1261PRECIM 306 1143 454,4 11-4-(1361 PRECAST 278 1041 3889 12'-O'(1441 PRECAST 260 971 34 IY-4'(1601 PRECAST 229 857 278 14'-O'(1687 PRECAST 216 809 25 208) PRESTRESSED N.R. 631. 16244Ir-4* 19'-4'(2321 PRESTRESSED N.R. 534 130 SAFE LATERAL LOADS FOR LENGTH 4'-4- (521 PRECAST 4'-6'. (541 PRECAST Y-e (681 PRECAST V-10'(701 PRECAST 6'-8' (807 PRECAST 7'-B' (901 PRECAST 9'-B' (I Is') PRECAST SAFE UPLIFT LOADS FOR 12" PRECAST u.LINTFLA 4 Mw_*Mp SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1216-21 12F12-2T 12F16-2112120-2112 24-It 12M-21 IZF32-21 S-6' (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (487 PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5-10'(707 PRECAST 1623 2527 3310 4092 4975 5658 6441 6'-6' (7B) PRECAST 1444 2269M 2972 3675 4378 50B1 5784 7'-6- (901 PRECAST 1267J 1767 258A.13194,J 3805, 4411 5028 9'-4- (1121 PRECAST1814 7 3583 4079 10'-6'(1267 PRECAST2 3209 653 11'-4(1361 PRECAST4 1 29 336412'-O'(1441 PRECAST9 f22276' 1 2616 303213'-4-(1607 PRECAST7F753.1269, 6 2169 251314'-O'(1687 PRECAST 04 9 1993 230917'-4'(20n PRECAST 2 1402 1623 19'-e(23Y) PRECAST1 817 1002 1187 1372Q V) RDULWINRIDAWWWASEECDWXNOIn FOR SAFE UPLIFT LOADS FOR 12" PRECAST w/2" RECESS DOOR U-LINTELS 4GIsr6w- w I SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH IDRR-a IDew-71 RI114.4 4'- 4- (52) PRECAST 1626 2685 3746 4'- 6- (54) PRECAST 1558 2582 3602 5'- 8' (667 PRECAST 1210 2042 2850 5'- 10*(701 PRECAST 1173 1984 2769 6'- e (ODI PRECAST 102D P1 1536 III 2421 7'- 6' (9n PRECAST 904 4 12264 2163 19, f (1161 PRECAST 7034j 771 u 1472, RwRrns w WOMM ARE KA%Nl REDOCM roe 40 r1[ID ADDED K AA SIX CEREAIA NDIE RQ 4 PROEIU¢ F RBVI3GD b a+aAlyflyt\Yi1A Dw 11YIfAa BI/ IAi coo I\ Ya c90?.p? Q / E/. CRA1G PARPoNO laa ran. 7`• / 8 SEE GENERAL NOTES — SHEET 1 OF 3 4 NAL aC. p rOa°` °" Mimi REVISION I JAI RAW A T: `"'"' °` ' —CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES iw- nE RIRC wslrn-u ORA1R m JORAM AEJRYD swc Rts L' zrm ouc >nvos ulcoo<o In aw Amnq rt. - IS6 R0. u/x RI4RIle:xa Guu sRtO a A M IAM I -DADS MIAMI-DADE COUNTY LMIUM 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 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 the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with tho 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 docuin'entation was reviewed by H lmy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMFOAOE COUNTYWExpiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast. -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 0610 719 7, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P.E. R. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, -45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratoty. 2. Mill Certified Inspection Report #20-8275 dated 06120195 for prestressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 458 A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96for #5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2112017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED Il. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . • None. B. TESTS 1. None. C. CALCULATIONS' 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and seated by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and seated by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/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.F.. 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. S. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. 01 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 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 of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for fLigh 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 Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. 'CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. H4ffmf A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 t. ZT_ HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS HOD1rCT RL•NOWFD YW.41AOle FluidsBull4ts> 7/32'/ BAR . STIRRUPS TVPr "A" STIRRUPS n k =--- I, m4 Sn AILs lIN 34 t StAgNO Oiwi 0. 34 a42 7 3 7 4 - f I!-4 0.140 DQ 1 2 0 1 -4 0.158 4" 7 32 0 7 a2 om 17 -2 1 O -a o 1 -4 a t 1 -3 19-2 4 0 4 -f 0 RI•-4• al 4 M7 7 DAR 10-0 7/31 MR fl'-2' a O 3'- 3/4• 10 tY-D• O foo aH Is 7/32 BAR il'-lo• a O s'-lo 3 10 2C- OSI 3 Is 7/32 BAR ZY-10' 0 4'-3 I/Y 1 10 8" PRECAST W/ 2' RECESS DOOR U-LINTEL DATA TABLE m •r Lr.Ms W RRL tlmu DR a'4WVti I iili4tte UAW •t—K LMIfl IM1uropCMO t•ef f•tMUtIEM u0ett 4.Ir Rau MW nt -rmM.• n tra tl , tl , PtmWeern 11,11" NOMERMMO CACI IARRICATIOM MOOfL 8" PRECAST U-LINTEL DATA TABLE t W 1111W. JIi Y 7i3 Yi' rx a®ram®®moo r.n uarcu r vm©rlv Tif ilEi 111 1 pm DQ..:] 3i R.7Llt1 rjcy l"- r w e v: cJ0aw LMWE W-1.11111r. av®r fMR7ao 1117dR 1mr FAQvccL]MMIU r ran rt rJ:Jll Ja•,s r r• o r•n1®R l r>m vmlo mc9nMMUMFEWMU"r=_>ommiMMo 90"r IDamnu-MmpLl li 1=U"ccnt 7 r»aWin r»Ali Ir", mo 9 G T'7 E:L r1 UlaDd EJHSi E7C•1i t It11S IRO RRTARI MrOMMIMM IS ROMM MR MM A/MAI. 0 to 0=1D IN CO IRICMf IAD3 Alm "WWI K RQRMMO OR OCIIWIIO VNIM" INK PON R0ntl1 COMM 0 CASI-CRtit V3 MIL 1. Id100AW6 SIQ 7/s: wl Astll Atlq N. N, a wtt1 Irt tonr xwta a mtt t AYO q O IO ASIY FR f/t4 ssM RtotARM O FROM [ACM 00 nKWMR »Kn IOtr-MnunnM tattamlo2M IaOR rot CU'AltllooriRoamCUQttMMSRIA110AStY41L f. 13wa= Irl"N1Ml. r. M no Mt 4• 4. R0. V tlman . 4. i11D1 MS Kte RUORCMC1CtWOMdot /DRM MMS3L, 1WI03: f.. 4M M MR Au ROM t4" Mmug A MMIOnw. a fA IOOROS w P"Rwwt rKom, M CLM or COMCAOt MAT K OSM M M a oO1W IRI3IRI33 rOACt . o.fo O /AMUS M Untl A(MIUM M0 CAN 71t0 0 yts Mt ft[fltQttL 10mum Mnsto AND M MIM 10ML ENS PRODUCT Ite1'VISIID u tm, IyiAB nlnlOuPluk% um41p Coe: y CRAIGPAflWNO y Im RIO ONALENG. C,,, FL.P.E.LIICC.140.48 I,\[N'[ df:1:1;7_Its;li'I(rii.)7a11LC1y;Bj]:I>•fr1 1 1L1 IM"M • DETAILSKOMi1J 91:1J;•f/[,i,([d7ay: 7.11aiI Ic11.1: /I`CfEs' SAFE GRAVITY LOADS FOR 8- PRECAST d PRESTRESSED UIILITFI S 4AST+vw SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH EW8 Ka-m uIt a s7t-4e ergo-o9 an4-oe 6Fre-® 6r32 09 SFA-13 AF12-1a lilrtt OF20-18 er24-1a e126-t6 er32-1e 3'-6' (427 PRECAST 2231 3099 3710 6163 SEW SW M2 10951 ON 4605 8IU 7547 D74 ISM IIe09 4'-0' (48j PRECAST 1966 2ul 2151 3e20 4m 5661 7034 6107 203 41N 6113 7547 6974 IN94 116N 4'-6- (541 • PRECAST 1599 im 2110 all 3753 4570 400 622 1 21N 43% Still 7w7 e672 1o394 ltW9 5'-4- (641 PRECAST 1217Ul a 196! sW 3123 im 42/9 0 SM 1547 7342 1733 tot 5-1o•(7o7.PRECIST 10623 1431 2M 2SO 3009 3670 2 430 710e W3a 71e1 A= 6'-6' (781 PRECAST gCA1 3uo 3N1 3707 43N S0t1 77 NOD SMI a1W 1039 NI! 7'-6' 90j PRECAST 743" 2132 22N 269e 3191 3N629266138966011417w7t V-4- (1121PRECAST 554 t1W 1Q2S LW 391 28111 3302 n2 t24S tau 2564 31N 4m am 10'-6-(1261 PRECAST 475 76 m M? 2093 My TIN Um 643 1052 1513 2003 27SI 3143 4?-4Fq 11'-4'(136) PRECAST 6Y et 945 13N Tau 2423 3121 4006 sat 46 13N 1846 2423 3123 4006 12'-O'(1441 PRECAST 337 540 N3 1254 1 1684 2103 2806 359 540 e73 1251 1 104 2113 MS 3532 13'-4'(16D7 PRECAST 296 471RM 1075 1420 1a76 2312 21a1 4n 1075 t4M sale 231e 26a1 14'-0"(1687 PRECAST 279 4N 1002 I320 Ili 2127 26m442100213291N721272630 14'-8'(1761 PRESIRESSED µR 9a Ire to lot MR wR 1370 1902 2245 2517 2712 15'-4-(1841 PRESTRESSED NR NR Rk IR 0 NR In 1250 1733 20Se 2320 2113 17'-4'(206)PRTSTRMD N.R. NR MR MR 1R Ni W 3W S41 ow MR 1609 180 no 19--4-(2321 PRESTRESSED N.R. MR No MR Me MR Nit N9 235 420 750 1037 1282 1515 1716 21'-4' (256) PRESTRESSED µR• M IA NR MR MR MR M IW to S61 45 1114 1 130 14N 22'-0'(2641 PRESTRESSED Nit fq NI MR MR NI NR NR IN 315 650 7w IW7 1288 1366 24'-0' (288) PRESTRESSED NA M W Nt NA MR RR IR IN 250 430 Iw W4 1 1092 12" n THE NWE RS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. NOTES - or SAFE LATERAL LOADS FOR a.1115CPA@Taeeeeme--.11-1e 40iw911411• SAFE LOAD PLP LENGTH TYPE BUB BFB R CMU 3'-6' (421' PRECAST 1025 1024 1598 4'-0' (481 PRECAST 765 763 1 1309 4'-C .(541 PRECAST 592 591 1073 5'-4- (64) PRECAST 411 1 411 745 5'-10'(701 PRECAST 340 339 616 6--r (781 PRECISE 507 1 721 490 i-6" (20) PRECAST 424 534 363 9'-4- (112') PRECAST 326. 512 230 10'-6"(1261 PRECAST 284 401 180 IV-4-(1361 PRSW 260 452 154 12'-0' (1441 PRECAST 244 402 137 13'-4-(160') PRECAST 217 324 110 14'-0'(16n PRECAST 205 293 100 14'-8-(176) PRESTRESSED N.R. 264 91 15'-4-(1841 PRESTRESSED N.R. 259 83 17'-4'(2087 PRESIREW N.R. 194 64 19'-4'(232j PRESTRESSED N.R. 148 52 21'-4-(256l PRESTRESSED N.R. 125 42 22'-0'(2641PRESTRESSEO N.R. 116 40 2V-O'(2B8') PRESTRESSED N.R. 91 33 SAFE UPLIFT LOGOS FOR A" PREQA9T R PRFIitwFRARn 1 U alTln 40 4-40 .AY SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH ws-n EW21 arlt-tT 612-27 ena-n grit-21 eRo-ft 1100-21 er2i-IT 924-21 IrI7 VU-2I eru-n V32-27 3'-6- (42' PRECAST 15" 26ss U24 4394 52U 6132 7W) qN 2165 3324 43w SIN t 32 7WI 4'-0- (401 PRECAST ut3 2305 m lets 4s76 53ss W'/t 1363 2306 30W 3315 4370 SM 6079 4'-6' (541 PRECAST 1207 2010 2707 3W 4043 4711 6372 1207 2040 2W 3375 400 4711 53)9 5'-4- (64 % PRECAST 1016 171 2276 2=0A 3339 3161 4522 1016 I715 m6 tale 3N9 I 3661 On 5'-10'(701 PRECAST 909 1567nd 2MUoh 25W 307 3Mh 4133 ml 926 15q 1 20A0 2SW 3107 1 3620 4133 PRk7Am 035 140 f t329 2n 3251 37u 68 1407 Im 2UMN 2710 3251 1712 Y- 6- (201 PRECAST nI 1 1624 toss 2426 2127 3228 727 1224 1624 2023 2426 2127 322e 9'- 4- (1)2) PRECAST 551 70e 1176 1474 fell 2157 Mil 591 aN 1318 1043 1#0 2 2610 10'- 6-(1291 PEW 575 SitISM9. Ilse4a 173e 2011 SW 69S IIW7N 20 6 2346 11'- 4'(1367 PRFIYST 474 5p{ IW27 1st IAS 494 60 1042613 tots 21V 12'- Cr(1441 PRECAST 470 450 72457 1309 156s 4" 5S0 w0Tel 20WIS 13'- 4-(1501 PRECAST 4te Set W7w 1147 1323 42e • 4W 7W41t Ia 16p14'- O'(168 PRDwST 6W9 to54 IflO'410 Ass 717W 1562 IW7 14'- 8'(176-)PRESTFMW 239 245 334 316 690 U3 672 6W 325 W 9) 6 151t t131 V34 6.1 15'- 4-(184' PRESTRESSED 224 113 486 Ld m 7N oil I, low 230 381 w6 J SOB INOw. wW INe lY- 4'(2087 PRESTRESSED N7 M406 521 on S5 213 tin 305 we ml 740 1006 1271 1473 19'- 4'(2321 PRESTRESSED 162 276 w 4410547 647 a 747 lot 263 429 623 b, 541 los9b 1227 21'- 4'(2561 PRESTRESSED f42 204 307 3N 4W sq 656 142 232 373 537 721 WS 045 22'- D'(2641 PRESTRESSED 137 191 216 37f 462 346 e10 137 223 151 s11 i 6a6 a6f 999 24'- D-(21107 PRESTRESSED 124 170 267 342 4It 4. 567 IN 2m 319 455 mt ri7 em SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. A— pft7 a / 7 Cf@70 l0J flits to 11AV1: hut. ItbD M rLXL'LXI NEUUGIRM FOR GRADE 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. Pa000C7R8V) 3o0 vW"Iftrid" ELATE t; NaIfCRA10PAHRIN0 6324CR$ 79 A d. OTIIo41aaD4a. ° • o ` 7 R 1 ` zf" LSEFFNER. 033604 CRETE 8" LINTEL FABRICATION DETAILS r- SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS coxf.0 am SAFE LOAD • POUNDS PER LINEAR FOOT TYPE LENGTH 8RU6 110-00 Iffit011 eef14-96 6Arle-0e mn-a 8m2"s mr3o-mems -is m lo-te mu -to sins -to 61rn-1e ma -le easo-le 4'-4' (521 PRECAST IBM1749 335s 32e0 4NO 5421 403 76117 Iasi 36" 6 09 80S0 2479 10093 4'-6' (547 PRECAST 1494 1509 30E.1 29" MIT 4946 124 11904 055 363e 5206 On SW 9479 108s3 5'-8" (661 PRECAST 866 920 1770 1719 2277 2839 34C 3968 Ite7 2481 4567 9 Mix 7917 1311 S'-10'(707 PRECAST 610 an Is% 1600 2124 1 2649 1 3174 1113 2342 4242 0630 6060 7402 3 6 -B' (807 PRECAST 797 Sol 1825 3120 5046 7747 9448 37OD 0 fol 18t5 3120 5046 7115 9479 7'-6' (907 PRECAST 669 1490 2459 A76 lT43 7239 5621 SS 1490 2459 3778 6741 106 V-D' (1167 PRECAST 411 465 999 1568 2253 3129 4091 3148 526 999 1360 1 =3 3129 4160 SAFE LATERAL LOADS FOR A" ORMAST a 9• mFCFS.4 nnnR 11.1 It1TFI C e/R SAFP LOAD LF LENG7HTYPE 8RU6 8RF6 RCMU 4'- 4' (521 PRECAST 768 757 1164 4'- 6' (541 PRECAST 694 693 1073 5'- 8' (an PRECAST 408 407 655 V- 10'(701 PRECAST 382 381 801 PRLCLST 595 788 6166'-8' 7'- 6' (901 PRECAST 509 674 9'- 8' (116 PRECAST 370 490 1) THEESIS AREREDUCTIONS FOR CROE 40 • SEE GENERAL NDIE 18 NUI-SREB ARENSEE PERNON NCO, GENERAL t40TES Il. lpl le 11) Itebb as moa ww/ +' 5-vr % rich. d 0..n1a to ama.o•.b urea od rdd..deq •O '9.2,9• rpeeadTIM . 4000 pd fepainhofkm - sm pl 13) L. - modm 41 Wb law" Y akfi r4.o b cm 0sh sum . Or rpp(olwhl ya).4W tarf+q of Aim .plyd i .raaa 4wl pur dui nLFa rl Wes alg4a.N - IWD Pd mlowWpt{ ASW A119 ab W MII G.d. 1D0 M d jAlbygD 14) UaNbWWimWr.dr eGO asaaid IwdgM.lf IG MLntqu.lfa[ bab doA1mekaidI. O. prme•1paYNppd y1 re..Im mudr pv A1W QA lyp M m S NOrb wioc I.M NAM hemacd 1... SW wmd load i SA. 6.c1•br bd i IA 2) At .ats bd bM- bind an meam a4 W% nombd bwkw fly Sok6 i, d W / to IS) hr n.yeYb WoolWIOU eof rlu4 w aA do bons not low .ITN .Mm 11) W Wd ImlOc ad a1..1 .L Nb load I" n.d W4.d loop ar..n. 3) RodO. Id a.rbr ad ad hw )olds 17) S b Woo .0 q.ecroof aerwlN boo. 4) lao comb. b ptiemress Inetde. w 1•e•A r.d dj . 1. a 40 9n . Nei ,A.. 1 Sob A.d I..d ao NGNd h d.1p pr AO AM sad ACT 311 a y. ra y 1172 (.61) - 6eoip0 mu 19) A"r*W Aaa Noe ap.et, o. N .!r•.d ! id 4pypa !, pdSal .A6ianc d.ru• ea. nA. mast., solo 0 9 d.m IM Idc. SN dIN leaf. AD it* moat ar sew UJW ddkdN L rurahll PraArw Mld qp M8 17-4 .d low sab taeNb V186 fdlKtle sole Sae&o V anOeriN Mda b16A ID Um 6Td bdd1 ateoftL LL 7) Ono 17 ralal d• be o"Wid to too p re0e a 1) iM d- 1pw aq ..bob .aeulrow loan, two 9h a.to low Woo, y t4 Io wnA w`rmum r-Idbe ero.rd ad al.m d 4-my Nam On loo10) PA . PYadal11) adlom &W Moil 14. It o Neese .10. l.0am d Il. LoW aor2,. 1/2' CIA 11 SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4-4-am SAFE LOAD - POUNDS PER LINEAR FOOT TYPE SU8.11 WWII W14-II 1 mif72- nLENGTH 6AF6-21 ealo-21 min4-2- W22-21 76-21 UM-:4'-41 521 PRECAST on 160 2352e 3751 444S 5140 9m 169 23028 37S1 4445 5140 4'-6' (547 PRECAST 087 1604 2272 3607 4275 043 057 104 22n X07 4275 4943 5'-8- (6n PRECAST 675 1 S7978 M4 3m 3211 6» 1269 17976 2SS4 3m 3911 5'-10•p07 PRECAST W6 Imt 17499 2173 sm 2799 6S6 1T33 174a 2773 3266 2799 6'-8' (807 PRECAST 570 M 15302422 2879 3321SA1 Imo IsmD 1422MIT3326r-6' (907 PRECAST Set 742 Isa+ 21 2567 29s15u 9! 1364S 21ss2567nse9'-8' (1I6') PRECAST 3" 4Ea am22 1540 It 216,315 s90 Ion6 q01 m11 tJ31 1) THE NU14BE' RS IN PARDWESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION Fr - mim Trial Rims / 0 - wrAkm 1- f19NN1. O' js Rise A) I OF Rion MIT Ir 8F16-1B/ 1/IT I aowKnrdj L•lam= o4 Im m mcloJno% Al' c EFTM is Attu u 101 Iml (1) AM I- tle 42w SEE SAFE LA10ML LOAD a4 USIES FOR LOAD RA1WO AM fOR EACII ADm110RAi • DCWENAUCOURSE RC1Al) rROpLT8NGWBEDS,Cl w N15 RR D. IC.,jo Aa O as WO°* CAM IS1E80tNJIM O' 11011 t6lar A 691T01 A[10um ACaW 1sOr11L0 N laad O r Iaouig 1 t/ Moot F IegvtSly a 11 9d1mrnola• : of A• W: CFU110PARRNO a/6 C 8324 CR679 1 C? a0 SEFFNER.FL 3Mnc1.a. 1tv 11- / nrac:nRiildiiT.T2Ei[ ter wrr• DETAILS uu .l01:/.1:i1•IL• iG1; IIrF:ZIAMMEE I!•," J ;I}7'fi r.\rd'Jlef; fi•7. 1 7i'lCi G1: viZY(l il nlaert4R:a r.1 rr1 i rua• r. [N 9[Ns; Is: 7.1m:119I.11aL' I:yi WACf Revision ® a, , City of Sanford Response to Comments ' ° s « Building &Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 17-3643 LOT 129 Submittal Date April 20, 2018 Project Address: 2610 Flicker Cove Contact: Sarah Woolwine Ph: 407-730-1311 Fax: Email: sarah woolwine0starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical 19 Mechanical Life Safety Waste Water General description of revision: Revised HVAC duct layout for living room ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0 Building RECORD COPY wrightsofta Project Summary Entire House Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-888.3729 Email: GRenner/Denergyair.00m Web: ~v.energyair.°om Project• • For: Lot 129 - 2121 UR, Starlight Homes 2610 Flicker Cv, Sanford, FL 32773 Notes: Job: St idight -Wyndham Date: 4/18/2017 By: Plan: 1802 S REVISION Design Information IN Weather: Orlando EXecutiveAR FL, US 0\_! G Winter Design Conditions Summer Design Conditions Sp, Af- b O Outside db 44 OF Outside db 93 °F S' 1 Inside db 68 OF Inside db 75 °F FPAft1 Design TD 24 OF Design TD 18 °F Daily range Relative humidity Moisture difference 50 % I44grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 13698 Btuh Structure 16728 Btuh Ducts 2714 Btuh Ducts 3805 Btuh Central vent (73 cfm) 1901 Btuh Central vent (73 cfm) 1405 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 18312 Btuh Use manufacturers data y Rate/swing multiplier Equipment sensible load 1.00 21939 BtuhInfiltration Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi -tight Fireplaces 0 Structure 1989 Btuh Duds 718 Btuh Central vent (73 ctim) 2158 Btuh Heating Cooling Outside air 4866 BtuhArea (ft2) 2141 2141 Equipment latent load Volume (fe) 18223 18223 Air changes/hour 0.22 0.11 Equipment Total Load (Sen+Lat) 26805 Btuh Equiv. AVF (dm) 67 33 Req. total capacity at 0.70 SHR 2.6 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIERAIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NBO360000B Cond CH14NB0360000B AHRI ref 8068612 Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 23100 Btuh Heating output 33800 Btuh @ 47°F Latent cooling 9900 Btuh Temperature rise 29 OF Total cooling 33000 Btuh Actual air flow 1070 cirn Actual air flow 1070 ctm Airflowfactor 0.065 cimBtuh Airflowfactor 0.052 ctm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point = 29 OF Backup: Input = 5 kW, Output =17616 Btuh, 100AFUE Aoldrlralk values have been manuaUyoverridden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrlghttsotFt- 2018-Apr-2011:42:55 Woht Suite®universal 201818.0.11 RSU17013 Page 1 455K...SpeoficWy t1ham Preservem of 129 - 2121 UR1up Cale a Mie Front Door faces: S StarlilianceReportJob: 41181ght-vuyndhamManualS'Comt° P P Dora: nlu2ol wrightsof Entire House Plan: 1802 S Energy Air, Inc 5401 Energy Air. Ck Orlando. FL 32810 Phone:407-886.3729 Email: GRenner(Menergyair.00m Web: wAw.energyaircom Project Information For: Lot 129 - 2121 UR, Starlight Homes 2610 Flicker Cv, Sanford, FL 32773 Cooling Equipment Design Conditions Outdoor design OB: 92.6°F Sensible gain: 21939 Btuh Outdoor design WB: 75.9°F Latent gain: 4866 Btuh Indoor design OB: 75.0°F Total gain: 26805 Btuh Indoor RH: 50% Estimated airflow: 1070 cfm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4.CNP036L Actual airflow: 1070 cfm Sensible capacity: 23961 Btuh 109% of load Latent capacity: 6713 Btuh 138% of load Total capacity: 30674 Btuh 114% of load SHR: 78% Heating Equipment Design Conditions design OB: 44.2°F Heat loss: 18312 Btuh Indoor design DB: 68.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cfm Output capacity: 33800 Btuh 185% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1070 cfm Output capacity: 5.2 kW 96% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. Entering coil DB: 76.9°F Entering coil WB: 63.9°F Entering coil DB: 66.2°F Capacity balance: 29 OF Economic balance: -99 OF wrightsof - 2018Apr-201Page 1 RighFSuite®Universal201818.0.11 RSU17013 Pepe 1 ACtCK ...Specificlwyndham Preservetot 129 - 2121 UR rup Calc= Mill Front Door faces: S Duct System Summary Job: Starligtn-Wyndham wrightsofte Y Date: 4118/2017 Entire House Energy Air, Inc Plan: 1802 S 5401 Energy Pit Ct. Orlando, Fl. 32810 Phone: 407-886-3729 Email, GRenner®energyaircom Web: ww v.energyaircom r-!roject intormation For. Lot 129 - 2121 UR, Starlight Homes 2610 Flicker Cv, Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.123 in/100ft 1070 dm 229 ft Supply Branch Detail Table Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.123 in/100ft 1070 dim Name Design Btuh) Htg dm) Clg dm) Design FIR Diam in) H x W in) Dud Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Famanncit h 2228 145 100 0.135 8.0 Ox 0 VIFx 42.4 165.0 sty FamDiM4t-A h 2228 145 100 0.169 0 Ox 0 VIFx 20.7 145.0 st6 Famonnrn-e h 2228 145 100 0.128 7.0 Ox 0 VIFx 53.5 165.0 st5 FemDinnkit-C h 2228 145 100 0.162 0 Ox 0 VIFx 27.5 145.0 st6 bath2 h 499 33 28 0.185 4.0 Ox 0 VIFx 26.3 125.0 st2 bedroom2 C 1971 42 103 0.334 6.0 Ox0 VIFx 3.9 80.0 bedroom C 1644 75 86 0.307 6.0 Ox0 VIFx 11.2 80.0 bedroom h 1401 91 89 0.195 6.0 Ox 0 VIFx 23.5 120.0 st2 d3-A h 201 13 11 0.194 4.0 Ox 0 VIFx 24.0 120.0 st2 Indy c 748 7 39 0.199 4.0 Ox 0 VIFx 21.0 120.0 st2 loft C 1828 41 95 0.330 6.0 Ox 0 VIFx 10.0 75.0 m, bath h 622 41 35 0.204 4.0 Ox 0 VIFx 17.2 120.0 st3 m, bedroom C 2271 88 118 0.207 7.0 Ox 0 VIFx 15.1 120.0 st3 pnty-A h 260 17 13 0.123 4.0 Ox 0 VIFx 58.5 170.0 st5 pvwr-A C 241 0 13 0.165 4.0 Ox 0 VIFx 25.0 145.0 st6 wio C 259 12 14 0.204 4.0 Ox 0 VIFx 16.9 120.0 st3 wiC4 C 570 29 30 0.183 4.0 Ox 0 VIFx 28.3 125.0 st2 Sold1talk values have been menuatlyovembiden wrightsoft' 2018-Apr-2011:42.55 Right Suite®Unioersa1201818.0.11 RSU17013 Page 1 ACCK ...Spedfidwyndham Preservetot 129 - 2121 UR1up Celc a WS Front Door feces: S Supply Trunk Detail Table Name Trunk Type Htg dim) Clg dim) Design FIR Veloc fpm) Diam in) H x W in) Dud Material Trunk st6 PeakAVF 291 212 0.162 533 10.0 0 x 0 VinlFlx st4 st5 PeakAVF 307 212 0.123 564 10.0 0 x 0 VinlFlx st1 st1 PeakAVF 307 212 0.123 564 10.0 0 x 0 VinlFlx st2 PeakAVF 173 196 0.183 563 8.0 0 x 0 VinlFlx st3 PeakAVF 141 166 0.204 623 7.0 0 x 0 VinlFlx St4 PeakAVF 291 212 0.162 533 10.0 0 x 0 VinlFlx Return Branch Detail Table Name Grille Size (in) Htg dim) Clg dim) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Dud Mad Trunk rb1 Ox 0 1070 1070 0 0 0 0 Ox 0 VIFx wrIghtsof - 2018-Apr-2011.42:55 Right Suite®Universa1201818.0.11 RSU17011 Page 2 AC0, ...SpecifidWtndham Preservet of 129 - 2121 URrup Celc- MA Front Door races: S Level 1 Fam 12x8 10,1145cfm Sup Riser 10. 1 12x8 145 cfm Sup Riser 101, lfl 8x4 rvrw t 0 13cfm pwdr Job#: Starlight -Wyndham Performed for: Lot 129 - 2121 UR 2610 Flicker Cv Sanford, FL 32773 12 x'8 145 cfM 8" 4 I 8" 12x6 145 PC" 7" a 0 8x4 17 cfm pnb mudod Ms.; Garage R5411SI014 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886.3729 vwvw. energpir.com GRenner@ei Scale: 1 /8" =1'0" Page 1 Right - Suite® Universal 2018 18. 0.11 RSU17013 2018, Aw-2011:43:02 m Presenelot 129 - 2121 UR.rup Level 2 AHU ON ME 3.0 Ton 240 RE\jj!sj0t1 Job #: Starlight -Wyndham Energy Air, Inc Scale: 1 /8" =1'0" Performed for: Page Lot 129 - 2121 UR 5401 FsergyAir, Ct Right,%ib* Universal 2018 2610 Flicker Cv Orlando, FL 32810 18A.11 RSU17013 Sanford, FL 32773 2o18,lot121-21212Phone: 407 8fr3729 ...m Preserve Lolt28-2t21 uR.rup wwwenergyair.com GRenner@energyaircom Revision ® APR 2 1 ;•'dui: City of Sanford Response to Comments Building & Fire Prevention Division Ph: 407.688.51S0 Fax: 407.688.SIS2 Email: building@sanfordfl.gov Permit # 17-3643 LOT 129 Submittal Date April 20, 2018 Project Address: 2610 Flicker Cove Contact: Sarah Woolwine Ph: 407-730-1311 Fax: Email: sarah.woolwinena starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: Revised plumbing riser layout ROUTING INFORMATION Approvals 1 V-( Vvl Oct el ENVIRONMENTS FOR Q,, M1di s- l-1 - sc043 SfTE ID: 3MTT LOT:129 BLOCK HOUSE: 2510 STREET: FUCKER COVE Cm: SIWFORD STATE: FL 23P: 32771 COUNTY: SEMINOLE ACCOUNTO'909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNfTY: WA PLAN: NDP 101141412017 PROGRAM: MERSI100% TESTER: EFL IECC: 2009 CUMATE 20N@ PROPERTY OWNER: PROPERTY ADDRESS: 2010 FUCKER COVE, SANFORD, FL 32?71 TEST: BLOWER DOOR RESULT: PASS TESTER: Gave ReveGe DATE: 05FA 0/6 TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED WA 6.1 Aft Access Panel (tufty GaSk*t*d and insulated) x 5 2 AIUC dr Stair(fully asketed end insulated x 5.4 Recessed Lighong FWuns (ICAT labeled and sealed to d x 5.51Nho "ause Fen Insulated gasketed to the opening x 7.3 Fresh au ventilation Installed per program specs x Blower Goa BD Ta t 60 Aebral Room Preesr Tut BUILDING ORIENTATION PROGRAM VOLUME U. CODE VOLUME CU. PROGRAM SHELL CODE SMELL SO. S 180' WA 19.788 0 0 PROGRAM CFM 60 CODE CFM 60 PROGRAM ACH 60 CODE ACH 50 PROGRAM of shoo CODE of SMI 0 12.309 7 1.209 3.67 Meld • Met edrm 0 Sdrm 2 0 Bdlm 31 0 Sdtm 6 1 0 Rm 1 1 0 RM31 0 1 Otlwr I 0 Bdmt 4 0 Rm 2 0 Energy SW Oua06ad noes? EffdW UWdbV P ? 60 at - Of MaMwimd Lights Must Be CFI. Or LED Low Flow Fauaw, Toilets er1 Pm1mmmoble, x CoojfMd Oren Program Level Roq*u VWa1 Inapectim Ma.ntit lhrlt LoAllen Manufaftw Mama Model h Model #2 Model03 Model 04 WATER HEATER GARAGE AO SMITH ENT 50 110 WATER HEATERMSYSTEWATERHEATER WATER HEATER FURNACE SYSTEM 1 MVAC OUTDOOR NIT OUTSIDE CARRIER CH14NO038 SYSTEM 1 MVAC INDOOR COIL SYSTEM 1 MVAC AMU (HEAT PUMP INTERIOR CARRIER FS4CNP036 SYSTEM FURNACE SYSTEM 2 MVAC OUTDOOR UNIT SYSTEM 2 MVAC INDOOR COIL SYSTEM 2 NVAC AHU (HEAT PUMP SYSTEM 3 FURNACE SYSTEM 3 MVAC OUTDOOR UNIT SYSTEM 3 MVAC INDOOR COIL SYSTEM 3 HVAC AMU (HEAT PUMP SYSTEM FURNACE SYSTEM MVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 MVAC AHU (HEAT PUMP) AIAILOIMO APFCIFICATION9 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) INA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS REM NA NA DUCT SUPPLY Ft -VALUE REM NA NA DUCT RETURN R-VALUE REM NA NA TEST: BLOWER DOOR RESULT: PAW TESTER: DM Rtveb DATE: OSIAMI• AI 111 fNN/! AOFf`IMJTIflNA OUILOINO CflAR11CTERBTTICB PROGRAMMABLE THERMOSTATS PRI A8 DESIGN • V , E8 BUILT • VALUEB YESi. •• Yc.. GOYYYENT WATER HEATER TYPE PRIF iR .'"% -• ' ' ...',' CONVENiIONA L, sea R.:Z-t WATER HEATER FUEL TYPE PRIF r '%• ELECTRIC"`.'> 5.;'y l.. 2'i WATER HEATER SIZE, EFFICIENCY 6 LOCATION PRIF INFILTRATION HOUSE LKG ACH REM NA Ili J.Q7 61 U.67fACH" ;50 P.tubl FRESH AIR VENTILATION TYPE PRIF R Cy.ME—R II VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL If 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 • MRSIDAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'PRIF INTERIOR % OF CFVS PRIF DISHWASHER PRI REFRIGERATOR PRIF FOUNDATION TYPE (PRIF) SLAB TYPE (PRIF SLAB AREA PRIF SLAB DEPTH PRIF SLAB FULL PERIMETER PRIF SLAB GRADE PRIF FLOW RING PRIF HEATING REM NA NA COOLING REM NA INA AIR -SOURCE HP REM NA I NA WATER HEATING REM NA I NA FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Zest Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 2610 Flicker Cove Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 2610 Flicker Cove (Lot 129) Jurisdiction: Cond. Floor Area: 0 Cond. Volume: 19788 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: Sin le or Multi Point Test Data HOUSE PRESSURE FLOW: 1 50 Pa 1209 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm CFM(50): 1209 ELA: 66 EgLA: 157 ACH: 3.67 SLA: ACH(50) ' : 3.67 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. Digitallyy signed by Dave Revelle C Date: 2018.05.29 11:22:04 EDT HomeS e ices, e, O=TopBuild Home Services, OU, EMAILADDRESS=dave.revelle Signature: Otopbuild.com, C=US Printed Name: WA Date: 05/29/2018 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 TopSuttd the opportunity to provide the above services for you. Please feet free to contact me with any questions. 1012512017 3M77EFL CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: _ 1 ri - 36,4 Documented Construction Value: $ y59S Job Address: I I (`k 1 Historic District: Yes No Parcel ID. Residential, Commercial Type of Work: New Add\iftion Alteration El Repair Demo Change of Use Move Description of Work: l' VQ I A l ' Q rh ii _QW.rl ) I PW Plan Review Contact Person: Title: Phone: Fax: Email: 1 Property Owner Information lNametr1 (j Phone:T Street: D >< t Resident of property? City, State Zip: LV— Q L LI _ f .l 3) 741-P 1e lA1(1 C Contractor Information Name , ` ,C _ Phone. i U7 -I /Lig - KDO Street: n,r Fax: 4 77 - l nt-1 ? - (3,c; I City, State Zip: _Vll Ln1k, r 1Jn t-k Q ,27 9 State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constructioninthisjurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application ttt .t ! -, tf . t NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be foundinthepublicrecordsofthiscounty, 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 Print Owna/Agent's Name Signature of Notary -State of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of 1D Date gnatureofContractor/Agent Scz- bm rPri C tractor/Agent's Name cL` S.SnWo 1j3 Signature of Notary -State of Florida Date Sy rt"' PAMELA S TERNUS Commission # GG 110622 f fU Expires August 7, 2021 gonad TWU Budget Notary saviors Contractor/ Agent is L 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: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application N I= 1 CITY OF SANF BUILDING & FIRE PREVEN PERMIT APPLICA Application No: Documented Construction Value: S 3(,-43 815— D Job Address: 2(0 G Fl t c-lc?er ecye Historic District: Yes No Parcel ID: Residential a Commercial Type of Work: New 13 Addition Alteration Repair Demo Change of Use Move Description of Work: QILtr%A to fQ— SF2- C-J?A okC"e - 4 46CovE/'l rV\QC ej - CO-' l Plan Review Contact Person: lof c ne to 4 bcx..e (J -er Title:_ Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name l2 • J • It-, P u—bl vlc Phone: -: 2- -Ly3 - 3E Street: 23.01 Fax: q0 -4 - 2-(10' City, State Zip: 1.82-Lf State License No.: CFC:o Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: _ Mortgage Lender: Address: y WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y( PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE COMMENCEMENT. Application is hereby trade to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pc 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 may found in the public records of this county, and there may be additional permits required from other governmental entities such as wE 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 requh in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submitl The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction vale credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work wil be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/A ent's Name Z f Signature of Notary -State of Florida Date Contractor/Agent is -"/Pers&a Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY MY COMMISSION 0 1aW4 EXPIRES: August 5 2018 lif Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: 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 9507 State Road 52 123 Miller Road 9701 Bachman Road Established 1973 Hudson, FL 34669 Val6co. FL 33594 . Orlando, FL 32824 www.RJhlelty.comi& 727-863-5486 813-661-0707 407-855.2636 State License G CF-CO2034 R.J. KiELTY Page. 1OF Proposal No: 717-13529 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Discovery - 2121 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. Ali work to be completed in a workman Ike manner according to standard practices. Any alteration or deviation from specifications below Involving extra cost 11 c1i t d only upon written orders, and will become an extra charge over and above the estimate. Ali agreements contingent upon strikes, is or delays End our control. Owner to fire, tornado, and other necessary Insurance. Our workers are fu covered by workers compensation i ranee. (.,• Ji ! { y AUTHORIZED SIGNATURE: THIS PROPOSAL MAY BE W DRAWN IF NOT ACCEPTED IN 30 DAY. We hereby submit specification . ates for: Master Bank Up 1. Shower Starting Accord 60x34 Base 72270100 While With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev By Builder With Moen Chateau 64M Chrome Fauoet 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 I Sink By Builder t Faucet Moen Integra 67315 Chrome t Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Sibs Yes Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer 8 Water Only (Slab Backlilling By Others) Backflow 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 will be made as outlined above. 1 agree to pay reasonable attorney's fees court costs In the event of legal action. A monthly service charge of 1 112% will be added after 30 days. Any sewer taps deeper than 41 /2 feet or requires backhoe or dewatering will be an extra charge. SIGNER: r P DATE OF ACCEPTANCE P. PAGE 2: Branch: Hudson Last Sdir By: Last Edit Date: 7/27/2017 MAR 2 !4 CITY OF SANFORD BUILDING 8 FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S 5.240.00 Job Address: 2610 Flicker Cove Historic District: Yes No Parcel ID: 17-20-31-502-0000-1290 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: 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 EnerryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application 3` T, 03 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 Print Owner/Agent's Name Signature of Notary -State of Florida Date A:4-00 3/22/2018 Signature of Contractor/Agent Date 3/22/2018 Notary Pu01fe State of Fonda Arionna C Rosenwinke1 c My Commiaaion GG 147038 a Expiroa 10101F2021 Owner/Agent is Personally Known to Me or Contractor/ gent is ersona ly nown 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: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER Inh it. 339n7 Date: 10/20/2017 145262 Subdivision Phase Bld L/U Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 129 2610 Flicker CvADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford IFL 132773CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip 2121 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a A/H-2 or FurnaccJobContact: A/H-1 or Furnace FB4CNP036L00 Job Phone: Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NB03600G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base N/A AHU Location 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnact Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit No Efficiency Efficiency Zoning Brand: Honeywell/Johnstone Vent. Damper Ye15omo17 Gty 1EAIPullsPermit: Yes Builder calls inspection: Yes Zone Kit #1 ZD1 EAI calls inspection: No Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 408.28 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No W Grs.Stamped Stl. 17 X Flue Pipe: X Grs.Stamped Returr 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.98 24.95 Rou hin $2,565.00 30.75 461.1804-Installation Labor 06-Piping Labor 7.25 123.25 Trim $2,565.00 14-Kitchen Vent Trim 1.293.2702-Material/Tax 01-Equipment/Tax 1,482.48 Permit $110.00 110.0009-Permit/Other 1.45 18.22011-Delivery Labor 20-Pull Material Labor 2.89 36.43 Total Contract: $5.240.00 2.50 42.5012-StartupLabor r VTw Job It Starlight -Wyndham Performed for: Lot 129 -2121 UR 2810 Flicker Cv Sanfonf, FL 32773 Level 1 Energy Air, Inc 5401 Erfew ir, Ct Odardo, FL 32810 Phone:40749r>3729 v+wvKenetgyair-cam GRenriw@emxjyskcom a 1 V ftt1t.,WZ9UdwsW2017 17A M RSU17013 2017-OCI-17 *17102 m PmsemXd 120 - 2121 URAip AHU ON ME1 3.0 Ton 240% Job It Starlight -Wyndham Performed for: Lot 129 - 2121 UR 2610 F idcer Cv Senfaid. FL 32773 Level Energy Air, Inc 5401 EnecgyAk. Q Odando, FL 32810 Phone:4074W,-r3 9 vMwenergyair.corn GRennw@eneigyak.can Sca1e.1W =1 V PaV2 Rw*.wbM u&4n 12D17 17A RSU17013 2017-00.17 *17M nPmsend t129-2121URnip FINAL BOUNDARY SURVEY 11 WYNDHAM PRESERVE o(D LOT 129 CURVE DATA TABLE NO. RADIUS DELTA ARC CHORD BEARING C1 125.13' 018'23'38" 40.17' 40.00' N 87'22'18" E C2 25.00' 101'48'41" 44.42' 38.81' S 50*55*11" E C3 25.00' 089'43'07" 39.15' 35.27' S 44'50'44" W N Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE% City of Sanford, Seminole County, Florida. Front 25' Rear = 20' Side = 5' BUIMING 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. rcr —rvv1 cqui me"i LEGEt+iD:ADUSSO-Access/Drainage/Utilities/SidewalkLB-usinesa BFP-Backflow Preventer Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power & Light P -Plat FFE -Finish Floor Elevation 0.. -Deed Book Water Meter O.R. -Official Records Book Do -Water Valve P.B. -Plat Book b'-Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev. -Elevation RCM -Reclaimed Water Valve Cone. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk El -Electric Box FFE -Finished Floor Devotion Qj -Utility Pole Cl -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E. -Public Utility Easement E— -Guy Anchor RCP -Reinforced Cone. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet CHNo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGO -MAG NAIL & DISK dCVD4-Irrigation Control Valve P.K. -Parker Kolon Nail p -Sign SIR -Set 1/2' Iron Rod L87768 woo -Gate Water Valve SPKD -Set P.K. & Disk L87768 Gas Meter FIR -Found 1 /2' Iron Rod L87768 r' -Existing Grade FIP -Found 1/2' Iron Pipe L87768 p -Blow-off Valve FPKO-Found P.K. Nail & Disk L87768 -Drainage Flow Direction FCM -Found 4'x4' Conerete Proposed Design Grade Monument PRM 197778 As-Built/Existin Grade Note: Some items in above leaen • may not be applicable) 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. PB 81, PG 93) LAKE MARY BOULEVARD VARIABLE WIDTH R/W PER EAST LAKE MARY BOULEVARD R/W MAP COUNTY PROJECT PS-0137 10' UTILITY, BUFFER, WALL, LANDSCAPE, EASEMENT Top Elev=27.63' FLICKER COVE 50' RIGHT-OF-WAY CENT.,. PRNATE ROAD) ASPHALT PAVEMENT LINE PCP pCP 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-woy, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground 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 to subject to matters shown on the plat of DRAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1' - 20'. 7. All boundary line dimensions are field measured unless otherwise noted. Last Date of Field This certifies that a survey of the hereon described property was made under my supervision and meets the Standards of Practice set forth by the Florida Board of Professional Surveyors & Mappers in Cha 5J-17, Florida Administrative code, pursuant t471.= Florida Statutes. s D. Leviner LS6915PROFESSIONALSURVEYOR &MAPPER N0. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL SURVEY NOTE: NO SOD AT TIME OF SURVEY. DEMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "r DESCRIPTION: LOT 129, according to the plat of "WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records, City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: RCA I Checked:JDL I P.C.: Data File:811monFmt-Plat Date:05/30/18 Dwg:BibrarEmt-tatl211 Order No.: ^ SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Sk: