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2643 Magpie Way 17-3746; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION ##: 18-10000005 BUILDING PERMIT NUMBER: 18-10000005 q,, 3-7 January 02, 2018 UNIT ADDRESS: MAGPIE WAY 2643 17-20-31-502-0000-0840 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2643 MAGPIE WAY/ WYNDHAM PRESERVE LOT 84 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE DATE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 1.000 dwl unit SCHOOLS 54.00CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: -;4, PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. THIS INSTRUMENT PREPARED BY: f'rV1,4 Lccm Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Mary. FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: 111111111111111111111111111111111111 M 0ANi 'ilhli._OYP f: 1CNOLE COUNTY CLERK OF C1:RCU1T COURT & i'MIPTIROLA-FIR IM 9048 Pj 152 (1Py_ ) CLERK'S 0 20171.31.010 R'HOROE:I) 12M01'3017 1.2 a :1. 3: -0 I'll Rf Ci}RD11,46 FF_E.w -AOAIO RE:COROrl) E:Y c e'l i t h Parcel ID Number: 17-20-31-502-0000-. The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wyndham Preserve. PB 81 Pas 93-102, Lot Address:- CP t.. ' t Y ICE " `5:..._., o,t.i . ' 'L'i.'ii i :_..L.__..-_7 ..., GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: I 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 CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA In addition to himself, Owner Designates NA To receive a copy of the Lienors Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice Of Commencement (The expiration date Is 1 year from date of recording unless a different date is specified) WARNING TO OWNER. ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, 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 IWFEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under p nalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to knowledge and belief. era Signature Owners Printed Name Florida Statute 713.13(1)(g): "The owner must sign the notice of commencement and no one else may be permitted to sign In his or her stead." State of `- County of ` t r The foregoing Instrument was acknowledged before me this _ day of C , 24t R- by Who Is personally known to me Name of person making statement OR who has produced identification type of identification produced: APR Shayne Mangel so NOTARY PUBLIC a STATE OF FLORIDA 0 o Notary Signature w Comm# GG113111 soh E A Expires 6/21/2021 INSPECTION SEQUENCE BP# 18-580 ADDRESS: 1101 Cornwall Road BUILDING PERMIT Min Max Inspection Description Footer / Setback Stemwall Slab / Mono Slab Lintel / Tie Beam / Fill / Down Cell Sheathing — Walls Sheathing — Roof Roof Dry In Frame Insulation Rough Firewall Screw Pattern Drywall / Sheetrock Lath Inspection Building Ceiling Air Barrier Insulation Roof (Com'l) Building Ceiling Grid Final Roof Final Stucco / Siding Final Insulation Final Firewall Final Door Final Window Final Utility Building Final Screen Structure Final Pool Screen Enclosure Pre -Demo Final Demo Final Single Family Residence Final Commercial — Final Commercial — Addition / Alteration Final Commercial — Change of Use Final Building (Other) ELkTRiCAL £PERMIT Min Max Inspection Description Electric Underground Footer / Slab Steel Bond Electric Ceiling Rough Electric Wall Rough Electric Rough Pre -Power Final Temporary Pole 1000 Electric Final P UMBi°NG.PERi1T iE n" 7 d Min Max Inspection Description Rough Plumb Plumbing Underground Plumbing 2nd Rough Plumbing Tubset Plumbing Sewer Plumbing Grease Trap Rough Plumbing Steam / Chill Water Rough Plumbing Final MECHANICAL PERMIT may' Min Max Inspection Description Mechanical Rough Mechanical Fire Damper Framing Mechanical Ceiling Rough Mechanical Fire Damper Annular Space Mechanical Insulation Wrap Mechanical Fire Damper Angle Light / Water Test Ck Welds Mechanical Grease Duct Wrap Mechanical Final REVISED: June 2014 DEC 21 2017 r- --D at boo CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 %' 5 -7 y Documented Construction Value: $ xm -54-1 •" Job Address: D,(_043 fy-)g (2;e, man fd Historic District: Yes No Parcel ID: 17-20-31-302-0000- 0 cb Wyndham Preserve Lot .Residential ® Commercial Type of Work: New ® Addition El Alteration Repair Demo Change of Use 11 Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information 0 Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street:- 1064 Greenwood Blvd, Suite 124 Fag: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kutp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax. - City, St, Zip: Ambler, PA _ E-mail: sives@rnulhemkulp.com Bonding Company: NA Mortgage bender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR WPAYINGTICE FOR I1 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, heaters, tanks, and air conditioners, etc. FBC 145.3 Sball be inscribed with the date of application and the code in effect as of that date: 50h Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done injcommance withall applicable laws regulating construction a d zoning. SicaDate Signature of Contractor/Agent Date n Robert Willets Print Owner/ Agent's Name jw oQa RI&JIn, Signature of Notary State of Florida Date 6sP y ss Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA J . Comm# GG113111 Owner/Agent 1§ &M1to Me or Produced ID Type of ID Print Contractor/ Agent's Name Signature of N -State of Florida kyaShayne Mangel k , ss NOTARY PUBLIC z STATE OF FLORIDA omm# GG113111 x it s 1/2021 Contractor/Agen lsppersonallyKnowntoMe or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical ©' Mechanical a Plumbingr-o' Gas Roof Construction Type: \%6 Occupancy Use: 12 3 Flood Zone: X-5 EF-' k-(TachIED Total Sq Ft of Bldg: Z 59 (,p Min. Occupancy Load: / _3 # of Stories: Z- New Construction: Electric - # of Amps / Sp Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING: l L&oll le) UTILITIES: ENGINEERING: M'iG. % - Z.- 261 & FIRE: Ok to construct single family home COMMENTS: _ with setbacksand impervious area shown on plan. 0 7. to ; MPliFire Alarm Permit: Yes No WASTE WATER: BUILDING: SF 1- 31- fS Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 2643 Magpie Way Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0840 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: 01 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) Gry E = Ni d9 H,I ,tr"fl t 'M' mi) i u t"Ni y; - l tdr t. rr,h dyt'r 3 .rrit y a, F,OFFICl/>,L USE ONLY, r ,. ., 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# 17-3746 Reviewed by: Michael Cash, CFM Date: January 2, 2017 r pQ Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & 1 tiZ. D j Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.6140 Fax.407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly identifying the Know what'sbetOW. size and location of the existing right—of-way and use shall be provided or application could be delayed, Call beforeyoudig. 1. Project Location/Address: a t 5 -J 2. Proposed Activity: fA Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: C_0RC } i Nl CSC n-J L This application is subm Property Owner Signature: Address: I Phone: 4-b-7 -1 19 —ni Print Name: Fax: r EM - (py-1 -6-100 Email: 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, Requester may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requester's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. John Reny 3a—1 9 (p To the fullest extent permitted bylaw, 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 read Signature: Pre -pour Inspection by: Application No: _ Reviewed: Public Works the above statement and by signing this application I agree to its terms. Date: 120 ,— 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. Date: Official Use Only Fee: Date: Utilities Approved: vvu2p7L__ Engineering Site Inspected by: Special Permit Conditions: Date: Date: Date: It— Z ^26 l Date: November 2015 ROW Use Driveway.pdf 12/12/2017 SCPA Parcel View: 17-20-31-502-0060-0840 Property Record Card fPW*AR%' Parcel: 17-20-31-502-0000-0840 Owner: STARLIGHT HOMES FLA LLC Se Eoo Xaoa>a Property Address: 2643 MAGPIE WAY SANFORD, FL 32773 Parcel Information Value Summary Parcel 17-20-31-502-0000-0840 Owner STARLIGHT HOMES FLA LLC Property Address 2643 MAGPIE WAY SANFORD, FL 32773 Mailing 1064 GREENWOOD BLVD STE 124 LAKE MARY, FL 32746-5418 Subdivision Name WYNDHAM PRESERVE Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions 1 + 67.50 60 60 60 2 83 R4 85 86 14 67.50 60 60 60 Seminole County GIS Legal Description LOT 84 — WYNDHAM PRESERVE PB 81 PGS 93-102 Taxes 2018 Working 2017 Certified Values Values Valuation Method Cost/Market Cost/Market Number of Buildings I 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 j Save Our Homes Adj 0 0 Amendment 1 Adj 0 c P&G Adj i 0 0 Assessed Value — 114,000 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 i 0 j 14,000 Schools 14,000 0 i, 14,000 City Sanford 14,000t 0 14,000 SJWM(Saint Johns Water Management) 14,000 1 0 14,000 County Bonds j $14,000 j 0 14,000 Description Date Book Page Amount Qualified Vac/Imp SPECIAL WARRANTY DEED 8/1/2017 ; 08965 0155 $3,606,000 No Improved IFitut Corn rattle Sam Land-----_-____ _ Method Frontage Depth Units Units Price Land Value LOT 1 $14,000.00 I $14,000 Building Information Permits Permit # Description Agency Amount CO Date Permit Date http://parceldetaii.scpafl.org/ParceiDetail I nfo.aspx?PI D=17203150200000840 112 REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 12, • I a - I: Project Name: Wyndham Preserve - Lot Project Address: a-V 4) UJ 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. P 'nt e of Owner/Tenant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets 14; actor Si gn tUC1522347ctor Gen. Contractor License # dt Ecsfe rbrook Print Name of El. Contractor Signature of El. Con ractor 0 0>09f D El. Contractor License # CALLED INTO: o Progress Energy Florida Power and Light on Rev. 02/10/15) M N e CITY OF SANFORD t l Im BUILDING & FIRE PREVENTION 2 1 2017 1 PERMIT APPLICATIONDEC Application No: 17 -7 y Documented Construction Value: S Job Address: Historic District: Yes No Parcel ID: 17 20-31-502-0000- 0 $Ljb Wyndham Preserve Lot Residential ® Commercial Type of Work: New ® Addition 0 Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangei@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight. Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fag: 407-647-0700 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 Fag; City, St, Zip: Ambler, PA Bonding Company: NA Address: E-mail: sives@mulhernkulp.com 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 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5u' Edition (M4) Florida Building Code Revised: June 30,201.5 ( Permit Application 9 Lj O 3 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current 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 willbedonein rrl ith all applicable laws regulating construction a d zoning. Sign we Date Signature of Contractor/Agent Date 1,.. Robert Willets Print Owner/Agent's Name o Signature of NotaryState of Florida ki Date ys Shayne Mangel 7 NOTARY PUBLIC K STATE OF FLORIDA Comm# GG113111 Owner/Agent lCER49)61JRM1to Me or Produced ID Type of ID Print Contractor/ Agent's Name tea, 4lsh-:, r Signature of Notary -State of Florida I Date RY4 Shayne Mangel NOTARY PUBLIC tt" 4 STATE OF FLORIDA Comm# GG113111 sv+. 1' Contractor/Agenisplr/ I ersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Construction Type: Total Sq Ft of Bldg: Electrical Mechanical Plumbing Gas Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: / Z -Z% WASTEWATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application Starlight Homes Florida LLC 1018924 City of'Sanford 003519 Inv. Date PO / Invoice No. Communit / Lot # I Amount Hold/Ins. I Discounts I Net Payment 12/06/17 PLAN FEES 84 393.00 393.00 Total 393.00 0.00 0.00 393.00 BP200I03 CITY OF SANFORD 12/21/17 Application Inquiry - Fees 11:15:32 Application number: 17 00003746 Property . . . . : 2643 MAGPIE WAY Fee Class/Type/Description Trans amt Amt due Struct Permit Insp A AF 01-APPLCTN FEE -BUILDING 25.00 25.00 A BR 01-BLDG PLAN REVIEW 368.00 368.00 Bottom Credit fees due: .00 Revenue fees due: 393.00 Total due: 393.00 Press Enter to continue. F3=Exit F11=Change view F12=Cancel F10=Amt billed CITY OF SANFORD CUSTOAER RECEIPT Oper: DLANDA Type: OC Drawer: i Date: 12/21/17 01 Receipt no: 43966 Year Number Amount 2017 3746 2643 MAGPIE WAY SANFORD, FL 32773 Bp BUILDING PERMIT RECEIPTS 0 Tender detail CK CHECK Total tendered Total payment Trans date: 12/21/17 3519 $393.60 393.00 4393.00 Time: 11:19:17 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES - DETACHED Permit # t -1- 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 Address: 0,C,1-i 3 Mac- (SE- c,.\-1 Y,Y-u Tef.3'7]"«-f'•-k' 4i.. ti... 'J Lai' H> ^ - ..l #ki '" f ).: C f fii 2J.a5 H.,x;-:,. u.a>.%'..,. .?.. ..',...... s dA.a#[m4,dz:4.%e.. Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final 0 9 7 .W°_jaA s Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECH NICL'P ERMIT'. a: „ w,N ``''rb.'" "- Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final i REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and ProfessionalRegulation - Residential Performance Method Project Name: Lot 84 - 2095 SR Builder Name: Starlight Homes Street: " e1 CI 4 J Permit Office: Seminole County S,Q sa> O O City, State, Zip: Sanford , FL, 327 Permit Number: # 7 - 3 7 4 6 Owner: Jurisdiction: 0 A Design Location: FL, Orlando County:: Seminole ((Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2438.3 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1131.70 ft2 3. Number of units, if multiple family 1 b. Concrete Block - Int Insul, Exterior R=4,1 980.00 ft= c. Frame - Wood, Adjacent R=13.0 326.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1222.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1222.00 ft2 6. Conditioned floor area above grade (ft2) 2099 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R 2 7. Windows(191.0 sgft.) Description Area 11. Ducts a. Sup: Attic, Ret: Attic, AH: Floor 2 R ft2 6 419.8 a. U-Factor. Dbl, U=0.34 150.00 ft2 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems 8. Floor Types (1222.0 sgft.) Insulation Area a. Electric Cap: 50 gallons a. Slab - On -Grade Edge Insulation R=0.0 929.00 f12 b. Conservation features EF: 0. 950 b. Floor over Garage R=19.0 293.00 ft2 None c. N/ A R= ft2 15. Credits Pstat Glass/Floor Area: 0.091 Total Proposed Modified Loads: 60.25 Total Baseline Loads: 61.93 hereby certify that the plans and specifications covered by Review of the plans and STATE this calculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis0'CKE y Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: '_ j Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Enerav Code.C'pD WE OWNER/AGE AA BUILDING OFFICIAL: Q 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 Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 9/21/ 2017 1:09 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title:, , ; Lot,84 - 2095 SR Bedrooms: 4 Address Type: Lot Information, Building Type: User Conditioned Area: 2099 Lot # 84 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE v IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2099 18116.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled . Heated 1 Floor 1 929 8639.7 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1170 9477 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 1 105 ft 0 929 ft2 0.35 0 0.65 2 Floor over Garage Floor 2 ---- 293 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 1324 ft2 0 ft2 Medium 0.6 N 0.5 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1222 ft2 N N EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 1 30 Blown 1222 ft2 0.1 Wood WALLS Adjacent Space Cavity Width Height In Ft In Amp Sheathing Framing R-Vahip Fr2CtKnn Solar BelowFtAhSor 1 W Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft2 0 0.25 0.6 0 2 W Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft2 0 0 0.6 0 3 N Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft2 0 0.25 0.6 0 4 N Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft2 0 0 0.6 0 5 E Exterior Frame - Wood Floor 2 13 32 0 8 1 258.7 ft2 0 0.25 0.6 0 6 E Exterior Concrete Block - Int Insul Floor 1 4.1 32 0 9 4 298.7 ft2 0 0 0.6 0 7 S Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 W 0 0.25 0.6 0 8 S Exterior Concrete Block - Int Insul Floor 1 4.1 38 0 9 4 354.7 ft2 0 0 0.6 0 9 N Garage Frame - Wood Floor 1 13 35 0 9 4 326.7 W 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None .39 3 6 10 20.5 ft2 2 E Wood Floor 1 None .39 2 10 6 10 19.4 ftz WINDOWS Orientation shown is the entered, Proposed orientation. j 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 ft2 1 ft 0 in 1 ft 0 in None None 2 N 3 None Low-E Double Yes 0.34 0.26 60.0 ft2 1 ft 0 in 1 ft 0 in None None 3 N 4 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 14 ft 0 in None None 4 S 7 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 in None None 5 S 8 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 12 ft 0 in None None 6 S 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft2 1 ft 0 in 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 387 ft2 387 ft2 64 $ 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2113.6 116.03 218.22 345 7 9/21/2017 1:09 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts,,.,,, 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS Supply — Location R-Value Area Return — Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT QN RLF HVAC # Heat Cool 1 Attic 6 419.8 ft Attic 104.95 Prop. Leak Free Floor 2 cfm 63.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb Mar Heatinf XJan Feb iC Mar Venting[ Jan Feb [X Mar E X Ceiling Fans: A r Ma Jun Jul Au Apr May Jun Jul AuSep AprMayJunJulAugSe Se Oct X] Oct Oct Nov X Nov X Nov Dec Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling ( WD) Cooling ( WEH) Heating ( WD) - Heating ( WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 80 78 78 66 68 66 68 78 78 78 78 66 68 66 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68' 68 80 78 78 78 68 68 68 68 80 78 78 78 68 66 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 61 0 0 1 - Electric Heat Pump 1 - Central Unit 1. New construction or existing New (From Plans) 2. Single family or multiple family Single-family 3. Number of units, if multiple family 1 4. Number of Bedrooms 4 5. Is this a worst case? No 6. Conditioned floor area (ftZ) 2099 7. Windows" Description a. U-Factor' Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor. N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= Area 150,00 ft2 41.00 ft2 ft2 ft2 1.000 ft. 0.258 Area 929.00 ft2 293.00 ft2 ft2 9. Wall Types a. Frame -Wood, Exterior b. Concrete Block- Int Insul, Exterior c. Frame - Wood, Adjacent d. N/A 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: Floor 2 12. Cooling.systems a. Central Unit 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:lk 3" 4"Date: Address of New Home: ty/FL Zip;30_;-_(!FQ Insulation Area R=13.0 1131.70 ft2 R=4.1 980.00 ft2 R=13.0 326.67 ft2 R= ft2 Insulation Area R=30.0 1222.00 ft2 R= ft2 R= ft2 R ft2 6 419.8 kBtu/hr Efficiency 36.0 SEER:14.00 kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/21/2017 1:09 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 84 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable. insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls, Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawispace 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 airtight, 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 9/21/2017 1:09 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 84 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford, FL. 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Cond. Floor Area:.: 2099 sq.ft. Cond. Volume: 18117 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: CFM(50): C: n: R: ELA: Single or Multi Point Test Data HOUSE PRESSURE I FLOWN I EgLA: AC H: 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)(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 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. hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with. Section R402.4.12. SIGNATURE: PRINTED NAME: DATE: 9/21/2017 1:09 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)(D, (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 84 - 2095 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Orlando Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) certify the tested duct leakage; to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE - PRINTED NAME: DATE: DATE: 9/21/2017 1:09 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Duct tightness shall be verified by o,t'CHE S'N,, testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553,993(5) or (7); Florida Statutes, or individuals licensed w f;... o as set forth in Section 489.105(3)(f), . g), or (i), Florida Statutes. c0D WE BUILDING OFFICIAL: Page 1 of 1 For: Lot 81 - 2095 S R, Ashton Woods Homes Sanford, FL 32773 Notes: x xs{ rL Desi n ;Informations . . Weather: Winter Design Conditions Outside db 44 °F Inside db 70 °F Design TD 26 °F Heating Summary Structure 15643 Btuh Ducts 2463 Btuh Central vent (61 cfm) 1737 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 19843 Btuh Infiltration Method Construction quality Fireplaces Orlando ExecutiveAP, FL, US Simplified Semi -tight 0 Summer Design Conditions Outside db 93 F Inside db 75 F Design TD 18 F Daily range L Relative humidity 50 Moisture difference 44 grAb Sensible Cooling Equipment Load Sizing Structure 16305 Btuh Ducts 2947 Btuh Central vent (61 cfm) 1185 Btuh Outside air Blower 0 Btuh Use manufacturers data Rate/swing multiplier 1.00 Equipment sensible load 20437 Btuh Latent Cooling Equipment Load Sizing Structure 2365 Btuh Ducts 502 Btuh Central vent (61 din) 1820 Btuh Heatingg Colingg Outside air Area (fV) 2140 2140 Equipment latent load 4687 Btuh Volume (ft3) 18438 18438 Ai r changes/hour 0.28 0.15 Equipment Total Load (Sen+Lat) 25123 Btuh Equiv. AVF (cfm) 86 46 Req. total capacity at 0.75 SHR 2.3 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIERAIR CONDITIONING Trade CARRIERAIR CONDITIONING Model CH14NBO360000B Cond CH14NBO360000B , AHRI ref 8068612 Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 24750 Btuh Heating output 33800 Btuh @47°F Latent cooling 8250 Btuh Temperature rise 28 °F Total cooling 33000 Btuh Actual airflow 1105 c1m Actual airflow 1105 cfm Airflowfactor 0.061 cfm/Btuh Airflowfactor 0.057 cfm/Btuh Static pressure 0.50 in. H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point = 31 °F Backup: input = 6 kW, Output =19028 Btuh, 100 AFUE Boldritalic values have been manuallyoverridden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Sep-211305:44rFrWrlhtsoft' 9 Rght-SuiteC Universa1201717.0.28RSU17013 Pagel ACCU.::.5pegfidWyndham Preserve\Lot84-2095SR.rup CaId=MJ8 FrontDoorfaces: N Manual S Compliance Report Job: Ashton -Starlight Homes wrightsoft', Date: 10/10/2016 Entire House By: 9Y' Ener Air; Inc Plan: 2095 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone:407-888-3729 Email: GRenner@energyair.com Web: vmm.energyaircom Project Information' For: Lot 81 - 2095 S R, Ashton Woods Homes Sanford, FL 32773 Cooling,Equipment y . - Design Conditions Outdoor design DB: 92.6°F Sensible gain: 20437 Btuh Entering coil DB: 76.0°F Outdoor designWB: 75.9°F Latent gain: 4687 Btuh Entering coilWB: 63.4°F Indoor design DB: 75.0°F Total gain: 25123 Btuh Indoor RH: 50% Estimated airflow: 1105 cfrn Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer. Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 117% of load Latent capacity: 6713 Btuh 143% of load Total capacity: 30674 Btuh 122% of load SHR: 78% o • • Design Conditions Outdoor design DB: 44.2°F Heat loss: 19843 Btuh Entering coil DB: 68.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 170% of load Capacity balance: 31 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec step Manufacturer: Model Actual airflow: 1105 cfrn Output capacity: 5.6 kW 96% of load Temp. rise: 50 °F Meets all requirements ofACCA Manual S 2017-Sep-21 13:05:44 1. wrightsoft' Right Suite® Universal 2017 17.0.28 RSU17013 Page 1 ACCk ...Specific\Wyndham Preserve\Lot84-2095SR.rup Calc=MJ8 FrontDoorfaces: N Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.115 in/100ft 0.115 in/100ft Actual airflow 1105 dim 1105 dm Total effedive length (TEL) 243 ft Name Design Btuh) Htg dm) Clg dm) Design FIR Diam in) H x W in) Dud Matl Actual Ln (ft) Ftg.Egv to (ft) Trunk ba2 h 403 25 24 0.217 4.0 Ox 0 VIFx 14.1 115.0 st1 beds C 1805 88 104 0.208 6.0 Ox 0 VIFx 24.5 110.0 st1 bed.4 C 1752 43 101 0.344 6.0 Ox 0 VIFx 11.4 70.0 bed2 C 1748 78 100 0.216 6.0 Ox 0 VIFx 19.8 110.0 st1 d.4-A h 147 9 8 0.313 4.0 Ox0 VIFx 19.4 70.0 farn-t-din C 2159 123 124 0.161 7.0 Ox0 VIFx 33.7 140.0 st3 fanrwt-din-A c 2159 123 124 0.169 7.0 Ox 0 VIFx 26.1 140.0 st3 famAkit-din-B C 2159 123 124 0.166 7.0 Ox0 VIFx 28.2 140.0 st3 flex-n h 1679 102 52 0.115 7.0 Ox0 VIFx 48.1 195.0 st4 flex-B h 1679 102 52 0.127 7.0 Ox0 VIFx 35.5 185.0 st4 faun C 766 7 44 0.336 4.0 Ox 0 VIFx 8.4 75.0 tuba c 539 29 31 0.344 4.0 Ox 0 VIFx 6.4 75.0 m bed C 2235 99 128 0.347 6.0 Ox 0 VIFx 5.8 75.0 pant y-A h 1341 82 31 0.158 6.0 Ox 0 VI Fx 36.7 140.0 st3 pdr-n h 462 28 17 0.172 4.0 Ox0 VIFx 32.3 130.0 st3 v.GA h 554 34 31 0.336 4.0 Ox 0 VI Fx 13.4 70.0 Wc2 h 165 10 10 0.209 4.0 Ox0 VIFx 18.9 115.0 st1 Boldiitalfc values have been manuallyoverridden 2017-Sep-21 13:05:44 wrightsofts Right-Suite Universal 2017 17.0.28 RSU17013. Page 1 ACO'%...Spedfic\wymdhamPreserve\Lot84-2095SR.rup Calc=MJ8 FrontDoorfaces:N Trunk Htg Clg Design Veloc . Diam H x W Duct Name Type dm) cfm) FR fpm) in) in) Material Trunk st3 PeakAVF 684 525 0.115 640 14.0 0 x 0 VInIFIX st2 st1 PeakAVF 201 237 0.208 680 8.0 0 x 0 VinlFlx st4 PeakAVF 205 105 0.115 464 9.0 0 x 0 VinlFlx st3 st2 PeakAVF 684 525 1 0.115 640 14.0 0 x 0 VinlFlx z , _ Return BranchDetailTableLP Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Matl Trunk rb1 Ox 0 834 819 0 0 0 0 Ox 0 VIFx rb2 Ox 0 271 286 0 0 0 0 Ox 0 VIFx 2017-Sep-21 13:05:44 wrightsoft" Rght-Suite®Universal 201717.0.28RSU17013 Page ACCA ...Specific\Wyndham Preserve\Lot84-2095SR.rup Calc=MJ8 FrontDoorfaces: N Level 1 3' VTW Job #: Ashton- Starlight Homes Scale: 1 /8" = 1'0" Performed for: Energy Air, Inc Pagel Lot 81 -2095 SR 5401 EnergYAir, Ct Right-Suite®Unkersal2017 Orlando, FL 32810 17.0.28 RSU17013 Sanford, FL 32773 2017-Sep-21 13:05:52 Phone: 407$8fr3729 am Preserve -lot 84 - 2095 SR.rup www.energyair.com GRenner@energyaircom level2 In2 j 8x4 m bed 34 cfm 4 m ba wC 31 cim 3'VTR G,Q Q 8x4 10x6 4„ Sup Riser 9cfm 128 chn 11014 4 " 12 x 4 " bed.4 fh286cfrn 6" ac 6" 4'VTR RA OVER DOOR 24x12 la 10x6 834 cfrn 4 101 cfrn 8x4 T 44 cfrn 8 VTR hal 6'O4 sicFM 14x6 n 6" 6 10x6 100 cfm In 25 fin 14x6 10X6 104 cfrn 14x6 3'VTR 0 8x4 c1.3 bed10cfm 3 bed2 w, Ll AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Job #: Ashton- Starlight Homes Energy Air, Inc Scale: 1 /8" = VC)" Performed for: Paget Lot 81 - 2095 SR 5401 EnergyAir, Ct Right -Suite® Universal 2017 Orlando, FL 32810 17.0.28 RSU17013 Sanford, FL 32773 Phone: 407 863729 2017-Sep-21 13:05:52 am Preserve\La8a- Sep www.energyair.com GRenner@energyaircom VTR Jy VTR 1-lf 2" %/TR. WC WA SH n n n trf LAU W C 2 C7 3" l AUTO VENT LA'V C 3" LA'V KS 3,. 2" v 211 1 jt:b n C!r C $" TUB 3" 7 R` 2T ® V n 31. n PLAN 2095 C/o PLUMBING RISER DIAGRAM a) W C DD U EnfN 00 z v o q. o o - v y v v v cr4 = v DATEL v Z N v a , coo v O cV a m f` Zocl 5 Beacom L( oel (5 gP !7- 37H (. 60.00' Ok to construct single family home with setbacks and impervious area shown on plan. Z? 6 0lo 1r,P. LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Southwest corner of the Northeast 1/4 of said Section 17, run thence along the South line of the Northeast 1/4 of said Section 17, N.89'52'08"E., a distance of 1066.47 feet; thence N.00'16'57"E., a distance of 389.31 feet to the POINT OF BEGINNING; thence N.00'16'57"W., a distance of 115.00 feet; thence N.89'43'03"E., a distance of 60.00 feet; thence S.00'16'57"E., a distance of 115.00 feet; thence S.89°43'03"W., a distance of 60.00 feet to to the POINT OF BEGINNING. Containing 6,900 Square feet, more or less. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front 25' Rear = 20' Side = 7.5' LOT AREA CALCULATIONS LOT = 6,900 SQ.FT. LIVING AREA= 929 SQ.FT. GARAGE = 387 SQ.FT. PORCH = 30 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 44 SQ.FT. A/C PAD = 9 SQ.FT IMPERVIOUS= 27.6 % SOD = 4,996 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA AREA = 8,400 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 344 SQ.FT. SOD = 5,242 SQ.FT. WYNDHAM PRESERVE LOT 84 Proposed) rrl n PCP D PCP S 89'43'03" W 390.25' t7 CENTER 0 / N MAGPIE WAY LINE 0 50' RIGHT-OF-WAY C PRIVATE ROAD) CONC CURB PROPOSED 5' CONC SIDEWALK N89'43'03 "E 60.00' ct 2 10' UTILITY Lu a EASEMENT (P) oZ-- LO d 0 N 4X4 PROPOSED 11.5' 16.0' WALK PORCH i20.0 0 10.5' N O 18.0 ; h 4i I 1 PROPOSED A C ; 2 STORY RESIDENCE OPAD 0 1 I Q, LOT 83 MODEL N 2095 BEACON - S GARAGE - RIGHT LOT 85 FFE= 23.8 I 0 11.5 38.0 10.5 15.7 12.3 ; Oo PATIO o Z 10.0 I i I 1 LOT 84 AREA = 6,900 S.F. ± 1 I I I L-J------------------------------- LJ. POINT OF I BEGINNING POINT OF 0i COMMENCEMENT SOUTH LINE OF ICoSOUTHWESTCORNEROFTHENORTHEAST1/4 M THE NORTHEAST 1/4 OF OF SEC 17-20-31 Z SECTION 17-20-31 ( BASIS OF BEARING) N89'52'08"E 1066.47' PEP -Pool Equipment LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkBusinessLB -Licensed BFP-Backflow Preventer Si ht Distance Easement9 Survey PRM-Permanent Ref. Monument Reported PCP -Permanent Control PointISRD -Description FP&L-Florida Power & Light P -plat FFE-Finish Floor Elevation D.B.-Deed Book Water Meter O.R.-Official Records Book X-Water Valve P.B.-Plat Book Z-f--Fire Hydrant Pg. -Page RCM -Reclaimed Water Meter Elev.-Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk El -Electric Box FFE-Finished Floor Elevation 0-Utility Pole CI -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride O-Storm Sewer Manhole NCS-No Corner Set (Falls in Water) G-Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E.-Drainage/Utility Easement Coo -Clean Out FMGD-MAG NAIL & DISK XVD4-Irrigation Control Valve P.K.-Parker Kalon Nail Sign SIR -Set 1/2" Iron Rod L87768 WD4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 1 -Existing Grade FIP-Found 1/2" Iron Pipe LB7768 a -Blow -off Valve FPKD-Found P.K. Nail & Disk LB7768 -a---Drainage Flow .Direction FCM -Found 4%4" Concrete 10.0 -Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existing Grad Note: Some items in above legen may not be applicable) r Descriptions Date Dwn. Ck'd P.C. Order No. REVISED PRODUCT 9/01/17 JE JDL I__ SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) mimes D. Leviner LS6915ORIDAPROFESSIONALSURVEYOR & MAPPER NO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL S894, TRACT B STORMWATER) 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. DIlVIENSION 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 "X" DESCRIPTION: PROPOSED LOT 84, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 , GeoPoidt Surveying, Inc. Drawn: MTP Checked: JDL P.C.: Data File:BrissonEast-Plot Date:6/30/17 Dwg:erissonEast-Lote4 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: 'r— RECORD COPY PALMERELECTRIC Ashton Woods Homes Seminole 2095 Starlight LOAD CALCULATION May 26, 2017 I. HVAC LOADS {NEC 2011 - 220.82(C)(3) - (4 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 4.00 TON 7.20 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 14.87 KVA TOTAL LOAD FOR COMPRESOR @ 100% 7.20 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 12.19 KVA II. GENERAL LOADS (NEC 2011 - 220.82(B)(1) - (4)) LIGHTING 2099 Sq Ft @ 3VA/Sq. Ft 6.30 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA 1 LAUNDRY CIRCUIT 1.50 1.50 KVA 1 DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA I DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 36.80 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER ( GENERAL LOADS) @ 40% 10.72 KVA SUB - TOTAL (GENERAL LOADS) INEC 2011 - 220.82(B)) 20.72 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 20.72 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(A)) 32.90 KVA MINIMUM SERVICE SIZE 137.10 AMPS RECOMMENDED SERVICE SIZE 150 AMPS EPAR 5- 7 46 iTpical 150 Amp Electrical Diagram_ 150 Amp Main L< 120V / 240V j CORD COPY Typical u' 150 Amp, Interior l Panel _I 37 46 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL EC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 1_ 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode W ,fflm M a It's the SIMPLE FRAMING SYSTEM®, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM° Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEMO So Simple? Q 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. 2 Ceilings Framed with BCI® Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. 2 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. W 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. Product Profiles, BCI® Architectural Specifications ......... 3 VERSA -LAM® Products, Specifications, Allowable Holes..... 26 About Floor Performance, BCI® Residential Floor Span Tables, VERSA -LAM® Details, Multiple Member Connectors ........ 27 One Hour Floor/Ceiling Assembly ........................ 4 VERSA -LAM® Floor Load Tables (100% Load Duration) ......... 28 i BCI® Floor Framing Details .......................... 5-6 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 0 BCI® Joist Hole Location & Sizing, Large Rectangular Holes ... 7 VERSA -LAM® Non -Snow Roof Load Tables (125% Load Duration). 30BCl® Cantilever Details, Web Stiffener Requirements ..... 8-9 BCI® Floor Load Tables ........................... 10 - 12 VERSA -LA MO Closest Allowable Nail Spacing ............. 31 BCI®Roof Framing Details ........................ 13 - 14 VERSA -LAM® Design Values........................... 31 BCI® Roof Span Tables 15 - 18 VERSA-LAM®1.8 2750 Columns, VERSA -STUD® 1.7 2650 .. 32 o BCI® Roof Load Tables ........................... 19 - 23 Computer Software: BC FRAMER®, BC CALC® ............ 33 BCl® Design Properties, BCI®Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 35 Boise Cascade Rimboard Products/Properties ............ 25 Lifetime Guarantee ........................... Back Cover Boise Cascade EVVP. _aste.m Specifier ride • 00/04i2015 BCI® JOlsts VERSA -LAM° VERSA -LAM® VERSA -LAM® BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 6000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.72650 1.82750 2.03100 1'WI T 1'/"1 1T 1 I I 9'/2' 9'/2' 91/2" 11 %11 11 %11 ( i 3'/z' 11%11 9'/2 , , 11'/" , 11%' 3/a" 14" '/81 14" ii 3'/z 3'/2' i to W 14" % 11'/8' i4" 14" 16" 16" j i to 16" to 7%d' I 24" 161, '1fJ16" I I-- ---I I--I'I 1%11 2" 25/16" 29hs" 25/ts" 3'/2' 1'/", 1W, 3'/2' 3'/2' to 5'/<" 1'/2' 1W Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/2', 5'/1' BCI® and VERSA -LAM® products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports 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® 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 EVVP • Eastern Specifier Guide • 08 04 201 5 About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth, limit joist deflections, glue and screw a subjective nature of rating a new floor. Communication with the thicker, tongue -and -groove subfloor, install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level -bearing supports, and install a direct -attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance. The most common methods used to increase performance options, based on performance requirements of the the performance and reduce vibration of wood floor systems is to homeowner. THREE STAR *** FOUR STAR t* MINIMUM STIFFNESSCAUTION CAUTIONALLOWEDBYCODE BCI® Live Load deflection limited to L/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'/V and 113/." deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. Joist Depth Joist Series 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. I 24" o.c. I 32" O.C. 12" o.c_ 16" O.C. 19.2" O.C. 24" O.C. 32" O.C. 4500s 1.8 16'-11" I 15'4" L 14'-8" I 13'-7 I 11'-9" 11'-6" I 11'-6" I 10'-0" 10'-0" I 9'-7" 18,-9" 16'-8" 15'-3" 13'-7" 11'-9" 5000s 1.8 17-6" I 16-0" 15-2" I 14'-1" 12'-0" 1V-6" I 1V6" I 10'-0" I 10'-0" I Y-11" 19'-4" 17'-9" 16-4- 14'-7" 12'-5" 6000s l .8 18'-2" I 16'-8" 16-8" 14'--8" 13'-4" 11'--6" I 11'-6" I 1 U-0" I 10'-0" 10'-0" 20'-2" 18'-5" 1 T-5" 16-9" 13'-8" 6500s 1.8 18'-8" 1T-1" I 16'-l" I 150" 13'4" 11'-6" 1V-6" 10'-0" I 10'-0" 10'-0" 20'-8" 18'-11" 17'-10" 16-7" 14'_3" 4500s 1. 8 20'-0" 18`-4" I 17'4" I 15'-5" 13'4" 15'-6" I 14'-3" I 1T-5" I 12'-6" I 114" 21'-10" 18'-11" 1T-W 15'-5" 13,4" 5000s 1. 8 20'-9" I 19'-0" I 17'-11" 16-7" I 13'-4" 166" I 14'-9" I 13'-11" I 12'-11" 11'-9" 23,-.0„ 20'-4" 18'-0" 16-7" 13'-4" 6000s 1.8 21'_7" I 19'-8" I 18'-7" I 1T-4" 14'-10" 15'-0" I 16-4" I 14-5" 13'-5" I 12'-l" 23'-10" 21'-10" 20'-0" 1T-11" 14'-10" 6500s l.8 22'-2" 20'-3" 19'-2" I 1T-10" I 14'-10" 16-0" I 16-10" I 14'-11" I 13'-10" I 12'-7" 24-6" 22'-5" 21'-l" 16-10" 14'-10" 60s 2.0 23'-7" I 21'-0" I 20'-4" 18'-11" 16'-4" 18'-0" 16'-9" 15'-9" I 14'-8" I 1S-3" 26'-1" 23'-10" 22'-6" 21'-0" 16'-4" 90s 2.0 26'-7" 24-3" 22'-10" I 21'-3" 19'--4" 19--0" I 18'-10" I 17'-8" I 16-6. I 14'-10" 29'-5" 1 2610" 25'-3" 23'-0" 19'-4" 4500s 1.8 22'- 9" 20'-7" I 18'-9"' I 16'4" 193'-11" 17'-10" 16'-3" 15'4" I 14'-3" IT-0" 2T-10" 20'-7" 18'-9" 16'-9" 1T-11" 5000s 1.8 23'- 7" 21'-T' 20'-2" 18---0" I IS-11" 18'-0" I 16-10" I 16-11" I 14-9" I 13'-5" 26-7" 22'-l" 20'-2" W-O" 13'-11" 6000s 1.8 24'-- 6" I 22'-5" 21'-2" 19'-0" I 16-5" 19'-2" 17-0" I 166" I 15'-4" I 13-11" 27'-l" 23-11" 21'-10" 19'-0" 16-5" 14" 6500s 1.8 26- 2" I 23'-0" 21'-0" 20'_2" I .15'-5" 19'-8" 1T-11" I 16-11" 16-8" I 14-3" 27'-9" 25-2" 22'-11" 20'-0" 16-5" 60s 2.0 26'-9" 24-5" ( 23'-0" 21'-5" 16-4" 20'-11" I 19'4" I 17-11" I 16-7" I 15'-l" 29'-7" 27'-0" 25'-0" 21'-10" 16'-4" 90s2.0 30'-1" 127'- 5" 26-10" 124-0" I 1Y-6" 23'-6" 121'-4" 120'-0" I 18'-0" I 16-9" 33'-3" 30'--4" 28'-7" 264" 19'-6" 4500s 1.8 25'-2" I 22'4" j 20'-l" 117'-11" I 14'-l" 19'4" 18'4" 17'-0" 15-10" I 14'-l" 25'-5" 22'-0" 20'-l" 17'-11" 14,4, 6000s 1.8 27'4" I 24-9" 2S-4", I W-10" 16-9" 21'-2" I 19'-4" I 16-2" I 16-11" 16-4" 29'-0" 266" 23'-4" W-10" 15'-9" 16" 6500s l.8 27'-9" I 26-4" I 23'-11" 21'-1" 16-9" 21'-9" I 19'-9" 18'-8" I 1T-4' I 16 8" 30'-0" 26-11" 24-6" 21'-1" 15'-9" 60s2.0 29'-7" I 27' 4" 26-6"` 21'-10" 16-4" 2T-2" 21'-1" 19'-10" 16-5" I 16'-4" 32'-8" 29'-10" 2T-4" 21'-10" 16-4" 90s 2.0 1 33'-4" 30'-4" ( 26-7" 26-2" 19'-7" 26-0" 23'-7" 22'-2" 120'-0" I 18'-7" 36-10" 33'-7" 31'-8" 26-2" I 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action ( joists spaced at 32" o.c. require sheathing rated for such spacing -'/e' 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) n.e-.H.o-u r F.i.r_e_R.esist.ive_.Ass.em.ba_ _ ICC FRR 1339 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. 23/ 32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o. c. or less. 3. Two layers %" Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54MIIC=50 or Add 3'/z' glass fiber insulation to fire assembly: STC=55or Add an additional layer of minimum %" she STC=61 and 9'/2" glassfiber insulation to fire assembly: Boise Cascade EVVP • Eastern Speciner Guide • 03% 04i20' 5 NOTE 1 1 When installing Boise Cascade EWP The illustration below is showing several suggested BCI® blocking or 2x4 "squash" block on each products with treated wood, applications for the Boise Cascade EWP products. side required when supporting a load -bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. A the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI` JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCI11 floor systems. } 0 1 BCI® rim joist. See page 6. 1 BOISE CASCADE® Rir See pages 6 and 25. For load bearing cantilever details, see page BCIa Joists, VERSA -LAMS' and ALLJOISTO 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", ALLJOISTO, and BCI® Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM", ALLJOIST"' and BCI$ Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI° 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. 11h" knockout holes at approximately 12" o.c. are pre -punched. M, 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®, ALLJOISTL', and BCI8 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 - 08ff14,201' A' oor.. _._ram,ing , _etai_ sTy_ Additional floor framing details available with BC FRAMER' software j4END Bcl® Bcl®Joist rim joist. blocking. sad Rlmbpa 6 -- Dimension lumber 2 is not suitable for Nail Boise Bp15e= use as rimboard 30 Cascade with BCI° Joists. Rimboard to BCI® Joists with Dimension lumber is not Blocking may be required 8d nail into suitable for use as rim Perpendicular to wall, e consult design professionaleachflange. board with BCI Joists. of record and/or local buildingofficial. Use of BCI rimjoist requires 2x6 wall for minimum joist bearing. C 1 BOISE CASCADE' Top Flange or Face One 8d nail Rimboard Mount Joist Hanger each side at 41 bearing Solid block Note: BCI®floor = all posts joist must be from above designed to carry 1W minimum bearing to bearing wall above when length (1'/4" required for below. not stacked over 18" and deeper joists) wall below. VERSA -LAM® To limit splitting flange, start nails at least 1'/z" Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. 1 BEARING BCI® Joist Slope Cut Reinforcement we_I `).tail halo , r MreS original Mowab!e For load bearing wall above stacked over wall below), Blocking maybe required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. is2x4 Load bearing Double Squash Block Vertical Load bill shear/reaction value to cut end of BCI®joist. BCI® Joist shall not be used as a collar or rafter tension tie. 2 x 6 min. rafter. Rafter shall be supported by ridge beam or other upper bearing support viiiiii, 6 12 t n" Joist Spacing [in] Size 12 16 19.2 24 4463 3347 2789 2231 2x6 7013 5259 14383 13506 I \ wall above l minmax. ss/ (stacked over 1. Squash blocksaretobeinfullcontact _ BCI°' 1 wall below) withupperfloorandlowerwallplate. Heel depth BCI®Joist I Depth 2. Capacities shown are for a double blocking. s quash blocks ateachjoist,SPFor [able2zblock. better. be 1 : 24+ 2x blocking required at bearing (not shown for clarity). 1 Backer block Double BCI® Joist "/u" min. plywood/OSB rated sheathing as reinforcement minimum 12" Sheathing or Install reinforcement with face grain horizontal. Install on Backer Nail with Connection 1 rimboard both sides of thejoist, tight to bottom flange. Leave Joist 10-10d nails. " Filler Block closure minimum 114" gap between reinforcement and bottom of Hanger (see chart below) top flange BCI®Joist • Apply consVuctionadhesive to contact surfaces and fasten with 3 rows of min.10d box nails at blocking 6" o.c. Nternate nailing from each side and clinch. required for Filler block. Nail with 10- 10d nails. Backer block required where top flange joist hanger load exceeds 250lbs. Install ti2httntnn flange. Web -Filler '- l Nailing 12" ' on -center Connection valid for all w applications. Contact Boise Cascade FWP Frigineprinrr+ fnr cnerific rnnditinns- cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered in all cantilever designs. End Wall Beano Minimum Heel Depth Roof Pitch 6/12 7112 8/12 1 9/12 10112 1 12/12 2 x 4 4'/a" 41/,.' 4'/." 411W 41/4' 4'/." 2 x 6 3'/e" 3'/,s" 2/,s" 2'/." 2'/,fi' 2'/." LATERAL SUPPORT BCI®Joists shall be laterally supported atthe ends with han ers, rimboard, BCI® rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor d2hragm per IRC in high seismic areas, consult Iota[ bui ding official. MINIMUM BEARING LENGTH FOR BCI® JOISTS Minimum end bearing: 11h" for all BCI®Joists. 31h" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report orthe BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/90s rim joist: Toe -nail top flange to rim Bdoist with 2-10d box nails, one each side of flange. e rim joist, rim board or BCI® blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional ofrecord 's specification for shear transfer. BCI risttosupport: 2-d nails, one on each side of the web, [aced 11h inches minimum from the end of the BCI Joistto limit splitting. Sheathing toBCl®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12' o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24forfloordiaphragmnailingspecifiedatcloserspacingthanIRC. Maximumbracing spacing forfulllateral stability 18" for BCI® 4500s & 5000s, 24" for larger BCI joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact Iota[ building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 4500s or 1/4" Two s/a" wood panels or 1.8 wood panels 2x 5000s Y4" or %" Two a/4" wood panels or 1.8 wood panels 2x 6000s 11/e" or two 1h" 2 x +'he" or 1.8 wood panels 1h" wood panel 6500s 11/8" or two W, 2 x + 1/e" or 1.8 1 woad panels 3/4" wood panel 60s 2.0 11/ s" or two 1h" 2 x +'h6" or wood panels 1h" 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 BCIe'JOISTS FROM THE WEATHER BCI`1Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI® RIM JOISTS AND BLOCKING Vertical Load Capacity plf) " Depth in] Series No WSJ') W. S m 91ha 4500s 1.8, 5000s 1.8, 2300 N/A 6000s 1.8 6500s 1.8 4500s 1.85000s 1.8, 2150 N/A 117/e" 6000s 1.8:6500s 1.8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 N/A 14" 6000s 1.8 6500s 1[_ . 8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16" 6500s 1.8 60s 2. 0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required ateach end of blocking, values not applicable for rim joists. N/A: Notapplicable Boise Cascade EV' JP • Eastern Specfier Guide • 08 04,1201: BCI® Joists are manufactured with 1'/z' round perforated knockouts in the web at approximately 121".on center Minimum spacing = 2x greatest dimension of largest hole (knockouts exempt) see table below) see table below) l YO•LSVF'•..O•• i••••.••. • •••••••••••••• 4000i ii: i .i0'i i 0i iiOi •i1 i10Si'iiliib iiOS No holes (except knockouts) A 1°h" round hole may be If allowed in bearing zones cut anywhere in the web. Do not cut holes Provide at least 3" of larger than 1%" clearance from other holes. round in cantilevers. Minimum distance from suDDort. listed in table below. is required for all holes oreater than 1%" VIS Ad..` 2 3 4RoundHoleDiameter [in] 5 6 6'/2 7 8 87/a 9 10, 11 12 13 Rectangular Hole Side 3 5`- 6':- - 7n Any 8 1'-0" 1'-1„ 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" 91/2" Span 12 1'-0" 1'-2" 2'_2" T-2" 4'_2" 4'-8" 5'-2" 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'/2 7 8 83/8 9 10 11 12 13 Rectangular Hole Side 2 3 4:.c 5?. 7' 8 ' n 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" T-4" T-9" Any Span 12 1'-0" 1'-4" 2'-1" 2'-10" 3'-7" T-11" 4'-3" 5'-0" 5'-8" 11%d' ft] Joist 16 1'-0" 1'-10" 2'-10" T-9" 4'-9" 5'-3" 5'-9" 6'-9" T-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 h 3 4 I 5 6 16'/2 7 8 87/8 10 11 j 12 13 Rectangular Hole Side t- 2 + 3 5 6 9 6 8 9in] 13 i 1 h8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10"' 2'-1" 2'-6" 2'-10" 2'-11" T-4" Any 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" T-9" 4'-3" 4'-4" 5'-0" 5'-7" 14" Span 116 1'-0" 1'-1" 1'-8" 2'-6" T-4" 3'-9" 4'-2" 5'-0" 5'-8" 5-10" 6'-8" 7'-5" Joist 20 1'-0" 1'-1" 2'-1" T-2" 4'-2" 4'-8" 5'-2" 6'-3" T_2" T-3" 8'-4" 9'_4" 24 1'-0" 1'-4" 1 2'-6" 3'-9" 5'-0" 5'-8" 6'-3" 7'-6" 8'-7" 8'-9" 10'-0" 11'-2" Round Hole Diameter [in] 2 3 4 5 6 1 6'/2 7 8 87/ 9 10 1 11 12 13 2 __. 3_ . 5_ _ 5 6 _j . 8 9 10RectangularHoleSide _ - 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 2'-5" 2'-9" . T-2" T-7" 12 T-0" 1 1 1 2 1'-2" 1'-3' 1 1 6" 1'-10"2'-5" 2'-11" T-0" 3 7 4 2 4'-9" 16 4" Any Span16" 16 1' 0" 1'-1" 1'-2" 1'-2 1'-8" 2'-1" 2'-6" 3'-3" T-11" 4'-0" 4 10 5 7 6 4 7 -2" IN Joist 20 1'-0" 1'-1" 1'-2" 1' 2 2'-1' i 2'-7" 3'-1" 4'-1" 4'-11" ! 5'-1" 6 0" 17 0" !I 8' 0' '8'-11„ 24 1'-0" 1'-1" 1 1'-2" j 1'-4" 2'-6" T-1" T-9" 14'-11" 5-11" 6'-1" 1 T-3" i 8'-5" 9'-7" 10'-9" DO NOT cut or notch' t P flange t DO cut in web area as specified Q 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'/2' 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 11/V 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 a specific application with the BC CALC® software. Large .Rectangular-Holes-in--BC-I°.Joists.- ---. _ -. Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist Multiple Span Joist See Max Hale Size on g hole Chart for Joist Depth ihJoistSpan -i —Minimum 2xdiameter/ width of largest hole on- Simple Span Joist &V Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed usin BC CALC® sizin software99 Boise Cascade EVVP - Eastern Specifier Guide • C8iO4/20-5 Maximum Hole,Size Simple MultipleJoist Depth Span Span 9Yz" 6" x 14" 6" x 12" 11%" 8" x 16" 8" x 13" 14" 9" x " 8" x 16" 10" x 1"::7 16" 11" x 18" 10" x 14" 12" x 16" j hole See Max Hole Size on Ct hole ah Joist—+ / Chart for Joist Depth h Joist—r Span S an PEI 7—Multiple Span Joist 12'-0' Min— Multiple Span Joist 12'-0' Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. Reinforced. LoadBearing Cantilever Table_ L78 Vic_ He o m Gf rn Rof Total Load sf] 45 5535 2401 ist S acin in 16 19.216 19.2 24 1 16 119.2124 24 0 1 0 1 0 1 0 0 X 1 0 X I X 26 0 0 1 0 1 0 0 X 0 X LT 28 0 0 X i 0 X X X X X cq 30 0 0 X 1 0 X X X X y 32 0 0 X 1 0 X X X i-1 X X 0 34 0 0 X 0 X I 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 X X 1 X X X X X X 42 2_4 0 X X! X X XIX X,X 24 0 0 0 1 0 0 X 0 1 X X 26 0 0 0 0 0 X 0 X X m 28 0 0 1 L0 X- X X X X 30 0 0 1 1 0 X X X X X 0 32 0 0 X 0 X X X X X N 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 1 X X X X 40 0 X' X X X X X X X 24 0 0 1 0 0 0 0 0 X I X 26 0 0 1 0 1 0 0 X 0 X X 28 0 0 0 1 0 0 X X X X m 30 0 0 0 0 0 X X X X o.- 32 0 0 O i 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 XIX XIX X X X 24 0 0 1 0 1 0 0 0 0 1 0 X 26 0 0 0 0 0 0 0 X X 28 0 0 0: D 0 0 0 X X m 30 0 0 O 10 O X 0 X X 0 32 0 0 0 1 0 o X 0 X X 34 0 0 0 1 0 X X X X X 36 0 0 X o X X X X X 38 0 1 0 1 X 1 0 X X X X 1 X_ 40 0 0 X 1 0 X X X X X 24 0 0 0 1 0 1 0 WS 0 0 X 26 0 0 0 1 0 1 0 WS 0 0 X 28 0 0 0 1 0 0 X 0 WS X 30 o 0 0 1 0 0 X 0 WS X y 32 0 0 WS 0 0 X 0 X X 0 34 0 0 WS i 0 0 X 0 X X v 36 0 0 WS, o 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 X0 1 X I X X XIX 24 0 0 0 j 0 0 WS 0 0 1 26 0 0 0 0 0 WS o o 1 28 0 0 0 0 0 j WS 0 0 X m 30 0 0 WSI 0 o-%-1 0 0+ 0 32 0 0 WS 1 0 0 1 0 1 X 34 0 0 WS, 0 WS X o X X Lo 36 0 0 WS ` 0 WS X 0 X X 38 0 0 WS! 0 WS X X X' X 40 o 0 1 1 0 1 X X X X 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 1 m 28 0 0 0 1 0 0 WS 0 0 1 30 0 0 0 0 0 JVVS 0 0 X 0 32 0 0 0 0 0 1 0 WS X 34 0 0 WS 1 0 0 1 0 1 X 36 0 0 WS- 0 0 1 0 X X 38 0 0 WS1 o 0 X 0 X X 40 0 0 1 0 WS X X X X BCI° Joists fl o j 20 1° X n Roof Total Load sf] 35 45 55 Joist Spa in 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 0 X 28 0 1 0 0 0 0 0 0 0 X m 30 0 1, 0 0 0 0 1 0 0 X 0 32 0, 0 0 0 0 1 0 0 X 34 o o 0 0 0 X 0 1! X m 36 0 0 0 0 0 X 0 1! X 38 0 0 0 I 0 0 X 0 1 X 40 0 1 0 I TO 0 X 1 0 X X 24 0 0 0 0 0 0 0 1 26 P_ L 0 0 0 0 0 0 0 0 1 28 0 1 0 0 0 0 WS 0 0 X 30 0! 0 0 0 0 1 0 0 X N 32 0 0 0 0 0 1 0 1 X 34 0 1 0 0 0 0 X 0 1 X 36 0 0 Ws 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 I X 1 X X 24 0 i 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 1 0 0 0 0 0 0 0 1 0 m 32 0 I 0 0 0 0 0 0 0 0 34 0 1 0 0 0 0 0 0 0 1 36 0 1 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 o o 0 0 o o f o 0 2 24 0 0 0 1 0 0 0 1 0 0 wS 26 O 1 0 0 0 0 WS 0 o 1 WS 28 0 1 0 0 0 0 WS 0 0 1 1 30 0 1 0 0 0 0 WS 0 WS X y 32 O 0 0 0 0 WS 0 WS i X 0 34 o-F o WS I o o 1 0 WS X v 36 0 0 WS 0 0 X 0 WS X 38 O i 0 WS t o im X 0 X i X 40 O 1 0 WS 1 0 WS X! WS X X 42 0 j 0 WS 0 WS I X WS X i X 24 26 0 0 0 0 0 0 0 0 o WS WS 0 1 0 0 o WS I WS 28 0 0 0 0 0 JWS1 0 WSi 1 30 0 0 WS' o o WS, 0 WS 1 oN32 0 1 0 WS 0 0 WS 0 WSI 2 n 34 0' 0 WS 0 WS 1 1 0 WS' X 36 0 0 WS 0 WS 1 1 0 WS, X 38 0 0 WS 0 WS 1 WS 1 X 40 0 !_ 0 WS, 0 WS 2 1 WS 1 T X 24 0 0 0 I 0 1 0 0 1 0 1 0 1 WS 26 0 o o, 0 0 o o o WS m 28 0 0 0 0 0 WS 0 0 IWS 30 0 00 0 0 WS 0 0 1 0 32 0 0 0 0 0 WS' o Wst 1 34 36 PA- 0 0 0 WS 0 0 0 0 WS WS 0 0 WS WS 1 I 1 380 r-00:t WS 0 0 1 0 1 1 2 40 0 WSF 0 WSI 1 0 1 2 24 0 0 0 1 0 0 0 1 0 0' WS 26 0 0 0 0 0 0 0 o JWS zs o. 0 0 0 o ws o o Ms m 30 O( 0 0' 0 0 WS, 0 O I 1 0 32 0 0 0 0 01WS 0 WSI 1 umi 34 0 j 0 0 0 0 WS! 0 WS 2 m 36 0 0 WSJ 0 0 WSj 0 WS 2 38 0 1 0 WS 1 0 0 110 1 2 40 0 1 0 WS 1 0 WS 1( 0 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. N _ Roof Total Load sfj 35 45 55 a Joist S acin in 616of rn 16 19.2 24 16 19.2 24 16 119.2124 24 0 0 1 0 1 01 0 1 0 0 0 IWS 26 0 0 0 28 0 0 0 0 1 0 0. o 0 1 WS 0 30 0 0 0 0 0 WSi 0 0 1 a N 32 0 0 0 0' 0 WS 0 0 1 1 m' 34 0 0 0 0 1 0 WS 1 0 0 1 1 36 0 0 0 0' 0 WS 1 0 WS 2 38 0 1 0 0 0 0 1 0 WS X 40 0 j 0 WS o I o 1! 0 1 X 24 0 0 0 0 i 0 1 0 0 0 1 00 26 0 1 0 0 1 0 0 0 0 I 0 28 0 0 0 0 O 0 0 0 0 1 0 30 0 0 0 0 0 0" 0 0 0 0 0 a N32 0 0 0 o' 0 0 0 rn 34 0 0 0 0 1 0 0 0 0 WS 36 0 0 0 O 1 0 0 0 0 1 38 0 0 0 0 0 O 1 0 0 1 40 0 0 0 O j 0 0 0 0 I 1 24_ 26 0 o 0 0 o 0 o' 0 1 0 o! 0 WS 28 0 1 0_ 0 0 0 1 WS 10 1 0 wS m N 0 30 0 0 0 0 1 0 0 1 WS a 0! 0 TW_S 0 WS 0 0 ,WSr O rWSi 0 0 WS' 0 1 WS WS 32 34 0 0 1 X_ v 36 0 0 WS O 1 0 WSi = 0 rWS I X 38 40 0 0 0 WS 0 I WS 0 WS 1 0 WS 0 1 VS T 1 WS WS X X 42 0 T-o t1 WSI 0 WS ! X 24 0 1 0 0 1 0 0 j 0 1 0 0 WS m 26- 28 30 0 0 0 10 1 0 0- 1 0 0 0 I 0! 0 0 0 0 0 0 WS, 0 0 0 0 WSj 0 0 1 WS i WS 1 WS o 0 0 0 0! 0 WS; O W ISjS W50 32 34 0 0 0 0 WS 1 0 W1_ m 36 0 I 0 0 I WSI 0 0 WS 0 WS! 1 38 0 0 mwS 0 1 0 WS'; WSi ao 0 o WSJ 0 'ws wsi 0 ;WSi 2 24 0 o` oj-off0 010 0 0 0 0 0 0 o o 1 WS s m 28 0! 0 0 0 0' WS 0 0 WS in 30 32 0 0 0 0 0 0 1 0 ]WS! 0 0 0` O WS 0 WS WS 1 av 34 0'0;0 0 0 0•WS, 0-WS j 11 m 36 38 0 0 0 WS 0 WS 0( 0 WE 1_ 0 WS 0 0 WS 0 1 WS 2 2 40 0 01 WS 0: WS WS' 0 WS 224 0 j 0 j 0 0 1 0' 0 0 0 1WS 26 0 1 0 1 0 0 0 0 0 0 iws 0 28 30 0 0 0-_ r_0 0 0 01, 0 0 1 0 0 0 0 WS 1 O I WS I WS h 32 0 1 0 1 0 0 0 WS 1 0 0 WS mo 34 0 0 1 0 ; 0 { 0 ! WS o wS WS 36 38 0 0 0 1 0 0 0 0 W S 0 WS r WSi ?WS i 40 0 1 0 0 ! WSJ 0 0 0 0 0 jWSI 0 1Ws 1- 1 24 zs 0 0- 1-0 0 0 0 o 0 0 0 0 1 0 0 0 0-` o - o• I 0 o 28 0 0 0 0 o o i 00 0 m 30 0 0 0 0 0 1 0' 0 1 p w N32 34 36 0 0 0 0 o 0 0 0 ~0 0T0 10 1 0 01 0 WS 0 1 0 1 0: 0 0 s0 0 0 0'WS 38 0 '— 0 I - 0 0 0 0 I 0 0 1 40 0 0 I 0 I 0' o' 0 0, 0 1 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Boise Cascade E 'sP • Eastern Specifier Guide • 08/04/2015 PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads shown type of reinforcements, if any, that are required for load- shall be analyzed with BC CALC® 2'-0" • bearing cantilevers up to a maximum length of 2'-0". software. Backer block Cantilevers longer than 2'-0" cannot be reinforced. These requirements assume a 2'-0" However, longer cantilevers with lower loads 100 PLF wall load. Additional support may be allowable without reinforcement. Analyze may be required for other loadings, Uplift on back span shall be specific applications with the BC CALCI software. see BC CALC® software. considered in all cantilever designs 23/32" min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. \ Non-Load_.Bea r_ing WaII-Cantihever-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®Joist blocking Wood backer blockWoodStructural 2x Closure Panel Closure See page 6 of Eastern 2x8 minimum Specifier Guide BCI Joist blocking Back Span Drywall Ceiling or Wood Structural Maximum _ I Panel Soffit 3 Back Span Not to exceed 4'-0" 31/i' min. These details apply to cantilevers with uniform loads only. bearing It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC® software. Minimum V/2Times' Cantilever Length Back Span Maximum 3 Back Span not to exceed 4'-0„ Web--S.tiffe.ner_Requirements._ Small Oa P i5" min., 2" max. 2" min. 4" max. See WebStiffener NailingeduelSch chart Web Stiffener Width Gap 2" max. min 4" . clinch.. Nails Tight Fit Web Stiffener required wh en concentrated load exceeds 10001bs Web stiffeners applied to both sides of thejoistweb 74500s For Structural Lateral Capacity Restraint MWidthm Min. Thick) in Hanger W. 2s/1e" 5000s 1.8 W, W, 2s/1e" 6000s 1.8 2'/16' 6500s 1.8 W. 1" or 1%a" 2'/1e" 60S 2.0 2s/16" 90s 2.0 2x4 lumber (vertical) NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI® Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI® 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI° 6500s, double V panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALC° software. e BCI® Joist Series Joist Depth 1 MMNTMM- Bearing Location End I Intermediate 4500s 1.8 9%2' 2-8d 2-8d 117/8' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 9'/" 2-8d 2-8d 11'/8' 2-8d 3-8d 14" 2-8d.. 5-8d 6000s 1.8 9%11 2-8d 2-8d 117/8' 2-8d 3-8d 14" 2-8d- 5-8d 16" 2-8d 6-8d 6500s 1.8 9%' 2-8d 2-8d 11Val, 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 117/8' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 Ilya, 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Boise Cascade EVVP • Eastern Snecifier Guide - G8/0412015 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 47 BCI° 4500s 1.8 Series 1%" Flange Width BCI° 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 l l%" BCI® 4500s 1.8 1411 BCI® 4500s 1.8 16° BCI® 4500s 1.8 91/11 BCI® 5000s 1.8 11%" BCI® 5000s 1.8 1411 BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVVP • Eas:em Spedfier Guide • 08/0412015 Allowable. Uniform Floor Load in pounds per lineal foot [PLF]) 1116 Lda ® u rat i o rf BCI° 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/" BCI® 6000s 1.8 11'/8' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/z' BCI® 6500s 1.8 11 %8' 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 Total Load Load Live Total Load Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 1297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 I - 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 97 153 160 163 14 73 129 117 142 148 151 79 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 j - 138 16 50 98 81 125 117 130 132 54 109 89 125 1'2227 ' 130 132 17 42 84 68 112 99 122 124 46 92 75 117 1 124 18 58 100 84 115 112 117 64 110 1 91 1 115 117 19 50 89 72 106 96 111 54 99 78 , 109 104 111 20 43 81 62 96 83 106 47 89 68 1,104 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 1 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 I 28 I 129 30 Seise Cascade EWP - Eastern S9ecifier Guide . 08/04/ 01 Floor Load_Tab_les__ Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 1" PIN BCI® 60s 2.0 Series 2'/16" Flange Width 41 BCI® 90s 2.0 Series 3'/2' Flange Width 11 %11 BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11 %8' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load 1 Live Total Load 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 j 220 270 272 274 11 200 200 200 245 247 I 249 12 183 183 1 183v 225 226 I 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 j 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 v 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 30 50 I 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. 8cise Cascade F..WP • Eastern Spec4ier Guide • 08/04/2015 a. ....,._... BCI° Rafters 1' Structural ridge VERSA-LAM®or FOR INSTALLATION STABILITY, load -bearing wall required. Temporary strut lines - (1x4 min.) 5r' 8 ft. on center maximum. Fasten at each joist with two 8d nails Blocking or other lateral minimum. I support required at end r supports. 01 1Y // When installing Boise Cascade tV EWP products with treated wood, use only connectors/ fasteners that are oo1 d treatment. with the corresponding Blocking not shown w for clarity. -- BCI® Rafter Header 1 V U ' l'—Multiple BCI® Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within''/z 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) BCP Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1x4 Nailer @ Max. 4'-0" o.c. Rafter Strut Roof Rafter 2'-6" o.c. or BCI° 4500s) a'-0" o.c. or BC 5000s) Ceiling Loads: Minimum Heel Depth Live Load = 10 psf as table at right) Dead Load = 7 psf 12 ......"....,., _,..,. _ .. _ „.,..., ,. ,,:-.... ,.,.... 2X Blocking Min. 6 • 91h", 111/e" or 14 Web BCI° 4500s/5000s/6000s/6500s Filler Ceiling Joist @ 24" o.c. Maximum 3'h"Minimum Bearing 2x4 Walp Each End Maximum Span Lengths Without Roof Loads 91/." BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11'W BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 'L & 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 9%' 2'% 1'h" 11%11 3Y2" 2%2" 14" 4'/2" 3%" Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cascade EWP - Eastern Snecifier Guide • 08/042915 Roof...Frami_ng._.D.etails Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope 1 Rimboard / VERSA -LAM® blocking. V" I greater than 1/4/12. Ventilation cut: 1/3 of length, 1/2 of depth* fitFlange VERSA-LAM® blocking. ntilation "V" cut: length, 1/2 of depth 2x4blocking TiFlange of BCI® Joists may for soffit fobe birdsmouth cut only at support. I sthe low end of the joist. 2' 6" max. Birdsmouth cut BCI° Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI® Joists may be birdsmouth cut only atlange must bear fully onwebstiffenerbeusedinlieuofbeveledplateforslopesfromthelowendofthejoist. Birdsmouth cut BCI®Joistplate, required3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. each side. Bottom flange shall be fully supported. 10d nailsail I Simpson or USP LSTA24 strap, nailing per I . Simpson or USP LSTA24 strap where slope 2x4 one side for 135 PLF max. at 6" o.c2x6 governing building code. exceeds 7/12 (straps may be required for lower one side for 240 PLF max. BCI® blockingg slopes in high -wind areas). Nailing per governing VERSA -LAM® LVL Holes cut building code. support beam. for ventilation. VERSA -LAM® LVL support beam Backer block. o Thickness per corresponding BCI® series. 2x block BCI° blocking Holes cut ouble beveled Beveled web stiffener 4'-0" horiz. for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for Simpson LSSUI USP TMU hanger. 2'" hori7 shear transfer per design professional of record. or i I L Double joist may be r Backer block L required when L exceeds I minimum 12" wide). 2'-0" rafter spacing. Joist Nail with 10 - 10d nails. max Hanger Blocking as required. Nail I outrigger I through BCI® 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®Joistsmustbe laterally supported atend supports including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM®, BOISE CASCADE® Rimboard or BCI® Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI® Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI® JOISTS Minimum end bearing: 11h" for all BCI®Joists. 3%1. is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report orthe BC CALC® software. NAILING REQUIREMENTS BCI® rimjoist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI®6500s/90srim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. BCI® rimjoist, 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 11h 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 spacingfor minimum lateral stability: 18" for BCI® 4500s and 5000s, 24" for larger BCI® joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thjckness Filler Block Thickness 4500s 1.8 w odorn'els Two Ma" wood panels or 2 x_ 5000s 1.8 3/V or "" wood anels Two woad panels or 2 x 6000s1. 8 11/s" ortwo 'h " woodpanels2x_+7/,"orY2"wood panel 6500s 1.8 1woad'/3" or twoanels s/e" 2 x-+ 5/s" or'/4" wood panel 60s2. 0 1'h" or two 1h" wood panels 2x +7/16" or'h" wood panel 90s2. 0 2x lumber Double 2x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/a" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIe JOISTS FROM THE WEATHER BCI® Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI® Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI® Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialistfor specific ventilation requirements. BIRDSMOUTH CUTS BCI® Joists may be birdsmouth cut only atthe low end support. BCI® Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Boise Cascade EWP • Eastern Specifier Guide - 03/04/2015 Maximum. clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psf] 0 • ® • BCI® 4500s 1.8 Series BCie ;5000sS7es 13/4" Flange Width 2" Flange Wid 9'/z, BCI®4500s 1.8 4/12 4/12 1 8/12 or to to Less; 8/12 12/121 11'/e' BCI® 4500s 1.8 4/12 4/12 8/12 or to - to Less, 8/12 ,12/12 14" BCI® 4500s 1.8 4/12 i 4/12 j 8/12 or . to to Less! 8/12 12/12 16" BCI® 4500s 1.8 4/12 1 4/12 , 8/12 or to , to Less; 8/12 ,12/12 9'/z' BCI® 5000s 1.8 117/a'4" BCI® 5000s 1.8 BCI® 5000s 1.8 4/12 or Less' 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 4/12 or to Less 8/12 8/12 to 12/12 Non- 20 10 23'-10" 22'6" 20'-10" 28'-5" 26'-9" 24'-10" 32'-3" 30'-5" 28' 3" 35' 9" 33'-8" 31'-3" 4'-10' 23'-5" 21'-9" 29'-7" 27'-11"26-11' 33'-8") 31'-9" 29'-5" Snow 20 15 122'-T 21'-3" 19'-T 26'-11" 26 " 234' 30'-T 28'-9" 26'-6" 33'-6" 31'-10" 29'4' 23'-6" 22'-1" 20'-5" 28--0" 26'-4" 24'-4" 1'-1O'129'-11" 27'-7" 125% 20 20 21' 7" 20'-2" 18' 7" 25'$" 24'-0" 22'-1" 29' 2" 2T 4" 25' 1" 31'-4" 30'-3" 2T-10" 22'-5" 2 r-0" 19'-4" 26'-9" 25'-0" 23'-0" 30'-5" i 26-5" 26'-2" 25 10 22'-8" 21'-5" 19'-11" 26'-11" 26-T 23'-8" 30'-2" 29'-0" 26'-11" 32'-T 31'-T' 29'-10" 23'-7" 22'-4" 20'-9" 28A 26'-7" 24'-9" 1'-11'` 30'-2" 28--1" 25 15 21'-7" 20'4' 18A0" 25' 9" 24,_2" 22'-5" 28'-2" 27-5" 25$" 30'-1" 29'-4" 28'-3" 22'-6" 21'-2" 19'-7" 6'-10"' 25'_3" 23'-4" 30'-3"128'-8" 26'-7" 12" O.C. 30 1 10 21'-8" W-6" 19'-1" 26-9" 24'-5" 22A" 28'-3" 27-9" 26-11" 30'-T 29'-8" 28'-8" 22'-7" 21'-4" 19'-11' 6'-10" 25'-5" 23'-9" 30'-4" 128'-11" 2T-O" Snow 30 15 20%9" 1 19'_7, 18'-2" 24'-5, 23'4" 21,-8" 26_7" 26-11" 24_7' 28'-5" 27_9" 26-10" 21'_7" 20'-5" 18'-11' 25'-9" 24'-4" 22'_7" 28-6" 27-8" 26_8" 115% 40 • 1 10 19%8' 116-11 17-10" 234" 22-6" 21'-T 35-T 24'-11" 24%2" 27-0' 26-8" 264s 20'-6" 19'4' 18'-7" 24'-5" 23'-5" 22'2" 2T-2"126'4" 25'-2" 40 15 19%5" 16 4" 17A" 22'-1" 21'-8" 294" 24A" 23'-7" 22'-11" 25-8" 26-2" 24'-0" 20'-2" 19'-1" 1 T-10' 23'-8" 22%9" 21'-3" 5'-10" 264" 24'-1" 50 j 50 10 . 18 3 17-11' 17$" 1T4" 16-7" 16=3" 21 2 2 9 4' HAT 20'4" 19-9' 194, 33 1 22-2 22-10 i`21'4' 22-5" 21'4" 24 8 23 8' 24%4 23-3' 24 0,' 22'-9" 19-0" 19-0" 18'4 18'-1 173" 16-11' 22 8 1.10121`5 2r-9 20 7" 20'-2" 4 10'24'-6'i23-5" 23 9`23'-4 2i 2'-10' Non- 20 10 21'-7" 20'-5" 18'-11" 25-9" 24'-3" 22'.6" N4' 27-7" 25-7" 31'-5" 30'-7" 28'-4" 22'-6" 21'-3" 19'-8" 6-10' 25'-4" 23-6" 30'-6" 28'4' 26-8" Snow 20 15 20'-6" 19'-T 17-9" 24' 4' 22-11" 21'-1" 27-2" 26-0" 24'-0" 29-0" 28' 2" 26-T 21'4" 20'-0" 18'-6" 25'-5" 2a-10' 22'-0" 8'-11"2T-1" 25'-0" 125% 20 20 19'-T 18'-3" 16-10" 23'-3" 21'-9" 20A" 26 4" 24%5" 22A" 27-1" 26'-2" 24-11" 20'4" 19--0" 17-6" 24'-3" 22'-8" 20A0' 27'-2" 25'-10'j 23-9" 25 1 10 20'-6" 19'-5" 18'-1" 244" 23A" 21'-0" 26-1" 26-T 24'-5" 2T-11" 274' 26-7" 21'4" 20'-2" 18'-10' 25'-6" 24'-1" 22'-5" 28'-1"127'-4" 25'-6" 25 15 19'-7" 18'-5" 17'-1" 22'4" 21' 9" 20'-0" 24' 4" 23'-9" 22'-11" 26'-0" 25' 4" 24'-5" 20'-5" 19'-2" 17'-9" 24'-0" 22'-10" 21'-2" 26'-2" 25'-6" 24'-1" ofi, 30 10 19' 7" 18'-7" 174' 22'-5" 22'-0" 20' 7" 24'-5" 24'-0" 23' 5" 26' 1" 25'-8" 25'-0" 20'-5" 19' 4" 18'-1" 24'-1" 23'-1" 21' 6" 26' 3"' 25'-9" 24'-5" Snow 30 15 18'-7" 17-9" 16'-0" 21'-1" 20'-7" 19'-7" 23'-0" 22'-5" 21'-9" 24'-T' 24'-0" 23'-3" 19'-7" 18'-6" 1T-2" 228" 22'-0" 20'-5" 24'-8",24'-1" 23'-3" 115% 40 10 17-8" 174' 16'-7 20'-1" 19'4' 19'-3' 21'-10" 21'-T' 21'-1" 23'-4" 23'-0" 22'-7" 18'-7" 1T-10'16'-10' 21'-7" 21'-3" 20'-1" 23'-6" 23'-2" 22'-8" 40 15 16' 10 16.T 15-0" 19 1 18-8" 18-2' 20 10 20-5" 19 10" 22 3 21-10 21 Y 18 1 1T-4 16.1" 20 6 201 19 3 22421'-11 2-1-'_4_" 50 10 16 2 10 1510' 15'-0" 18 4 18 1". 1T-9" 19 11 19' 9" 19 5 21 41 21' ' 20-9" 17 2 16'-6 15 8' 19'4' 19 5 18 8' 21 5j21' 2 120' 10' 50 15015 15.6 14A" 17,7 17:3" 16 10" 194' 18'-10' 18'-5" 20'-5' 20-1" 19-8" 16-8` 116-4"'15'4" 1$.10'118'-6 18 11 20 7 1W-2" 19-9" Non- 1 20 10 20'4" 19-2" 1 17-9" 24'-2" 22'-10" 21'-2" 26-10" 26-11" 24'-1" 28'-8" 28'-0" 26-8" 21'-2" 19'-11" 18'-6" 25'-2" 23'-9" 22'-1" 26-8"127-0" 25'-1" Snowl 20 15 19'-3" 18'-1" 16' 8" 22'4' 21'-0' 19'-10" 24'-9" 244" 22'-7" 26-5" 25-8" 24'-8" 20'-0" 18'-10' 174" 3'-10' 22'-5" 20'-8" 26'-7" 25'-6" 23-6" 125% I 20 20 18' 4" 1T-2" 15'-9" 21'-7" 20'-5" 18'-9" 23'-1" 22' 4" 21'-3" 24'-8" 23'-10" 22'-9" 19'-1-1" 17-10' 16-5" 22'-9" 21'-4" 19'-T' 4'-10' 23'-11" 22'-3" 25 10 19'4' 16-T 17-0" 21'-10" 21'-5" 20'-2" 23'-10" 234" 1 22-8" 26-6" 3" 20'-1" 19'-0" 1T-8" 23'-6" 22'-7" 21'-1" 25'-7" 25' 1" 23'-11' 25 15 18'-0" 1T" 16'-0" 20'-5" 19' 10" 19'-1" 22'-3" 21'-6" 20'-10" 23'-9" 4" 19'-2" 18'-0" 16'-8" 21'-11" 21' 4" 19'-11' 3'-10" 23'-3" 22'-5" 10' C30 10 18'-0" 1T-5" 16'-3" 20'-5" 20A" 19'-5" 22'-3" 21'-11" 21'4' 23'-10"10' 11 19'-2" 18'-2" 16'-11' 22'-0" 21'-7" 20' 2" 3' 11"'23'-6" 22'-11' Snow 30 15 16'-11" 16'-7" 16-6" 19'-3" 18A" 18'-2" 20'-11" 20'-5" 19AT 22'-5" 2" 18'-3" 17' 4' 164' 20'-8" 20'-2" 19'-2" 22'-6" 22'-0" 21'-3" 115% 40 i 10. 16'-2" 116-11" 15' 2" 19-3" 18'-0" 17-8" 19'-11 ` 19'-8" 19'-3" 21'-4" 17'-4" 16'-9" 15-10' 19'-8" 19'-4" 18'-10' 21'-5" 21'-1" 20'-8" 4015154 50 ' 10 14 9 16- 0" 14' 6" 14'- T 14- 1" 1T 5 16- 8 1T 1" 164" 16'- 7" 16- 2'< 18 11 18 2 18'- T' 18'- 0" 18 1" 17 8' 20 3' 19 5 19 3" 18-11 1fi 6 16- 1 O' 16'- 2' 1 — 15' 6' 15 2 14 8" 18 8" 17 11" 18' 4 1T- 9 17- 10' 17 5" 20 4" 20'-0 ,19'-5" 19 7"'19' 4 19'-0" 13'- T 16-0' 15-9" 15'" 17 5 '_1T-2" 16-9' 18$" 18 4" 17-11' 15-2" 14'-11' 14'-4' 17-2" 16'-11 116'-6'.' 18 9' ;18'-5 ,1&0" Non- 20 1 10 18'-10" 17-9" 16-6" 22'-0" 21'-1" 19'-7" 24'-0" 23-T 22'4" 25-T 26-0" 24'4' 19'-7" 18'-6" 1T-2" 234" 22'-0"120'-5" 25' 9'" 25' 0" 23-3" Snowl 20 1 15 17-10" 16-9" 15-T 20'-3" 19'-8" 18'4" 27-1" 21'-5" 20'-7" 23Z' 22' 11" 22' 0" 18'-6" 1T-5" 16'-1" 1'-10' 20'4' 19'4" 23'-9" j 23--1" 21'4" 125% 1 20 1 20 16-8" 15A1" 14'-T 18'-11" 18'-3" 17-5" 20'-8" ,19'-11" 19'-0" 22'-1" 21'-3" 20'-4" 17'-8" 16-7" 15'-3" 20'4" 19'-8" 18'-2" 22--2" 121'-5" 20'-5" 25 1 10 1T-3"'16'-10" 16-9" 19'4" 19'-2" 18'-7" 21'-3" 20'-10" 20'-3" 22%9" 22%3" 21'-8" 18'-6" 1T-7" 16'-4" 21'-0" 20W" 19'-6" 2'-10'j22'-5" 21'-9" 1 25 15 16 '- 1 -J 15'-7" 14'-10" 18%2" 17-9" 17-1" 19AT 19'4" 18'-8" 21'-3" 20'-8" 19'-11" 1T-3" 16-8" 15'-5" 19'4" 19'-1" 18'4" 21'4"'20'-9" 20'4" 24" 30 10 164' 16-10' 16-1" 18 T 17-11" 17-T 19 11' 19J" 19-1" 21 3' 20.11' 20'-5"' 174' 16-10',15'-8" 19 7" 19'-3' 18'-9" 21 5">21'-0 20'-6" Snow 30 15 15-2' 14'-9' 14'4" 17.2 16-9" 16-3" 18-9' 18'-3' 17-8" 20 0" 19'-0" 18'-11" 16-3" 15'-11 14'-11' 18 5" 18'-0" 17-5" 20 1" 19'-8' 19'-0" 115% 1 40 1 10 14%5" 14' T 13-11" 164" 164" 15-9'' IT-10' 17'—T 17'-2" 19'-0" 19-9" 18'-5" 15'-6" 15'-3" 14'-7" 17'77" 17, 4" 16-11' 19'-2" 18'-10" 18'=6" 40 ' 15 13' 8" , 13'-5" 13'-1" 16-T 16-3" 14'-10" 16-11" 16-7" 16-2" 18'4' 17-9" 17-3" 14'-9" 14'-5" 14'-0" 16'-8" 164" 16-11' 18'-2" a17-10"' 174" 50. 50 j 10 : 15 13 2 12 -7" j 12'-4" 12 -9" 12 -1" 14' 11 14 3" 14 9:' 14'-0" 14'-6" 13'-9" 16 3 15 7 ; 16 1" 15' 4" 15 9' 14 -11' 1 T- 4 16.6" 1 T T' 16'-6" 16 10 16-T 1.4 2 , 13 -6" 13'-11 13' 4' 13 —7" 13 -0" 161-0" 15 4" 15' 10 14'-11 15: " 14'- 3" 17 5 1 T-2' 16 -2" i 15'-8' 16' 7" 14'-11' Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP - Eastern Specifier Guide • 08104/205 Maximum clear. span in feet and inches, based on horizontal spans. , Live Dead Load Load psf[ [psf] e . • ® o BCI® 6000s 1.8 Series 25/16" Flange Width BCI" 6000s 1 8- _ ___ 4/12 4/12 8/12 or to to Less 8/12 12/12 8 BCI06000s 1.8 _ __.- _ 4/12 4/12 8/12 or to to Less 8/12 12/12 4 BCI_® 6000s 1; 8 __BCI®6000s 4/124/12 4/12 8/12 or to to Less 8112 12/12 1_; 8___ _. 4/12 4/12 8/12 or to to Less 8/12 12/12 Non- 20 10 26-0" 24'-6" ! 22'-9" 30'-11" 29'-2" 2T-0" 35'-2" 33'-2" 30'-9" 38'-10" 36-7" 34'-0" Snow 20 15 24'-7" 23'-1" ! 21' 4" 29' 3" 2T-6" 25'-4" 33' 3" 31'-3" 28' 10" 36'-9" 34'-6" 31'-10" 125%' 20 20 23'-6" 22'-0" I 20'-2" 27'-11" 26'-1" 24'-0" 31'-9" 29'-9" 27'-4" 35'-1" 32'-10" 30'-2" 25 10 24'-8" 23'-4" 21'-8" 29'-4" 27'-9" 25 10" 33' 4" 31'-6" 29' 4" 36'-10" 34'-10" 32'-5" 25 15 237-6" 22'-2" 201-6" 28'-0" 264" 24'-5" 31'-10" 29'-11 27'-9" 34'-11 33'-1" 30'-8" 12" O.C. 30 10 23'-7" Z-4" 20'-10" 28'-0" 26'-7" 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 22'-7" 21'-4" ! 19'-9" 26-11" 25'-4" 23'-6" 30'-7" 28'-10" 26-9" 33'-0" 31'-11" 29'-7" 115% 40 10 21'-5" 20'-7" ! 19'-5" 25'-6" 24'-6" 23'-1" 29'-0" 2T-10" 26'-3" 31'-4" 30'-9" 29'-0" 40 15 21'-1" 20--0" 18'-7" 25'-1" 23'-9" 22'-2" 27'-11" 27'-1" 25'-2" 29'-10" 29'-3'' 27-10" 50 10 19'-10" 19'-1" 18'-1" 23'-7" 22'-8" 21 6" 26'-9" 25'-9" 24'-6" 28'-8" 28'-3" 27'-1" 50 15 19'-10" 18'711" !. 17'-8!' 23'-T 22'-6" 21'-0" 25'-8",,- 25'-3" 23'-11" : 2T-5" 27'-0" : 26'-5" Non- 20 10 23'-6" 22'-2" I 20'-7" 28'-0" 26'-5" 24'-6" 31'-10" 30'-0" 27'-10" 35'-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20--11 I 19'-4" 26'-6" 24'-11" 23'-0" 30'-2" 28'-4" 26'-2" 33'-4" 31'-4" 28'-11" 125% 20 20 21'-3" j19'-11 18' 4" 25-3" 23'4" 21'-9" 28'-9" 26'-11 24'-9" 31'-5" 29'-9" 27-5" 25 10 22'-4" 21'-1" 19'-8" 26'-7" 25'-1" 23'-5" 30'-3" 28'-7" 26'-7" 32'-5" 31'-7" 29'-5" 25 15 21'-4" 20'-1" 18'J' 25'-4" 2T-10" 22'-1" 28'-3" 27'-2" 25'-2" 30'-3" 29'-5" 27'-9" 16" O.C. 30 10 21'-4" 20'-3" 18'-10" 25'-5" 24'-1" 22'-5" 28'-4" 2T-4" 25'-6" 30'-4" 29'-9" 28'-3" Snow 30 15 20'-6" 19'-4" 17'-11" 24'-4" 23'-0" 21'-4" 26'-8" 26'-0" 24'-3" 28' 6" 27'-10" 26-10" 115% 40 1 10 19'-5" 18'-7" 17'-7" 23-1" 22'-2" 20'-11" 25'-5" 25'-0" 23-10" 27'-2" 26'-9" 26'-2" 40 15 19'-11, 18'-1" ! 16-10'' 22'-2" 21'-6" 20'-1" 24'-2" 23'-8" 22'-10" 25'-10" 254" 24'-8" 50 10 18'-0" 17-3" 164" 21'-3" 20'-6" 19'-6" 23'-2" 22'-11" 22'-2" 24'=9" 24'-6" 24'=1" 50 j 15 17'-11" 17-1" 16-0", 20'4" 20'-0" 19'-0" 22'-2" 21'-10 21'4" 23'-9" 23'4" 22'-10" Non- 20 10 22' 1" 20' 10" 11'-4" 26'-3" 24'-10'' 23'-0" 29' 11" 28' 3" 26'-2" 33'-1" 31'-2" 28'-11" Snow 20 15 20'-11" 19'-8" 18'-2" 24'-11" 23'-5" 21'-7" 28'-4" 26'-7" 24'-7" 30'-8" 29'-5" 27'-2" 125% 20 20 19'-11" 18'-8" 1T-2" 23'-9" 22'-3" 20'-5" 26-10" 25'-4" 23-3" 28'-8" 27'-8" 25'-9" 25 10 21'-0" 19'-10 18'-6" 24'-11" 23'-7" 22'-0" 27'-8" 26-10" 25'-0" 29'-7" 28'-11" 27-8" 25 15 20'-0" 18'-10" 17'-5" 23'-8" 22'-5" 20'-9" 25'-9" 26-1" 23'-7" 2T-7" 26'-10" 25'-11" 1 O. C. c. 30 10 20'-1" 19'-0" 17'-9" 23'-9" 22'-7" 21'-1" 25'-10" 25'-5" 24'-0" 27-8" 2T-2" 26'-6" Snow 30 15 19'-3" 18'-2" 16'-10" 224' 21'-7" 20'-0" 24'-4" 23'-9" 22'-10" 26'-0" 25'-5" 24'-7" 115% 40 10 18'-3" 17'-6" 16'-6'' 21'-3" 20'-10'f 19'-8" 23'-2" 22'=10" 22'4" ` 24'-9" 24'-5" 23'-11" 40 j 15 17'-10" 17-0" ' 15'-10" 20'-2" 19'-10" 18'-10" 22'-0" 21'-7" 21'-0" 23'-6" 23'-1" 22'-6— 50 j 50 10 15 16- 10" 16'- 4" 162 ;. 164" 16'- 1" 15'-0" 19'- 5" 18'- 7" 19' 42 18'- 3" 18,'- 3" 1T- 10" 21- 1., 20- Y, 20:= 10"j 19'- 11' 20' 4';. 19'- 5"— 22" 7" 21- 8" 22- 4" 21' 4" 21'-. 11" 20- 10" Non- 20 10 20'-6" 19'-4" 17'-11" 24'-4" 23'-0" 21'-4" 27-9" 26'-2" 24'-3" 29'-9" 28'-11" 26'-10" Snow 20 15 19' 4" 18'-2" 16'-10 23'-0" 21'-8" 20'-0" 25' 8" 24'-8" 22'-9" 27'-5" 26'-7" 25'-2" 125% 20 20 18'-6" 1T-3" 15'-11 22'-0" 20W" 18'-11" 23'-11" 23'4' 21'-7" 25-7" 24'-9" 23-7" 25 1 10 19'-5" 18'-4" 17'-1" 22'-8" 21'-10" 20'-4" 24'-8" 24'-2" 23'-2" 26-5" 25'-10" 25'-2" 25 15 18' 6" 18'- " 17' 5" 16'-2" 21'-2" 20'-7" 19'-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23' 2" 24" O. C. 30 10 18'-7" 1T-7" 16'-5" 21'-2" 20'-10" 19'-6" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-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" 21A1" 115% 40 {' 10 16'-9". 16'-2" 15'-3'' 19'-0.. 18'-8" 18'-2" 20'-8" 20'-4" 20'-0" 22'-1" 21'-9" 21'-4" j 40 (4 15 16-11" 15-7" 14'-8' 18'-0" 17'-8" 17'-2" 19'-8" 19'-3" 18'-9" 21'-0" 20'-7" 19'-8" 50 10 15'-3" 14'-11" 14'-3' 17'-4' 17'-1" 16'-10" 18'-10" 18'-8" 18'-4" 1910" 19-5" 18'-9" 50 15 14'-7 4" 14.' 13'-11" 16-7 164' 1TC_11"" 1T=4" I16'-6 18'-3" 17-8" 16-10" Oak-//15'- 11' PVP • Eas ern Spec ner Guide • 08/04/2015 Maximum clear span in -feet and. inches, based on horizontal spans. IM77V'® BCI1=6500s r1 8 $,Ories` 29/16°Flange Width " 6500s 1.8 11'/e' BCI® 6500s 1.8 14" BCI®' 6500s 1.8 16" BCI116500s 1.8 Live Load psf] Dead Load psf] 4/12 or Less 4/12 8/12 to to 8/12 12/12 4/12 or Less j 4/12 to I 8/12 8/12 to 12/12 4/12 or Less` 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 tol12/12 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" 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'- 33'-10" 31'-1" 25 10 25'-5" 24'-1" I 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34'-1" 31'-7" 12 O.C. 30 10 24'-4" 23'-0" i 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30 15 23'-4" 22'-0" j 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-T' 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0" 26'_4" 25'-3" 23'-10" 29'-11" 28'-8" 27'_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" 50 10 20'-6" 4-8" 18'-8" 24'-4" 23'-4" 22'-2" 2T-8" 26?, 7" 25'-2" ' 30'-2" 29`-4" 127'-10" 50 15 20' 6'': 19`-6" ... 18' 3't, 24•'-4" F... 3'-2 :';. 21. 8 ' 27'-0': 26.'=4" k 24'., V.' , 281,11.1 28' S':.:. 27'-3" Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snow 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" j 18'-11" 26'-1" 24'-5" 22' 5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 21'-10" I 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 72.'- 20'-8" 19'-2" 26'-1" 24'-7" 22'-9" 29'-8" 27'-11" 26-11" 31'-10" 30'-11" 28'-7" O.C. o.c. 30 10 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 `' 10 18' 6"' 1 T-9" ' `16'-1 1'" 22'-1 " 21'-2"" 20 -1 24 5 ' ,"` 24'='v 22'-10" 26'=1 25 9 " 25-3 5050 15 18' 6,'.' 1T-8" 16'-6" 21'-5" 21'-0" 19'-8" 23'-5'• 23'-0" 22'4'. 25'-0" 24'-7" 24'-0" Non- 20 10 22'-10" 21'-6" ( 20'-0" 2T-1" 25'-7' 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snowl 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30'-3" 27'-11" 125% 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-1" 27'-10" 26'-1" 24'-0" 30'-2" 1 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'-1" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31'-1" 30'-6" 28'-5" 25 15 8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'-11" 19.2" O.C. 30 10 E20'-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 1 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°% 4 18'-10'' 18'-1" - 17'-1" 22'-4" 21'-5" W-T' 24'-4". = 24'-0" 23'4: 26`=1" 25'-8" 25'-2" 40 ", 15 18'-6" 17'-6" 16 -:4 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1" 24'-9" 24'-4" 23'-8" 50 ' 50 = 10 . 15 17 $"' 17'-3"' 16; 8" 15 1& 16-T 15 6'' 20',-5 19'-7 19'-10'.• 19'4` 18 10" 18 5' 22 Y,...' 21 4" 22 Q" 21, 0" 21 5"", 20'-6" 23 9 22'-10" 23' 6' 22' 2' . 23 1?' 21'-2'' Non- 20 ( 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11" 25'-0" 31'-4" 29'-9" 27'-7" Snow 20 19 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 2T-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'-11" 125% 20 j 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" 23'710" 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'-3" 24'-4" 24° 30 10 19'-2'' 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4" 17'-4" 16'-1" 21'-0" 20'-6" 19'-1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-1" 115% 40 10 17'-6' 16'-8" 15'-9" 20'-0" 19'-8" 18'-9" 21'-9" 21'-5" 21'-0"- 23'-3" 22'-11" 22'-3" 40 + 50 15 10 16'-9" 16'-1" 16'-2" 15' 1 "' 15'-5" 14' 8" 19` 0" 1 -' ' 18'-7" 18'-0" 18 -0" 17 -5" 20 8' a_ 19 -6" 20 '4" 19 -_0" 8' 18'-5" 21'-7" 19'-10" 20'-9" 19'-5" , 19 8" 18 -9" 50 j'. 15 r,1 5'-5" 15`=2" i, 14'-4'b 1T=3 16' 8'f r 15 .11" 17 11 '::, 17 4" 1 16'-6'",: 18'e3' 1T-8" 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, Eastern Specifier guide - 0810412015 Roof Span -Tables Maximum clear span in feet and inches, based on horizontal spans. J2w5 % •.• BCI® 60s 2.0 Series 25116" Flange Width e BCI® 90s 2.0 Series - 31/" Flange Width 11Y." BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/." BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Live Load psf] Dead Load psf] 4/12 or I Less 1 4/12 i to 1 8/12 8/12 i to 112/12 4/12 or Less 1 4/12 to 8/12 j 8/12 to 112/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 14/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33'-11"" 42'-11" 40'-6" 37'-7" 39'-0" 36'-10" 34'-2" 44'-3" 41'-9" 38'.9" 49"-0" 46'-3" 42'-11" Snow 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35'-3" 3T-0" 34'-9'' 32"-1" 41'-11" 39'-4" 36'-4" 46"-5" 43--7'' 40'-3" 125% 20 20 30'-10" 28'-10" 26'-6" 35'-1" 32'-10" 30'-2" 38'-10" 36'-4" 33'-5" 35'-3" 1 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" 140A1" 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" 12 30r15 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" Snow 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 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32"-3" 30'-11" 29'-2" 36'-6" 35"-0" 33'-1" 40'-6" 38'-10" 36'-8" 2T-9" 26'-3" 24"-6" 31'-7" 29'-10" 2T-10" 34'-11" 33"-1" 30'-10' 36'-0" 34'-0" 31-9" 39'-10" 37'-9" 35'-2" 50 1 10 26'-1" 25'-0" 23'-9" 29'-8" 28'-6" 27'-0" 32'-11" 31'-6'" 29'-11" 29'-10" 28'4" 1 27'-2" 33'-10" 32'-5" 30'-10' 37'-6" 35'-11" 34'-2" 50 15 26"-1" 24'-10" 23'-3" 29'-8" 28'-3" 26'-5" 32'-11" 31'-4" 29'-3" 29'-10"128'-5"126'-7" 33'-10" 32'4" 30'4' 3T-67,35'-8" 33'-5' Non- 20 10 30'-11" 29'-2" 27' 1" 35'-2" 33'-2" 30'-9" 38'-11" 36'-9" 34'-1" 35'-4" 33'-4" 1 31'-0" 40'-1" 37--1 0"1 35'-1" 44'-5" 41'-11" 38,-11" Snowl 20 1 15 29'-3" 27'-6" 25-5" 33'-4" 31'-3"" 28'-10" 36'-11" 34'-8" 324" 33'-6" 31'-6" 1 29'-1" 37'-11" 35'-8" 32'-11" 42'-0" 39'-6" 36'-6" 125%1 20 j20 2T-11" 26'-2" 24'-1" 31'-9" 29'-9" 27'-4" 35'-2" 32'-11" 30'-4" 31'-11" 29--11" 2T " 36'-2" 33'-11" 31'-2" 40'-1" 3T-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" 1 29'-7" 38'-1 " 36'-0" 33'-6" 42'-2" 39'-10" 3T-1" 25 15 28'-0" 264" 24'-5" 31'-10" 30'-0" 2T-9" 35'-3" 33'-2" 30'-9" 32"4" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'-2" 37'-10" 35'-1" 16" O.C. 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30'4" 28'-2" 364" 33'-6" 31'-3" 32'-1" 30'-5" 28'-4" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'-8" Snow 30 15 26'-11" 25' 5" 23'-7" 30'-7" 28'-10" 26"-10" 33'-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" 2T-10" 26' 4" 32'-2" 30'-10" 29'-2" 29'-2" i 28'-0" 26'-5" 33'-1" 31"-9" 30'-0" 36'-8"" 35'-2" 33'-3" 40 15 25 -1" 23'-9" 22'-2 28 -7" 27 -1" 25'-3" 31' 8 30'-0 2T-11" 28 9" i 27 2 25'-4" 32'-7" 30'-10" 28'-9" 36 1" 34'-2 " 31'-10" 50' 10 23'-7" 22'-8" 21'-6' 26'-10" 25'-9" 24'-6" 29-9 28'-7 27'-1`' 27 0" 25-11' 24'-7' 30'-7" 29'-5" 27 11" 33 11" 32'-7" 30' 11" I 50 1 15 23'-T 22'-6" 21'-0" 26-10" 25'-7" 23'-11" 28'-7" 27'-8" 26'-5' 27'-0" 25'-9", 24'-1" 30'-7" 29'-2" 27'-3" 33"-11" 32"-4" 30'-3'" Non- 20 1 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" P31--6-'Rj29'-1O'.j 4" 29'-1" 3T-8" 35'-6" 33'-0" 41'-8" 39.4" 36'-7" Snow 20 15 27' 6" 25' 10" 23' 10" 31'-3" 29' 5" 27'-1" 34'-8" 32'-7" 30' 1"' 7" 27'-3" 35'-8" 33' 6" 30'-11" 39'-6" 3T-1" 34'-3" 125% 20 20 26'-3" 24'-71' 22'-7" 29'-10" 27'-11" 25'-8" 33'-0" 30'-11" 28'.6"'-1" 25'-10"" 34'-0" 31--10" 29'-3" 3T-8" 35'-3" 32'-5" 25 10 2T-T' 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10" 30'-7"10'"j 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5"" 34'-11251526'-3" 24'-9"" 22'-11" 29'-11"" 28'-2" 26'-1" 33'-1" 31'-2"" 28'-11"'-4" 26-4.34'-1" 32'-1"" 29'-9" 3T-9" 35'-7" 32'-11" 19.2'" O.C. 30 10 - 26' 4" 25' 0" 23'-4" 30'-0"' 28'-5" 8'--." 26' 6" 33' 2" 31' S" 29' 4" 7" 26'-8'" 34'-2" 32'-4"" 30'-2" 37'-10" 35'-10" 33'-6" Snow 30 15 25'-3" 23'-10" 22"-2" 28'-9" 27'-1"" 25"-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-Y 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 1 40 10 24'-0" 23'-0" 21'-9" 2T-Y 26'-2" 24'-8" 30'-2" 29'-0" 2T-4" 27'-5" 26'-3" 24'-10" 31'-0" 29'-10" 28'-2" 34'-5" 33'-0" 31'-2" 40 15 23'-7" 22'-4" 20'-10" 26'-10" 25'-5" 23'-8" 28'-1" 27'-0" 25'-7" 26'-11" 25'-6",23'-10" 30'-7" 28'-11" 2T-0" 33'-10" 32'-1" 291-11" 50 50 10 15 22'-2" 22'-2" 21 3 ' 21 -2 ' 20'-3 19'-9 ` 25'-3" 23'-9" 24 2" 23 -0" 23 0 ' 21'-11" 25'-10" 23'-9 ' 25'-3 23'-0 24 -5" 21'-11'" 25 -4" 25 4" 24 4 24' 23'-1 7 ' 28'-8' 2 3' 8' 2T-7" 27' 5"" 26 -2" 25, 7," 31 10" 29 -8 ' 30'-7 ' 28' 8 29'-1" 2T 5"" Non- 200 20 10 26'-11" 25'-5" 2T-7" 30'-7" 28'-10" 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36" 5" 33'-10" Snow25'-6" 23'-11" 22'_1" 28'_11" 27'-2" 25'-2" 32'-1" 3D'-2" 27'-10' 29'-1"' 27'-4"' 25'-3" 33'-0" 31'-0" 28'-8" 36'-7" 34'-4"' 31'-9" 125%24'-3" 22'-9" 20'-11" 2T-7" 25'-10" 23'-10" 30'-7" 28'-8" 26'-4" 27'-9" i 26'-0" 1'23'-11" 31--5" 29'-6" 1 27"-1" 34'-10" 32'-8" 30'-1" 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'_2" 30"-5" 28'_4" 29'-2" 27"-7" 1 25'-9" 33"-1" 31'_4" 29'-2" 36'4" 1 34"-8" 32'-4" 25 15 247 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" O.C. 30 10 24'-5" 2T-1" 21'-7" 2T-9" 26'-3" 24'-6" 30'-9"" 27'-2" 27'-11"' 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'-0" Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-1" 23'-4"' 27'-4" U24'-V 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28"-7" 26"-7- 33'-7" 31'-8" 115%I 40 10 22'-2" 21'-3" 20'-1 24'-9"" 24'-1" 22'-10' 24'-9" 23'-1" 25"-4" 24"-4" 23--0" 28'-8" 27'-7" 26'-1" 30'-11" 30'-0"' 28'-10" 40 1 15 21'-10'. 20'-8" 19'-3 22'-5" 21'-6" 20'-5" 22'-5' 21'-6 20'-5" 24'-11" 23'-7" 22'-0" 27'-9" 26'-8" 25'-0" 28'-0" 26'-11" 25'-6" 50 10 20'-6" 19'-8" 18'-9" 20'-8" 20'-2" 19'-6" 20'-8" 20'-2" 19"4" 23'-5'", 22'-6", 21--5' 25'-7" 24'-11" 24'-1" 25'-9" 25'-2" 24'-4" 50 15 19'-0" 18' 4" 17'-6" 19'-0' 18'-4" 1T-6" 19'-0" 18'4" 17'4' 23'-4" 22'-4" 20'-11" 23'-6" 22'-9" 21`-8" 23'-8' 22'-1V' 21'-10" xi Boise Cascade E':'P - Eastern Specifier Guide • 080412015 Allowable, Uniform Roof Load in pounds per lineal foot [PLF]) o ®.® 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° 4500s 1.8 Series 13/" Flange Width 9%2" BCI® 4500s 1.8 11 Ma" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load I Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% I L/ 240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% U240 6 315 1 343 338 367 353 383 356 387 7 270 294 289 315 302 329 305 332 8 236 257 1 - 253 275 264 I 287- 267 290 9 210 228 225 245 235 I 255 237 258 10 189 205 202 220 1 - 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 i 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 1 - 99 108 113 123 19 58 58 44 75 82 1 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 73-' 79 83 90 22 56 61 54 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 41 44 34 47 51 46 29 — j 43 47 41 30 I 40 44 1 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Seise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 15 ' o . o • • 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° 5000s 1.8 Series 2" Flange Width 9'/2' BCI® 5000s 1.8 117/8" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% I Non -Snow 125% L/240 Snow 115% Non -Snow 125% L/240 Snow 115% i Non -Snow 125% L/240 6 315 343 I - 338 367 353 383 7 270 294 - 289 315 302 329 8 236 257 i - 253 275 264 287 9 210 228 - 225 245 235 255v 10 189 205 - 202 220 211 230 11 172 I 187 j - 184 200 192 209 12 157 I 171 I - 169 183 176 191 13 145 I 158 - 156 169 162 177 14 125 136 120 144 157 I - 151 164 15 109 118 98 135 147 I - 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 I 135 18 75 I 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 1 47 70 76 I 68 24 54 54 41 64 70 60 25 j 48 48 37 59 64 54 26 43 43 33 55 59 48 27 j 51 55 43 28 47 50 38 Poise Cascade EWP • Eastern Speeifier Guide • 08J0412015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 6000s 1.8 Series 25/16" Flange Width 9'/" BCI® 6000s 1.8 11%a' BCI® 6000s 1.8 14" BCI® 6000s`1.8 16" BCI® 6000s 1.8 Total Load 1 Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% I 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 I 424 I - 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 I 231 217 236 12 180 196 187 204 195 212 199 216 13 166 I 180 I - 173 188 180 196- 183 199 14 145 I 158 135 161 175 167 182 170 185 15 126 i 137 111 150 163 156 I 169 159 173 16 111 121 92 140 153 146 159 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 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 80 108 117 112 119 129 21 55 55 42 83 90 69 98 107 122 22 48 48 j 36 75 79 60 89 97 I 88 102 111 23 42 42 j 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 j 49 49 37 64 69 54 73 79 27 43 43 33 59 63 48 67 73 65 28 j 1 1 55 57 ( 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least 1/4 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 EVVP , Eastern Specifier Glade - 08/04%2015 Roof.. Load__ Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) i Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 6500s 1.8 Series 2'/16" Flange Width 91/" BCI® 6500s 1.8 11'/" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 1150% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 1150%.. Non - Snow 125% L/240 6 360 392 375 408 j - 390 424 398 432 7 _ 8 309 270 336 294 322 281 350 306 334 364 318 341 298 371 324 9 240 261 250 272 293 260 283 265 288 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 1 101 140 153 I - 146 159 149 162 17 109 111 1 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 1 - 132 144 19 80 80 61 112 122 101 123 134 L- 125 136 20 _ 69 69 53 101 110 87 117 127 119 129 21 60 60 4 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 j 84 v 103 112 24 _ 41 41 31 67 67 I 51 83 90 74 95 103 25 60 1 60 45 76 83 1 66 87 95 26 1 53 1 53 40 71 77 1 59 81 88 1 79 27 1 47 1 47 36 65 69 1 53 75 81 71 28 43 1 43 1 32 61 62 I 47 69 76 63 29 56 56 43 65 70 57 30 1 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 Boice Cascade: EWP • Eastern Speci ier Guide - 08/04/2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI° 90s 2.0 Series 31/2' Flange Width 11%" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 117/e' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load IDPflpct Total Load DPfiPCt Total Load iDefle . Total Load 6eflect. Total Load iDeflect, Total Load Deflect. Span Length Snow o Non- Snow 0 112 Snow 0 j Non- Snow 0 Snow 0 Non- Snow 0 Non- Snow! Snow o o j i Snow o Non- Snow a Snow o Non - Snow a 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 j 413 383 416 385 419 9 275 299 275 299 275 299 338 j 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 12 206 224 206 224 224. 253 ' 275 255 277 257 279 13 190 207 190 207 206 1 00 207 234 ; 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 i 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 1 136 104 133 144 134. 145 24 82 82 63 103 112 91 103 112 120 120 I 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 1 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 228 004 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 1 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 1 102 30 43 43 32 62 62 47 82 84 64 63 1 63 48 91 91 69 102 111 1 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 1 52 40 75 75 57 96 101 77 33 1 47 47 36 63 63 48 48 1 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 1 44 33 63 63 48 85 85 65 35 53 53 1 41 40 1 40 31 58 58 44 1 78 1 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade EVVP - Eastern Specifier Guide • 08104r2D15 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. ffi C_I®_ Design BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 106 lb-in2][Ibs] K x 106 Shear Ibs] End Reaction,'[Ibs] Intermediate Reaction [Ibs] 1%" Bearing 3'/" Bearing 3'/" Bearing 5%" Bearing No WSM WS(2) No WSM WS() NoWSOIWS(2) No WS'I WS 1 9% 2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 ! 2525 2750 4500s 11% 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 ' 2525 3000 1. 8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 2525 3350 9% 2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 F 2525: 2750 5000s 11% 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 j 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'/ z 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11% 2.8 4060 335 6 1675 1175 1425 1425 1475 2850 2900. 3000 1. 8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2500 2600 3150 2925 ` 3200 16 1 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 i 2950 3350 9'/ 2 2.7 3505 220 5 1575 1175. 1375 1375 1425 2400 2650 i 2700 2750 6500s 117/e 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 11 2900 3000 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 ! 2950 3350 11% 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 60s2. 0 14 3.5 7440 660 8 1925 1175 1525 1525 1725.2750 34501 3200 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 36501 3200 3750 11M. 1 4.3 9550 675 7 2150 1425 1850 1 1800 1950 3375 3700 ' 4000 4350 90s 2. 0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 ' 3850 1 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 1 1900 2350 3425 4000 4200 4650 NU I t5: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 0 = Swla + wh 384 EI K 4 = deflection [in] w = uniform load [lb/in] I = clear span [in] EI = bending stiffness [lb -in'] K = shear deformation coefficient [lb] BCI° - Closest Allowable -Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to 4 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'/2 4 1'/z 8d Common (0.131 "o x 2.51 2 1'/2 4 3 10d & 12d Box (0.128" o x 3, 3.25") 2 1'h 4 3 16d Box (0.1Ho x 3.5"1 2 1'12 4 3 10d & 12d Common & 16d Sinker (0.148" o x 3", 3.25") 3 2 6 4 16d Common 0.162"0 x 3.5" 3 2 6 1 4 BCI° DiaDhraam Table (1) BCI ® Diaphragm Capacity (2)(3) [lb/ft] SeriesUnblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges inbuildingcode6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges inbuildingcode60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI® 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. NOTES: 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 1 I t1..... I i,. .. .' ' Product Profiles i, IIf I V/2" I 11'/8" 1I 14" L l 1611 1 ", 11/sit 1 rr 15/1s" 13/a' BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. Perpendicular I r0"1 Parallel See chart for vertical load capacity. See chart for vertical load capacity. Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. 0 Exterior Wall Sheathing Max. 1°/3a" thickness BCI®/AJS® Joists \ Perpendicular or parallel to rim A dia through bolts (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, or higher with washers and nuts) or W dia lag screws (full penetration), staggered Minn nartinn fnr do/fn nef dan4lnarlina Deck Joist Length Connection_ 12-0" & less 2 rows 3h" boll or lag screw, 24° o.c. 300 If max. 12'-1"-18'-0" 2rows %" bolt or lag screw, 16" o.c. (450 pB max.) N Ote: For snow bads greater than 40 psf, and/or dead loads greater than 10 psf, size connection per max pff values shown above. Treated Ledger - Use only fasteners that are approved for use with coresponding wood treatment. BOISE CASCADE' Rimboard Notes: ", JJ Design of moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of Forfurther information on residential deck design, see AWC DCA 6, Prescriptive record' s specification for shear transfer. Residential Wood Deck Construction Guide. Boise - Cascade_wRimboard- 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 If[lb] Ib/ft lb/in? Ib/inz Ib/in2 Ib/inz 1" BC RIM BOARD® (2) 1" BC RIM BOARD" OSB (Z) 3300 3500 180 Limited span capabilities, see note 2 11/ 8" BC RIM BOARD" OSB (2) 4400 3500 180 Limited span capabilities, see note 2 s ® (,) 1 /s'"VERSA-LAM 1.4 1800 6000 4450 Permitted per building code for all nominal. 1800 1,400,000 225 525 2" thick framing floor diaphragms 1'/ 4" VERSA -LAM" 2.0 3100 (') 5700 4300 Permitted per building code for all nominal 3100 2,000,000 285 750 2" thick framing floor diaphragms Closest Allowable Nail Spacing - Narrow Face [in] Product 1" BC RIM BOARD" (2) 1" BC RIM BOARD" OSB (2) 1%" BC RIM BOARD® OSB 12) 1" h6" VERSA -LAM 1. 418000) 1%" VERSA -LAM® 2. 031000) 8d Box (0.113"e x 2.5") 3 3 3 3 8d Common (0.131"o x 2.5!) 3 3 3 3 10d & 12d Box (0.128"o x,3", 3.25") See publication in note 2 for further nailing information. 3 3 16d Box (0.135"o x 3.5'.) 3 3 10d 11 11 Common & 16d Sinker (014K _X, 3.2&"); 16d Common (0.162"0 x 3S') 4 4 6 6 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. Bois Cascade EWP • Eastern Specifier Guide • 8/04/2015 VE_RSA-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. VER.SA-LA.M° B.eam-Ar_ckite.ctural_S.pe.cificati.o-n 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. A.LI:o-wa.ble--H-o-le.s_inVE.R.SA-LAM B.ea.ms 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'/ 2 , 3/„ 7'/ 4" 1" 9'/<" and greater 2" 1/ Depth 1/ 3 Depth V_ 1/3 Span 1/3 Span -y 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 EVvP • Eastern Specifier Guide • 0&'04,12015 Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code if top plate is moisture barrier and lateral restraint W air space not continuous over header. Verify hanger capacity with at bearing. required hanger between manufacturer concrete columnjo and woad. Column connector per design 1 1 Trimmers 1 1f professional record Slope seat cut, Bevel cut I Beam to concrete/masonry walls Bearing framing into wall I Wood top plate must be flush with inside of wall Strap per code if Slopedoseat cut.. exceedo r i' Hanger •' „-- top plate is not inside face continuous of bearing. r y DO NOT bevel cut VERSA -LAM® beyond inside face of wall without approval from Blocking not 1 • shown for clarity. Boise Cascade EWP Engineering1BCCALCe Moisture barrier between concrete 1orsoftwareanalysis. and wood VIMMOA-1-rawl- Inscanauon Notes Minimum of %" airspace between beam and wall pocket or adequate barrier must be VERSA -LAM® beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. 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. Maximum Uniform Side Load [plf] Nailed I'I '/," Dia. Through Bolt (') %" Dia. Through BoIN'I712'o ws 16d kers @ c. 3 rows 16d Sinkers @ 12" o.c. 2 rows, 24" ox sta ered 2 rows @ 12" o.c. staeyed 2 rows @ 6" o.c. sta ered 2 rows @ 24" o.c. sta ered 2 rows @ 12" o.c. sta ered 2 rows @ 6" o.c. sta eyed 1%" VERSA -LAM® (Depths of 18" and less) 2 470 705 5051 1010 2020 560 1120 T 2245 31z) 350 525 375 755 1515 420 840 1685 413) use bolt schedule 1 335 1 670 1345 370 1 745 1495 31/ V VERSA -LAM® 2( 3) use bolt schedule 1 855 1 1715 1 N/A 1125 1 2250 N/A I%" VERSA -LAM® (Depths of 24") Number Nailed ( 1) h" Dia. Through BoltI'I I Dia. Through Bolt(') of Members 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" sta ered 2 705 940 755 1010 1515 840 1120 1685 3( 2) 525 705 565 755 1135 630 840 1260 4 0) use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common bolts that conform to ANSI/ASME standard B18.21-1981 ((AST" A307 Grades A8B, SAE J429 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for bolts and 2%' 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 nails = 0.148" diameter x 3.25' length. 4. 7" wide beams must be top -loaded or loaded from both sides (lesser side shall be no less than 5 % of opposite side). For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing (1) Maximum Uniform Load From One Side Depths 117/;' & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 1W plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" ox. 800 plf Depths 11W & less 2 rows 16d box/sinker nails @ 12" o.c. 300 plf 3) 11W` plies (') Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 plf Depths 18" & less 2 rows 1/' bolts @ 24" o.c., staggered 335 plf Depth = 24" 3 rows W bolts @ 24" o.c., staggered every 8" 505 plf 3 4" Depths 18" & less 2 rows %' bolts @ 24" o.c., staggered 855 pit 2) plies Depth 20" - 24" 3 rows'/2" bolts @ 24" o.c., staggered eve 8" 1285 plf 1. The nail schedules shown apply to both sides of a 3-member beam. 2. 16d box nails = 0.135" diameter x 3. 5' length, 16d sinker nails = 0.148' diameter x 3.25' length. 3. Beams wider than 7' must be designed by the engineer of record. 4. All values in these tables may be increased by 15 % for snow -load roofs and by 25 % for non -snow load roofs where the building code allows. 5. Use allowable load tables or BC CALC® software to size beams. 6. An equivalent speci0c gravity of 0. 5 may be usedwhen designing specific cogctions with VERSAnn-LAM . 7. Connection values are based upon the 2012 NDS. 8. FastenMaster TrussLok, Sim an Strong -TieSDWorSDS, and USP WS screws may also be used to connect multiple member VERSA - LAM" beams contact Boise Cascade i 1NP Engineering for further information. 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". _ rn Find: A multiple 13/0" ply VERSA-LAM'r'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 13/0" x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case). Max. Side Load = ( 18' / 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/0" 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 plf is greater than 450 plf OK Bolts: 112' diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 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 fit] 1'/." VERSA -LAM® 2.0 3100 Double Ply 1'/." VERSA -LAM® 2.0 3100 or 31/2" VERSA -LAM 2.0 3100 Tdple Ply 1'/V VERSA -LAM° 2.0 3100 or 5%" VERSA -LAM 2.0 3100 Quadruple Ply 1%" VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 7Y.." 9Yz' 11%" 14" 71/:' 1 91/V 1 I l /." 1 14" 1 16" 1 18" 24" 9'/z" 11'/a' 14" 1 16" 18" 20" 24" 11'/a' 1 14" 1 16" 1 18" 1 20" 24" 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 5226 1 3189 4273 5384 11 6580 17848 7845 L 7838 5697 1 7179 1 877.3 1 10463 1 10459 10451 6 762 1525 1.814.4 1.8/4.412.4/6.1 3.3/8.2,4.1/10.3 5112.E 1 6115 6M 5 2.4/6.1 3.3/8.2 4.1110.31 5112.6 1 6/15 6115 6/15 3.3/8.2,4.1110.3 5112.E 1 6115 1 6115 1 6/15 479 746 979 ( 1207 957 1492 1957 1 2414 1 288E 3402 3913 2237 293E 3622 4328 5103 587E 5870 3914 1 4829 1 5771 1 6803 7834 1 7826 8 322 724 643 1447 1.5/3.72.315.7 3/7.513.7/9.31.5/3.712.315.713/7.5 3.7/9.31,4.4/11.15.2113 1 6/15 2.3/5.713/7.513.7/9.314.4/11.1115.2/13i 6/15 6115 3/7.5 3.7/9.34.4/11.15.2113 6/15 6115 243 551 745 1 909 487 1, 1102 1 1489 1817 1 2148 1 2502 3126 1653 1 2234 12726 1 3222 1 3753 4322 4688 2978 1 3635 1 429E 1 5003 5763 6251 10 165 370 724 - 1 329 741 1447 1111 2171 - 2894 1.5/3 2.1/5.3 2.9/7.1 3.5/8.7 1.513 12.1/5.3 2.9/7.1 3.518.7,4.1/10.34.8112 6/15 2.1/5.3 2.9/7.113.5/8.7,4.1110.34.8/1215.5113.8 6/15 2.9/7.1 3.5/8.7;4.1/10.34.8/12 5.5/13.8 6115 182 413 I 665 1 808 364 1 825 1 1330 1617 1904 2209 2839 1238 1 1995 2425 1 2856 3313 13800 4259 2659 3233 3807 4417 5067 1 5679 11 124 278 1 544 - 247 557 1087 835 1 1631- 1.5/3 11.714.4 2.8/7 13.4/8.5 1.513 11.7/4.4 2.8/7 3.4/8.5 4/10.1 4.7/11.71 6115 1.7/4.4 2.8/7 13.4/8.514/10.1 4.7/11.7i5.4- 4 6/15 2.817 3.4/8.5 4/10.114.7/11.7j5.4/13.4, 6/15 12 139 95 317 1 585 728 214 419 686 279 i 634 IN429 1170 837 1456 1372 1709 1977 2601 950 643 1 1755 1 2184 12564 1 2965 125E 2058 j - 3390 1 3901 2340 1675 2912 1 2745 3418 1 3953 11 4519 1 5201 1.513 11.513.712.716.813.418.4 1.513 11.513.7 2.7/6,8 3.4/8.4 3.919.9 4.6/11.4, 6115 1.5/3.7 2.7/6.813.4/8.413.9/9.9i4.6/11.4; 5.2/13 6/15 2.7/6.8 3.4/8.4 3.9/9.9 4.6/11.41. 5.21131 6115 109 248 1 488 I 662 217 496 976 1324 1550 1789 2399 744 1 1464 1 1986 2326 2683 3059 3598 1952 1 2647 1 3101 3577 4078 4797 13 75 169 329 540 150 337 1 659 1079 50611.5/3.1 988 1619 - 1317 2159 1.5/3 11.5/3.112.4/6.1i3.318.3 1.5/3 11.5/3.1 2.4/6.1 13.3/8.3 3.919.7,14.5 11.21 6115 12.416.1 13.3 / 8.3 13.9 9.7 !4.5 11.2!5.1 112.i 6115 2.4/6.1 3.3/8.3 3.919.7,4.5111.25.1112.71 6115 86 198 1 390 585 173 ! 395 779 1 1171 1418 1633 1 2226 593 1169 1 1756 1 2128 ( 2449 2786 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 1 432 120 270 527 864 1290 405 791 1 1296 j 1935 - i - 1055 1728 2580 1.5/3 1.5/3 12.1/5.3 3.217.9 1.5/3 1.5/3 12.1/5.3 3.2/7.9 3.8/9.fi 4.4/11 6115 1.5/3 2.1/5.313.217.9j3.819.6j4.4/1115/12.5 6115 2.115.3 3.2/7.9 3.8/9.6 4.4/11 5/12.5 6115 70 160 316 1 509 139 1 320 631 1018 1307 1502 2076 479 947 1527 1960 1 2253 1 2558 3113 1262 2036 2614 3003 3410 4151 15 49 110 214 1 351 96 220 429 703 1049 1493 329 1 643 ( 1054 ! 1573 2240 858 1405 2098 2987 1.5/3 1.513 j 1.8/4.612.9/7.4 1.513 1.513 1.814.E 2.917.4 3.8/9.5,4.3110.9, 6/15 1.5/3 11.8/4.6 2.9/7.413.8/9.5;4.3/10.94.9/12.3; 1 6/15 1.8/4.6 2.9/7.4 3.8/9.5,4.3110.9;4.9112.3; 6/15 57 131 1 259 427 113 262 518 854 1151 1390 1944 393 1 777 ' 1281 1 1727 2085 2364 2917 1036 1708 2303 2780 3151 3889 16 40 90 177 1 289 80 181 353 579 864 1230 271 530 i 868 1296 1 184E 707 1158 2.6/6.613,618.9,4.3/10.7,4.9/12.2 1 1728 2461 1.5/3 1 1.513 j 1.614 !2.6/6.6 1.5/3 ! 1.5/3 1 1.6/4 2.6/6.6 3.618.9;4.3/10.71 6115 1.513 1 1.6/42.6/6.613.6/8.9d.3/10.7,4.9112.2. 6115 1.6/4 6/15 108 215 ' 355 93 217 1 430 710 1018 1274 1826 325 i 645 1065 1527 1 1911 2196 2739 860 1420 2036 2547 2929 3652 17 75 147 1 241 67 151 295 483 720 1026 226 11 442 1 724 1 1081 1539 2111 589 965 1441 2052 2814 1. 5/3 1.513.612.315.9 1.5/3 1.5/3 1.5/3.fi 2.3/5.9 3.3/8.4;4.2/10.5 6115 1.5/3 1.513.612.3/5.913.318.44.2/10.54.8112 6/15 1.5/3.6 2.3/5.9 3.3/8.44.2/10.54.8/12 6/15 90 180 298 77 181 360 1 596 1 894 1134 1701 271 1 540 894 i 1341 1 1701 2051 2552 720 1191 1 1788 2268 2735 3402 18 64 124 203 56 127 248 407 607 864 191 372 610 910 1 129E 1778 496 813 1214 1728 2371 11. 5/3 11.5/3.2'2.1/5.2 1.5/3 1.513 1.5/3.2 2.1/5.2 3.1/7.8 4/9.9 5.9114. 1.5/3 11.513.2:2.1/5.213.1/7.8 4/9.9 4.8111.95.9/14. 1.5/3.2 2.1/5.213.117.8 4/9.9 4.8/11.95.9/14. 76 1 152 1 252 65 152 304 504 758 1016 1592 229 457 ( 757 j 1137 1524 1863 1 2388 609 1009 1 1516 2032 1 2484 3194 19 54 1 105 1 173 1. 513 1.513 11.9/4.7 48 108 1. 5/3 1.5/3 211 1. 513 346 1. 9/4.7 516 2. 8/7 735 3. 7/9.45.8114. 162 1. 513 316 519 774 1102 1. 5/3 11.914.7 2.817 3.7/9.4;4.61512 1/ 1/ 1.45.8/14.1 422 1. 5/3 691 1. 9/4.7 1032 2. 817 1470 3. 7/9.4;4.6/11.45.8/14. 201E 65 130 1 215 54*1. 5 259 430 647 915 1496 194 389 1 646 971 1373 1678 2243 519 861 1295 1830 2237 2991 20 46 90 148 41181 296 442 630 1493 13 1 445 664 j 945 1296 2240 362 593 885 1260 1728 2987 1. 5/3 1 1.5/3 ;1.714.2 1.5.5/3 1.7/4.2 2.5/6.3 3.6/8.95.8/14. 1.513 1 1.5/3 11.7/4.212.516.3 3.6/8.9;4.3110.85.8114. 1.5/3 1.7/4.2 2.516.3 3.618.9,4.3/10.85.8/14. 1 96 1 160 1 95 192 320 482 692 1304 142 1 288 1 480 1 724 1038 1382 1956 384 640 965 1383 1842 2608 22 68 1 Ill 70 136 223 332 473 1122 10 24 041334149917109741683272445665947129922441. 513 11.513.5 1 1.5/3 1 1.513 1.5/3.5 2.1/5.2 3/7.4 5.6113. 1.5/3 1 1.513 11.513.5j2.1/5.2 3/7.4 3.9/9.9.5.6113. 1.5/3 1.5/3.5 2.1/5.2 3/7.4 3.9/9.915.6/13. 1 1 72 122 71 1 145 243 1 368 529 1 1092 106 1 217 365 1 552 793 1095 5. 638 290 486 736 1057 1460 1 2184 24 1 52 1 86 54 105 172 1256 365 864 80 157 1 257 384 547 750 296 209 343 512 729 1000 1728 1. 513 1 1.5/3 1.513 1.513 1.513 1.8/4.4 2.5/6.3 5.1/12. 1.5/3 1.5/3 1 1.5/3 j 1.8/4.412.516.3 3.418.E 12. 1.513 1.5/3 1.8/4.4 2.5/6.3 3.4/8.615.1112. 1 56 1 94 j 54 111 188 286 412 927 80 167 1 282 1 429 I 618 1 855 1 1390 223 376 572 824 1139 1 1853 26 i 41 1 67 42 82 135 201 287 680 63 124 202 302 430 590 1020 165 270 403 574 787 1359 1 1.5/3 1 1.513 1.513 1.5/3 1.5/3 1.5/3.7 2.1/5.34.7/11. 1.5/3 1 1.513 1 1.5/3 11.513.7 2.1/5.3 2.9/7.34.7111. 1.5/3 1.5/3 1.513.7 2.1/5.3 2.9/7.34.7/11. 74 87 148 226 326 792 61 130 222 1 338 489 678 1188 174 296 451 652 904 1584 28 54 66 108 161 230 544 51 99 162 242 344 472 816 132 216 322 459 630 1088 1 1.513 1.513 1.513 1.513.2 1.814.6,4.4M 1.5/3 j 1.513 1 1.5/3 1.5/3.2 1.8AL 2.516.34.4/10. 1.5/3 1 1.5/3 1.5/3.2 1.8/4.6 2.5/6.34.4110. 1 59 68 1 118 1 180 262 639 102 1 176 1 271 1 393 546 959 137 235 361 523 728 1279 30 j 44 54 88 131 187 442 80 ( 132 1 197 1 280 384 664 107 176 262 373 512 885 1 1.5/31 1.5/3 1 1.5/3 1 1.513 1 1.614 3.8/9.5 1 1.5/3 . 1.5/3 1 1.5/3 1 1.6/4 2.215.5 3.819.5 1.5/3 1.5/3 1.5/3 1 1.6/4 2.215.5 3.8/9.5 Total Load values are limited by shear, moment or deflection equal to L/240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade E,4P • Eastern Specifier Guide • 03%04/2015 VERSA -LAME' 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'/V VERSA -LAM® 2.0 3100 Double Ply 1'/." VERSA-LAM®2.0 3100 or 31/2' VERSA -LAM 2.0 3100 Triple Ply 1'/." VERSA-LAM®2.0 3100 or 5'/." VERSA -LAM 2.0 3100 Quadruple Ply 1'/:" VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 71/." 9'/" 111'/a" 14" 7Y." 9'/i' 11M." 14" 1 16" 18" 24" 191/V Ili%" 14" 16" 18" 20" 1 24" 11'/e" 1 14" I 16" 1 18" 1 20" 1 24" 878 1 1223 1639 2065 1755 1 2446 1 3278 4130 5047 1 5232 5226 3669 1 4917 6195 1 7570 7848 7845 7838 6556 8260 110094 1 10463 110459 10451 6 2/5 2.8/7 ,3.8/9.414.7/11. 2/5 2.8/7 3.8/9.414.7/11.85.8/14.5i 6/15 6/15 2.8/7 3.8/9.4 4.7/11.85.8/14.5 6/15 6115 6/15 3.8/9.4 4.7111.8!5.8/14.5 6I15 6/15 6/15 598 858 1126 1 1389 1197 j 1717 1 2252 1 2779 1 3321 1 3915 3913.. 2575 3379 4168- 4981 5872 5876 5870 4505 5558 6642 1 7829 7834 7826 g 482 965 1 1.8/4.6 2.6/6.63.5/8.6 43/10. 1.814.E 2.6/6.6 3.5/8.6 4.3/10.65.1/12.71 6/15 6/15 2.6/6.6 3.5/8.6,4.3/10.fi5.1/12.71 6/15 6115 1 6/15 3.5/8.6,14.3/10.65.1/12.71 6/15 6/15 6/15 326 637 1 857 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 1 3138 3709 4320 4695. 4688 3429 4184 4945 11 5759 1 6259 1 6251 10 247 556 1 - 494 1111 1667- 1.5/3.1 2.4/6.113.3/8.2 4/10 1.513.i 2.4/6.1 3.318.2 4110 14.7111.9i5.5/13.8 6/15 2.416.113.318.21 4110 147 11 95 5F13.81 6I15 6/15 3.3/8.21 4110 4.7/11.5,5.5/13.8 6115 1 6/15 244 526 1 765 931 487 i 1052 1531 1861 2192 2543 2839 1577 2296 2792 3288 1 3814 4265 4259 3062 3723 4383 5085 5687 1 5679 11 186 418. j - 1 371 835 1253 1.5/3 2.2/5.613.2/8.1 3.9/9.8 1.5/3 12.215.E 3.218.1 3.9/9.84.6111.65.4113.4, 6115 2.2/5.6 3.2/8.1 3.9/9.8,4.6/11.65.4/13.4, 6/15 6/15 3.218.1 3.919.84.6111.fi5.4113.41 6/15 6/15 187 424 i 674 838 374 1 848 1347 1676 1968 227E 1 2601 1272 2021 2514 2952 1 3414 3903 3901 2694 3353 3936 4552 5203 5201 12 143 322 628 286 643 1256 965 1884 2512 1.513 2/4.9 ;3.117.8 3.9/9.7 1.5/3 214.9 3.1/7.8 3.9/9.714.5/11.35.2113.1 6/15 2/4.9 3.1/7.8 3.9/9.714.5111.35.2/13.1 6115 6/15 3.1/7.8 3.9/9.74.5/11.35.2/13.1 6115 6/15 146 332 573 1 762 292 1 665 1 114E 1 1524 1785 1 2060 1 2399 997 1 1719 12287 1 2678 1 3089 1 3522 3598 2292 1 3049 1 3571 1 4119 4696 4797 13 112 253 494 225 506 988 759 1482 1976 1.513 1.7/4.212.9/7.2 3.8/9.5 1.513 1.714.2 2.9/7.2 3.819.514.5111.25.1112.9 6115. 1.714.2 2.9/7.2 3.8/9.514.5/11.25.1/12.95.9/14.7 6/15 2.9/7.2 3.8/9.5i4.5/11.25.1I12.95.9/14.71 6115 116 265 493 674 233 1 530 987 1 1349 1634 1 1880 2226 796 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 4278 4451 14 90 203 396 648 180 405 791 129E 608 1187 1944 j - 1582 2593 1.5/3 1.513.612.7/6.7 3.6/9.11 1.513 1.513.E 2.7/6.7 3.619.114.4/11 r5.1/12.7 6/15 1.513.E 2.7/6.7 3.6/9.114.4111 15:1/12.75.8114.4 6/15 2.7/6.7 3.6/9.1 4.4/11 5.1112.715.8/14.4 6115 94 215 1 423 1 586 188 1 429 846 1173 1505 1730 2076 644 1268 1759 2258 1 2595 2946 13113 1691 2346 3011 3459 3928 4151 15 73 165 322 527 146 329 643 1054 494 965 1581 1286 2108 1.5/3 1.5/3.112.5/6.1 3.4/8.5 1.513 11.5/3.1 2.516.1 3.418.54.3/10.9j 5M2.5 6/15 1.513.1 2.5/6.1 3.418.514.3/10.9 5/12.5 5.7/14.21 6/15 2.5/6.1 3.4/8.54.3110.9, 5/12.5 i5.7114:2 6/15 77 176 1 347 515 153 1 352 695 1029 1327 1601 1944 528 1042 1544 1990 i 2402 1 2723 2917L2.21 2058 2653 1 3202 3630 3889 16 60 136 1 265 434 121 271 530 868 129E 407 795 1303 1944 1 - 1737 2593 1.5/3 1.5/3 12.215.4 3.2/7.9 1.5/3 1.5/3 2.2/5.4 3.2/7.9I4.1/10.24.9/12.3 6/15 1.5/3 12.215.4 3.2/7.91d.1110.24.9/12.3 5.6/14 6/15 3.2/7:914.i/10.24.9/12.3 5.6114 6/15 63 146 289 455 127 292 577 910 1173 1 1468 1829 438 1 866 1365 1760 1 2201 2531 2743 1820 2346 2935 3374 3657 17 50 113 221 1.5/3 11.9/4.81 362 3/7.5 101 1.513 226 1.5/3 442 1.914.8 724 3/7.5 1 1081 13.919.E I 4.8112 6/15 339663108616 1.5/3 1.9/4.8 3/7.5 3.919.E 4.8/12 5.5/13.8 6115 1448 3/7.5 21611.5/3 3.9/9.61 4.8112 5.5113.8 6115 53 122 ! 242 399 106 244 484 799 1045 1307 1 1726 367 1 726 1 1198 1 1567 1961 2364 2588 968 1598 2089 1 2614 1 3151 3451 18 42 95 1 186 305 85 191 372 610 910 1296 286 1 558 1 915 1 1366 1944 744 1220 1821 2593 1.5/3 1 1.5/3 1.7/4 . 31 2.817 1.5/3 1 1.51T 1.714.3 2.817 3.6/9.1 4.5/11.4 6/15 1.5/3 11.7/4.31 2.817 13.6/9.14.5/11.45.5/13.71 6115 1.7/4.31 2.817 3.6/9.1 i4.5/11.45.5/13.7 6115 103 1 205 339 89 1 206 410 1 677 936 1 1171 1 1634" 310 1 615 1016 1404 1757 2147 2450 820 1354 1 1872 1 2342 1 2862 3267 19 81 158 259 72 1 162 316 519 774 1102 243 475 778 1161 1653 633 1037 1548 l 2204 1.513 i1.5/3.812.5/6.3 1.5/3 1 1.513 1.5/3.8 2.5/6.3 3.4/8.6i4.3/10.8 6/15 1.5/3 1.5/3.8 2.5/6.3 3.4/8.64.3/10.85.3/13.1 6/15 1.5/3.8 2.5/6.3 3.4/8.6'4.3/10.85.3113.1 6/15 88 1 175 289 75 176 350 579 1 843 1055 1551 263 525 868 1265 1583 1934 2326 699 1 1157 1 1686 1 2110 1 2579 1 3101 20 69 ' 136 222 62 139 271 445 664 945 208 407 667 996 1418 543 889 1327 1890 1.513 11.5/3.4 2.3/5.6 1.5/3 1 1.513 11.5/3.4 2.315.E 3.3/8.2 4.1/10.2 6115 1.5/3 1.5/3.4 2.3/5.613.3/8.2 4.1/10.2 5/12.5 1 6/15 1.5/3.4 2.3/5.6 3.3/8.2i4.1/10.2 5/12.5 6/15 65 1 130 1 216 54 130 1 240 1 431 1 649 1 869 1 1407 194 390 1 647 973 11303 1 1593 2111 520 1 862 1 1297 1,1738 2124 1 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 408 668 997 1 1420 1948 1.5/3 i 1.5/3 i1.9/4.7 1.5/3 11.513 1 1.513 1.914.7 2.817 3.7/9.3 6/15 1.513 1.5/3 1.9/4.V 2.817 13.7/9.314.5/11.3 6115 1.513 1.9/4.7 2.8/7 3.7/9.3i4.5/11.31 6/15 1 99 164 1 98 1 197 329 1 496 711 1259 146 296 493 ! 744 1066 1334 11 1889 395 658 992 1422 1779 2518 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.513 1.6/3.9 1 1.513 1.513 1.6/3.912.315.9 3.3/8.35.9114. 1.513 1.5/3 1.6/3.912.315.9 3.3/8.3,14.2110.415.9/14. 1.513 1.6/3.9 2.3/5.9 3.3/8.3i4.2/10.4,5.9/14. 76 128 75 153 256 1 387 555 1069 112 229 383 580 833 38119.615.4113.! 32 1604 305 511 773 1110 1510 2139 26 62 101 63 124 202 1 302 430 1020 95 185 304 453 1 64585 1529 247 405 604 860 1180 2039 1.5/3 1.5/3:3 1 1.5/3 1.513 1.5/3.3 2/5 12.817.1 5.4113. 1.513 1.513 1.513.31 2/5 12.817.11.513 1.5/3.3 2/5 2.8/7.1 3.8/9.6 5.4/13. 60 1 101 1 58 120 202 1 306 441 919 87 180 303 ( 459 661 914 1378 240 404 M2 1 882 1219 1837 28 49 8t 51 99 162 242 344 816 76 148 243 i 363 517 709 1224 198 324 484 689 945 1633 1.513 1.513 1.513 1.5/3 1.5/3 1.7/4.3 2.4/6.1 5/12.6 1.513 1.5/3 1.513 11.714.312.4/6.1 3.4/8.415/12.6 1.513 1.513 1.7/4.3 2.4/6.1 3.418.4 5112.E 81 1 95 161 ' 246 355 797 68 533 738 1 1196 190 323 492 710 984 1 1594 30 k 66 80 132 197 280 664 62 5_/3_F1_5_/_3_7] 420 576 996 161 263 393 560 768 1327 1.513 1.513 1,513 j1.5/3.7 2.1/5.3,4.7/11.7 1.5/3 2,1/5.3 2.9/7.3 4 7%11.7 1.5/3 1.5/3 1.513.7 2.115.3 2.9/7.314.7/11. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L1240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1%inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Soise Cascade EVVP - Eastern Specifier Guice - 08/04i2015 V.ERSA_-LAM°_Roof_.L__oad_Tab.les-_._._.__. VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1%" VERSA-LAM®2.0 3100 Double Ply 13/." VERSA-LAM62.0 3100 or 3'W VERSA -LAM 2.0 3100 Triple Ply 1W VERSA -LAM® 2.0 3100 or 5Y." VERSA -LAM 2.0 3100 Quadruple Ply 1%" VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 7'/." 9Yi' 11'/." 14" 7'/," 1 9'/i' 1 11M." 1 14" 1 16" ! 18" 1 24" 91/i' 11I/a" 1 14" 1 16" ( 18" 1 20" 24" 11%" 1 14" 1 16" 1 18" 1 20" 1 24" 6 954 1330 1782 12245 1908 2660 1 3564 1 4491 1 5234 j 5232 5226 3990 ! 5346 6736 1 7851 1 7848 7845 7838 7128 1981 1 10467 10463 110459 1 10451 2.2/5.5 3.1/7.6,4.1/10.25.1/12. 2.2/5.5 3.1/7.6;4.1/10.25.1/12.9 6115 1 6/15 6/15 3A/7.6;4.1110.25.1112.9i 6/15 1 6/15 6/15 6115 1/10.25.1/12.9, 6/15 1 6115 1 6/15 6115 640 1 933 1 1225 1511 1279 1867 1 2449 1 3022 13611 j 3919 3913 2800 3674 14532 1 5417 55879 5876 5870 4899 1 6043 1 7222 17838 7834 1 7826 8 1 482 1 - 965 1 214.9 2.917.1 3.819.4'4.6/11. 2/4.9 2.9/7.113.8/9.414.6/11.65.5/13.& 6/15 6/15 2.917.113.8/9.414.6/11.65.5/13.8 6/15 16/15 1 6115 3.8/9.4 4.6/11.65.5/13.8 6115 6/15 6/15 326 693 932 11138 651 1386 1 1864 2275 1 2689 3132 3126 2079 2797 13413-TI 4033 j 4698 4695 14688 3729 4550 5378 6263 6259 62511024755649411111667-1 1.513.1 2.7/6.6I3.6/8.914.4/10. 1.5/3.1 2.7/6.613.6/8.9,4.4/10.95.2112.9 6115 1 6115 2.7/6.6i 4.4/10.95.2/12.9 6115 6115 6/15 3.6/8.9,4.4/10.95.2/12.9, 6115 6/15 6 M5 244 552 833 1012 487 1104 1 1665 1 2024 1 2384 1 2765 2839 1656 2498 3037 3576 4148 4265 1 4259 3330 1 4049 4767 5531 5687 5679 11 186 418 815 371 835 1631 1253 2446 3262 1.5/3 2.3/5.8 3.5/8.814.3/10. 1.5/3 2.315.813.5/8.8 4.3110.71 5/12.6i5.8/14.6 6/15 2.3/5-8 3.5/8.814.3/10.11 5/12.6 JUF14.6 6/15 6/15 3.5/8.8 4.3/10.71 1 8/14.65/1 562611516/15 187 424 733 1 912 374 848 ' 1465 1823 2141 i 2475 2601 1272 ( 2198 1 2735 1 3211 3713 1 3907 3901 2931 3647 4281 4951 5209 5201 12 143 1.513 322 2/4.9 628 3.418.4 i - 4.2110. 286 1.5/3 643 ; 1256 2/4.9 13.418.4 4.2/10.54.9112.35.7114.3 j - 6/15 965 1884 214.9 ,3. 8 4.2/10.54.9/12.35.7/14.3 6/15 6/15 2512 3.4/8.4 4.2/10.54.9/12.35.7/14.3 6115 6/15 146 332 1 623 1 829 292 665 1247 1658 1942 2240 2399 997 1870 2487 2913 ( 3360 3604 3598 2494 3316 3884 4480 4806 4797 13 112 253 494 810 225 506 ( 988 1619 759 1 1482 2429 1976 3238 1.5/3 1.7/4.2 3.1/7.84.1/10. 1.5/3 11.7/4.213.1/7.84.1/10.44.8/12.1 5.6/14 6/15 1.7/4.2 3.1/7.84.1/10.44.8112.1 5.6/14 6/15 6/15 3.1/7.84.1110.4,4.8/12.115.6/14 6/15 6/15 116 265 521 734 233 530 1043 1467 1777 2046 2226 796 11564 2201 2666 i 3068 3345 3338 2085 1 2934 3554 1 4091 1 4459 1 4451 14 90 203 396 648 180 405 791 1296 608 1187 1944 1582 2593 1.5/3 1.5/3.6 2.8/7 4/9.9 1.513 1.5/3.61 2.817 4/9.9 4.8/12 5.5/13.8 6/15 1.5/3.6 2.817 419.9 4.8/12 5.5/13.8; 6/15 6/15 2.817 419.9 4.8/12 5.5/13.8 6/15 6/15 94 215 1 423 1 638 188 I 429 ( 846 1276 1638 1 1682 2076 644 ! 1268 1914 2456 2823 3120 3113 1691 2552 3275 , 3763 4159 4151 15 73 165 322 527 146 329 643 1054 1573 494 965 1581 2360 1286 2108 3146 1.5/3 1.5/3.1 2.5/6.1j3.7/9.2 1.5/3 11.513.1 2.5/6.1 3.7/9.24.7/11.85.4/13.6 6115 1.5/3.1j2.516.113.7/9.214.7/11.8i5.4/13.d, 6/15 1 6115 2.5/6.1 3.719.24.7/11.85.4/13.6 6115 6/15 77 1 176 347 560 153 1 352 I 695 1120 1443 1742 1944 528 ! 1042 1 1680 1 2165 ! 2613 2923 2917 1389 2240 1 2887 ' 3484 13897 3889 16 60 13fi 265 434 121 271 530 868 1296 i - 40_71 795 1 1303 1 1944 1060 1737 2593 1.5/3 1 1.5/3 2.2/5.413.5/8.6 1.5/3 1 1.513 '2.2/5.4 3.5/8.64.4/11.1!5.4/13.4, 6/15 1.5/3 i2.2/5.4t 3.5/8.64.4/11.15.4/13.4 6/15 6/15 2.2/5.4 3.5/8.64.4/11.15.4/13.4, 6/15 1 6/15 63 146 289 476 127 292 1 577 951 1277 j 1597 1 1829 438 866 1 1427 1 1915 2395 2749 2743 1154 1 1902 2553 3193 3665 3657 17 50 113 221 362 101 226 I 442 724 1081 1539 339 663 1086 1621 2308 884 1448 2161 3078 1.5/3 1 1.5/3 11.914.813.1/7.8 1.513 1 1.513 11.9/4.8 3.1/7.8,4.2/10.55.2/13.1 6115 1.513 !1.9/4.8 3.1/7.8!4.2110.515.2/13.1 6M5 1 6/15 1.914.813.1/7.64.2/10.55.2/13.1 6/15 1 6/15 53 1 122 242 399 106 244 484 799 1137 1422 1726 1 367 726 J 1198 1705 2133 2572 1 2588 968 1598 2274 2845 3429 3451 18 42 95 186 305 85 1 191 r 372 610 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.5/3 1 1.5/3 1.7/4.31 2.817 1.513 1 1.5/3 11.714.3 2.8/7 1 4/9.9 4.9/12.3 6115 1.5/3 11.714.3 2.8/7 1 4/9.9 4.9112.35.9/14.91 6/15 1.7/4.3 2.817 1 4/9.9 i4.9112.3p.9114.9 6/15 103 205 1 339 89 206 410 677 1016 1275 1634 310 615 1016 1524 j 1912 2336 2450 820 1354 2032 1 2549 1 3115 1 3267 19 1 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 2268 633 1037 1548 Tl 2204 3024 1.5/3 1.5/3.8!2.5/6.3 1.513 1 1.5/3 11.513.8 2.516.3 3.719.3 i4.7111.71 6115 1.513 1.513.8 2.516.3 3.7/9.34.7/11.75.7/14.31 6/15 1.5/3.8 2.5/6.3 3.7/9.31,4.7/11.75.7/14.3 6/15 88 175 289 75 1 176 350 1 579 1 869 1 1149 1551 263 525 I 868 1 1303 1723 2105 2326 699 1157 1 1737 2297 2807 3101 20 1 69 136 11 222 62 139 271 445 664 945 208 I 407 667 996 1418 1944 543 889 1327 1890 2593 1.5 / 3 1.5/3.412.3/5.6 1.5/3 1 1.513 i1.5/3.4 2.3/5.6 3.4/8.44.4/11.1 6115 1 1.513 11.5/3.4 2.315.6 3.4/8.44.4/11.15.4/13.6, 6/15 1.5/3.4 2.315.E 3.4/8.44.4/11.15.4/13.6 6/15 65 130 216 54 I 130 I 260 431 1 649 I 928 1407 194 ! 390 647 973 1393 1735 2111 520 ' 862 1297 1857 2313 2815 22 52 102 ! 167 46 104 204 334 4 99 1 710 157 306 501 748 11065 4461 408 668 997 1420 1948 1.5/3 1.5/3 11.9/4.7 1.5/3 1 1.5/3 1.5/3 1.9/4.7 2.8/7 F 4/9.9 6/15 1.5/3 11.5/3 1.9/4.7 2.817 ( 4/9.9 4.9/12.3 6/15 1.5/3 11.9/4.71 2.817 1 4/9.9 4.9/121,, 6/15 99 164 98 197 1 329 1 496 711 1 1288 146 1 296 1 493 744 1066 1453 1932 395 658 992 1422 1937 2576 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.513 11.6/3.9 1.513 , 1.5/3 1.6/3.9 2.315.9 3.3/8.3 6/15 1.5/3 1.5/3 1.6/3.9 2.315.9 3.318.3i4.5/11.3 6/15 1.5/3 1.613.9 2.315,913.318.3,4.5111.3 6/15 76 128 75 1 153 256 387 1 555 1164 112 229 1 383 580 833 1 1150 1747 305 511 1 773 1110 1533 2329 26 62 101 63 1 124 202 302 i 430 1020 95 185 1 304 453 ! 645 885 1529 247 405 1 604 860 1180 2039 1.5/3 1.513.3` 1.5/3 11.5/3 1.5/3.3 2/5 2.8/7.15.9114. 1.5/3. 1.5/3 1.5/3.3 2/5 2.8/7.1 3.919.75.9/14. 1.51311.5/3.3 2/5 I2.8/7.1 3.9/9.75.9/14. 60 ) 101 v 58 120 202 306 1 441 1001 87 180 303 459 661 914 1501 240 1 404 612 882 1 1219 2001 28 49 51 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 ( 689 945 1633 1 53 181 11.5/3991.5/3 1.5/3 17/4.312.4/6.1jj5.5/13. 1.513 1 1.5/3 1.5/3 1.714.3 2.4/6.1 3.4/8.45.5113. 1.513 1.513 1.7/4.3.2.416.1 3.4/8.45.5/13. 81 j 95 161 246 I 355 861 68 1 143 242 369 1 533 738 1291 190 323 492 710 984 1721 30 66 80 132 197 ( 280 664 62 ; 121 198 295 420 576 996 161 263 393 ; 560 768 1327 1.5/3 1.5/3 1.5/3 1.513.712.1/5.3 5.1112. 1.5/3 ( 1.513 1.5/3 1.513.7 2.1/5.3 2.9/7.3 5.1/12. 1.5/3 1.513 1.5/3.7j2.115.3 2.9/7.3 5.1/12. Total Load values are limited by shear, moment or deflection equal to 1_1180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'/, inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Nailing VERSA -LAM° & Nailing Parallel to Glue Lines (Narrow Face)(') Perpendicular VERSA -RIM® to Glue Lines Wide Face) Products VERSA -LAM® 1.4 1800 Rimboard VERSA -LAM® VERSA -LAM® 15/16" 1'/." 3'/z" & Wider All Products Nall Size O.C. End O.C. End O.C. End O.C. End in] in] in] in] in] in] in] in] 8d Box (0.113" 0 x 2.5") 3 1'/z 2 1 2 z 2 8d Common (0.131"e x 2.5") 3 2 3 2 2 j 1 2 1 10d & 12d Box (0.128"e x 3", 3.25") 3 2 3 2 2 1 2 1 16d Box (0.135"e x 3.5") 3 2 3 2 2 1 2 1 10d & 12d Common & 4 3 4 3 2 2 2 216dSinker0.148"0 x 3" 3.25" 16d Common 0.162"e x 3.5" 6 1 4 6 3 2 2 1 2 2 Glue Lines Narrow Face) 1 1 t Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For I%' thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use W minimum offset between Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM®/IVERSA-RIMe. Use nails as specified by Simpson Strong -Tie. VERSA-rLAM° Design -Values. .__ _ Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade in in Ib/ft[lb] ft-lb][in4] Grade in in Ib/ft[lb] ft-lb][in 4] 0 a N ofw 1'/ 31/2 1.5 998 776 5.4 5'/4 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5 /z 8.4 5486 7457 72.8 7'/4 11.0 7232 12566 166.7 7'/4 3.2 2066 3069 47.6 9'% 14.1 9227 19908 346.3 3'/2 1.8 1164 1058 9'/ 14.5 9476 20937 375.1 5'/z 2.8 1829 1 2486 6.3 24.3 7'% 3.7 2411 4189 55.6 11%17.1 11222 28814 622.9 5'/a 9'% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.61 1% 0 9'/2 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0011% 6.0 3948 10638 244.2 0 Cl) 04 J¢ U) of LLJ Q OfQw 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 9% 16.6 12303 26544 461.7 5'/z 5.6 3658 4971 48.5 7'% 7.4 4821 8377 111.1 9yZ 17.1 12635 27916 500.1 9'/4 9.4 6151 13272 230.8 111/4 20.2 14963 38419 830.6 9'/2 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 3'/z 711'% 11.4 7481 19210 415.3 14 j 25.2 18620 j 58069 1600.7 11% 12.1 7897 1 21275 488.4 1 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 1 20.3 13300 56952 2333.3 24 43.2 31920 160732 1 8064.011 Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener Elasticity Bending Shear Grain Parallel to Grain Grain Design E(x 106 psi)(') Fb (psi)(I"3) Fv (psi)(2)(4) Ft (psi)(2)(5) Fill (psi)(z) F,L (psi)(1)(6) SG) Design Property Grade VERSA -LAM" Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM® Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA -LAM® Columns 1.82750 11.8 1 2750 1 285 1 1825 1 3000 1 750 1 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)"° where L = 2. This value is based upon a load duration of 100% and maybe adjusted for other load durations. member length [ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12M)1g 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%. Bois;: Cascade EWP - Eastern Specifier Guide • 0810412015 C: -C Allowable Axial Load (lb) C:F u 31/s"x3%' 3%'x4%' 3%"x51 ' 3%"x51A" 31/z'x7" J 100% 115% 125% 100% 1 115% j 125% 100% 115% 125% 100% j 115% 125% 100% j 115% 125% 4 15,265 16,750 17,650 19,100 1 20,950 22,070 22,920 25,150 26,500 24,020 1 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 1 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 1 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 1 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 i 8,135 8,280 8,260 1 8,525 8,675 10,520 110,850 11,040 11 4,525 4,655 4,730 5,660 1 5,820 5,910 6,990 7,100 71120 7,325 7,440 9,065 9,325 9,475 12 4,040 4,095 4,920 1 5,050 5,120 6,795 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8,210 13 3,935 3,455 3,535 3,580 4.320 4,420 4,480 5,185 5,310 5,380 5,435 j 5,565 5,635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 j 3,900 3,950 4,585 1 4,685 4,740 4,805 4,905 4,965 6,115 6,250 6,325 31/2 ' x 71/<" 51/4" x 51/4" 51/4" x 51/z" 51/4" x 7" 51/4" x 71/4" 100% 115% 1125% 100% 115% 1 125% 100% 1 115% 125% 100% 115% 125% 100% 115% 1125% 4 31,670 34,750 36,625 i v 5 26,615 28,560 29,705 6 21,950 23,215 23,950 34,355 37,695 39,715 36,010 1 39,495 41,610it1 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,2807 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 1 13,225 13,490 23,815 25,180 25,980 24,950 26,385 27,220 31,770 133,600 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 i 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 1 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 117,085 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 1 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-F 18,760 19,110 15 11,820 12,195 12,405 12,385 i 12,775 13,000 15,770 116,270 16,560 16,330 j 16,850 17,150 16 10,690 11,005 11,185 11,200 l 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 i 8,310 8,420 8,500 8,705 1 8,825 10,820 11,090 11,240 11,210 11,4801 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--- I 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 NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): Fb = 2750'(12/d)19 psi Perp to Gluelines (Plank): Fb = 2500'(12/d)"9 psi Compression Parallel to Grain: Fp cii = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F ii = 750 psi Perp to Gluelines (Plank): F_ L = 450 psi Tension Parallel to Grain: Ft = 1650 psi VE.DC! A-..STU-D° 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 850 1300 1,300,000 150 Western Woods # 2 Grade 675 900 1 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs. Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. 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For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com To Download BC CALC US, https://www.beconnect.com/bcdeployer/index.htm tai_w:lIwll Al.s!-il/h to Ifs e• e. W. fYY Fiy aaf f.w il.avl CfifssN?aefl eiw ts,n.a..i4ei#vrt ta.f k;a•ew M++S+.av pG•4 Y.Ss Y W,gB Elf, t'YS li}y i'. ttE6N ffi.yiwy rf u..::.vd.tfilw 6Y CFsee •a.YF ki"! liiti f 43i4 i1 Fm#•ih aa r J/rwi ai I4• Wa Dw V_114Q' I k"111 f.'i 1 11-*11 •qu:.IFMF P off Fiir q 1 afM1m ir.}3ii%+Fzl :; ti ws i ILOt15f,_, r1 , Paynri Ma D1: kiF Dan Ro fa &a D 9&GP11 }hflfefllfMl.ISRahe# aerirzwF.rT.Msfrffi. Darlin•iwffaaa ne,..wa Pfn.. `o..»w. •.w.ar IMfav'uss my.a<f Fva id I f J j' it,dp s/ tu,' 1{p Ff •a4i?..•R N •/M f'fl K ar AA [rr ear NJ7-. r 1+;741>os .rs UF;Itia a.-ntls•.rl+rf. W,tW% I ditr M[9n,lfY-nbwa @i... aalslFfri4'i.4ln1+O Fi li M]r llyli 4L14i'Pit a 4`1rY/YIiPM n7.: 3'FfY ty e7?'kWat fM.s+lw. V I tff qu t aC [xi1. [C AA,YlbvhlfY. 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A6W"ih?CR`RiT'•.M':H i arrF arricul M:[*i1lLLIfJ".9A1[itill'1eb 7N•h'C :F.hGii.Sa'.WF.*A.SreAa It lrffactofteeelanr taa,eu+afa xna•eeau - R.Ka3r,+f111- Desarra oft.trlvafrc.Fli e.,ea]u eiw u lra Y:+`•: ra k r ter. 7 :ise Cascade EVVP - Eastern Specifier Guide U ITS lus SUR/L Joist BCIe Hanger Capacity ailing Joist gCl® Hanger Capacity Nailin Joist gCl® Hanger Capacity Nailin Je th Ibs Header Joist De th Ibs Header Joist De th Ibs Header Joist 4500s ITS1.8119.5 993 6-10d 4500s IUS1.81/9.5 950 8-10d I 4500s SUR/1-1.81/9 1081 12-16d 2-10dxl'/" 9,/=, 5000s ITS2.06/9.5 993 6-10d 9,A„ 5000s IUS2.06/9.5 950 8-10d „ 5000s SUR/L2.06/9 1097 14-16d 2-10dx1Y" 6000s ITS2.37/9.5 1225 6-10d 6000s IUS2.37/9.5 950 8-10d I 6000s SUR/1-2.37/9 1343 14-16d 2-10WI " 6500s ITS2.56/9.5 1225 6-10d 6500s IUS2.56/9.5 950 8-10d 6500s SUR/1-2.56/9 1343 14-16d 2-1Odx1'',T 4500s ITS1.81/11.88 1068 6-10d 4500s IUS1.81/11.88 1185 10-10d 4500s SUR/L1.81/11 1306 16-16d 2-10dx1h" 5000s ITS2.06/11.88 1068 6-10d 5000s IUS2.06/11.88 1185 10-10d 5000s SUR/L2.06/11 1350 16-16d 2-10dx1'/T 6000s ITS2.37/11.88 1237 6-10d 6000s IUS2.37/11.88 1185 10-10d 6000s SUR/L2.37/11 1385 16-16d 2-10dx1W" 11/° 6500s ITS2.56/11.88 1237 6-10d 11/° 650Os IUS2.56/11.88 1185 10-10d 11/8 6500s SUR/L2.56/11 1385 16-16d 2-10dxth" 60s ITS2.37/11.88 1237 6-10d 60s IUS2.37/11.88 1185 10-10d 60s SUR/L2.37/11 1385 16-16d 2-10dxth" 90s ITS3.56/11.88 1518 6-10d 90s IUS3.56/11.88 1420 12-1Od 90s SURIL410 1906 14-16d 2-10dx1h" 4500s ITS1.81/14 1075 6-10d 4500s IUS1.81/14 1420 12-10d 4500s SUR/L1.81/14 1675 20-16d 2-10dxlh" 5000s ITS2.06/14 1081 6-10d 5000s IUS2.06/14 1420 12-1Od 5000s SUR/1-2.06/11 1693 18-16d 2-10dxlh" 6000s ITS2.37/14 1262 6-10d 6000s IUS2.37/14 1420 12-1Od 6000s SUR/L2.37/14 1693 18-16d 2-10dx1h" 14 6500s ITS2.56/14 1262 6-10d 14 6500s IUS2.56/14 1420 12-10d 14 6500s SURI/L2.56/14 1613 18-16d 2-10dxl%" 60s ITS2.37114 1262 6-10d 60s IUS2.37/14 1420 12-1Od 60s SUR/L2.31/14 1693 18-16d 2-10dx1h" 90s ITS3.56/14 1520 6-10d 90s IUS3.56/14 1420 12-1Od 90s I SURIL414 2050 18-16d 2-10dxl'/" 4500s ITS1.81/16 1081 6-10d 4500s IUS1.81/16 1660 14-10d 4500s SURIL1.81/14 1887 20-16d 2-1061%" 5000s ITS2.06/16 1087 6-10d SOOOs IUS2.06/16 1 1660 14-10d 5000s SUR/L2.06/11 1920 18-16d 2-101:01/2" 6000s ITS2.37/16 1268 6-10d 6000s IUS2.37/16 1660 14-10d 6000s SUR22.37114 1920 18-16d 2-10dxth" 16 6500s ITS2.56/16 1268 6-10d 16 6500s IUS2.56/16 1660 14-10d t6 6500s SURI/L2.56114 1920 18-16d 2-10dxth" 60s ITS2.37/16 1268 6-10d 60s IUS2.37/16 1660 14-10d 60s SUR1L2.37114 1920 18-16d 2-10dxt/2" 90s ITS3.56/16 1520 6-10d 90s US3.56/16 1425 14-10d 90s SUR/L414 2250 18-16d 2-10dx1f" IJ I 1 MIT VB UlHU MIU LSSU Joist BCIe Hanger Capacity Nailin Joist gCl® Hanger Capacity Nailing Joist gCl® Hanger Capacity Nailin e th Ibs Header oist De th Ibs Header Joist Depth Ibs Headerl Joist 4500s MIT49,5 2305 8-16d 2-IOdxl h" 4500s MIU3.56/9 2305 1 16-16d I 2-10dx1 h" 4500s LSSU125 995 9-10d I 7-10clOI/V 9,/„ 5000s MIT4.12/9.5 2305 8-16d 2-10dx1h" 5000s MIU4.12/9 2305 16-16d 2-10dx1'/2" 5000s LSSU2,08 995 9-10d 7-10dx1h" 6000s MIT359.5.2 2305 8-16d 2-10dx1h" 9W 6000s MIU4.7519 2305 16-16d 2-10dxl'A" 91/26000s LSSUI35 995 9-10d 7-10dxt/2" 6500s MIT39. 5.2 2305 8-16d 2-10dx1'/2" 6500s MIU5.9219 2305 16-16d 2-10dxlA" 6500s LSSUH310 1425 14-10d 7-10dxl'/2" 4500s MIT411.88 2305 8-16d 2-10611/2" 4500s M1U3.56111 2880 20-16d 2-10dx1h" 5000s MIT4. 12/11.88 2305 8-16d 2-10dx1h" SOOOs M1U4.12N1 2880 20-16d 2-10dx1h„ 4500s LSSUI25 995 9-10d 7-10dx1h" 5000s LSSU2. 06 995 9-1Od 7-10dx1'k" 11'/;' 6000s MIT3511. 88-2 2305 8-16d 2-10dx1 /2" 6000s MIU4.15/11 2880 20-16d 2-10dx1h" 6500s MIT311. 88-2 1 2305 8-16d 2-10dx1h" 11/° 65005 MIU5.12/11 6000s LSSUI35 995 9-10d 7-10dx1 h" 2880 20-16d 2-10dx1h" 11'/" 60s MIT3511. 88-2 2305 8-16d 2-10dxl'/2" 60s MIU4.75/11 2600 20-16d 2-10d0'W" 6500s LSSUH310 1475 14-10d 7-10dx1h" 90s B712111. 88 1 3800 14-16d 2-10dx1h" 1 90s HU412-2 3275 22-16d 2-10dx1'/2" 60s LSSU135 995 9-10d 7-10dx1h" 4500s MIT414 2305 8-16d 2-10dx1h" 4500s MIU3.56/14 3170 22-16d 2-10dz1'/" 90s LSSU410 1625 14-10d I 12-10dx1h" 5000s MIT4. 12/14 2305 8-16d 2-10dx1h" 5000s MIU4.12/14 3170 22-16d 2-10dx1'/" 4500s LSSU125 995 9-10d 7-_10dx1h" 6000s MIT3514- 2 2305 8-16d 2-10dx1h" 6000s M1U4.75114 3170 22-16d 2-10dx1h" 5000s LSSU2.06 995 9-10d 7-1_0_dxlh" 14 6500sMIT314-2 2305 8-16d 2-10dx1'/" 14 6500s MIU5.12114 3170 22-16d 2-10dx1'/z" 6000s LSSUI35 995 9-10d 7-10dx1h" 60s MIT3514- 2 2305 8-16d 2-10dxth" 60s MIU4.75/14 2700 22-16d 2-10dx1h" 14„ 6500s LSSUH310 1600 14-10d 7-10dx1'/z" 90s B7. 12114 3800 14-16d 2-10dxt/2" 90s HU414-2 3870 26-16d 2-10dx1h" 4500s MIT416 2305 8-16d 2-10dxth" 4500s MIU3.56116 3455 24-16d 2-10dx1h„ 60s LSSUI35 995 9-10d 7-10dxl'/z" 5000s LBV4. 12/16 2460 10-16d 2-10dx1h" 5000s MIWA2116 3455 24-16d 2-10dx1h" 90s LSSU410 1625 14-10d 12-10dx1h" 16" 6000s MIT4.75/16 2305 8-16d 2-1061'/d' 16„ 6000s M1U4.75/16 3455 24-16d 2-10dx1W" 6500s MIT5. 11116 2305 8-16d 2-10dxlh" 6500s MWA2116 3455 24-16d 2-10dx1h" 60s MIT4. 75/16 2305 8-16d 2-10dx1 /2" 60s MIU4.75116 2725 24-16d 2-10dxlhF For more information, 90s B7. 12/16 3800 14-16d 2-10dxl'/" 90s HU414-2 3780 26-16d 2-10dx1h" call Simpson Strong -Tie s ° : • - • • • • .. - • • • ® s at 1-800-999-5099 or visit their website at www.strongtia. com o,"°,a"•" General Notes 5 Eep enpk Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support p conditions; contact supplier or Simpson Strong -Tie forfurther e information. THAT VPA Capacity values shown are either hanger capacity values Joist ® Capacity Nailin Joist ® Capacity Ffastener (see support requirements below) or BCI®Joist end reaction BCI Hanger BCI Hanger capacities - whichever is less. e thIbsHeader, eader JoistDepth fibs] To Plate Rafter _ All capacity values are downward loads at 100 / load duration. 4500s THA11.81/22 1181 6-10d 2-10dx1 h" 4500s LSSUI25 995 9-10d 7-10dxl h" Use sloped seat hangers and beveled web stiffeners when 9,W„ 5000s THAl2.06/22 1181 6-10d 2-10dx1'W" 9h„ 5000s LSSU2.06 995 9-10d 7-10dx1Y2' BCI® Joist slope exceeds W per foot. 6000s THA13522 1393 6-10d 2-10dxl'A" 6000s LSSUI35 995 9-10d 7-10dx1h" Leave'k" clearance ('/°" maximum) between the end of the 6500s THA1322 1393 6-10d 2-10dx1 /2" 6500s LSSUH310 1425 14-10d 7-10dx1h" supported joist and the head of the hanger. 4500s THA11. 81/12 1443 6-10d 2-10dxlh" 4500s LSSUI25 995 9-10d 7-10dx1WI At max design capacity shown, hangers may exceed standard deflection by / 32". 5000s THAl2. 06/22 1443 6-10d 2-10dx1 h" 5000s LSSU2.06 995 9-10d 7-10dxl'A" For proper installation of the VPA, the 2-10dx1 W" joist nails 6000s THA13522 1443 6-10d 2-10dx1 /" 6000s LSSUI35 995 9-10d 7-10dxl'/z" through the bend tabs must be installed at approximately a 11/• 6500sTHA1322 1443 6-10d 2-10dxth" 11' 6500s LSSUH310 1475 14-10d 7-10dxlh" 45-degree angle. 60s THA13522 1443 6-10d 2-10dx1h" 60s LSSUI35 995 9-10d 7-10dx1h" Support Requirements 90s THA1422 1715 6-10d 2-10dx1'A" 90s I LSSU410 1625 14-10d 12-10dx11 V Supportmaterial assumed to be Boise Cascade structural 4500s THA11. 81122 1600 6-10d 2-10dxl'W" 4500s LSSUI25 995 9-10d 7-10dx1h" composite lumber or sawn lumber (Douglas fir or southern 5000s THA/ 2.06/22 1600 6-10d 2-10dx114' 5000s LSSU2.06 995 9-10d 7-10dx1'/z" Pine species). Minimum support width for single- and double -joist top mount 14" 6000s THA13522 1600 6-10d 2-10dx11/2" t4„ 6000s LSSUI35 995 9-10d 7-10dx1h" hangers is3". 6500s THA1322 1600 6-10d 2-10dxl'W" 6500s LSSUH310 1600 14-10d 7-10dx1%" Minimum support width forfacemount hangers with l0dand 60s THA13522 1600 6-10d 2-1Odxi /2" 60s LSSUI35 995 9-10d 7-10dx1 h" 16d nails is 1%" and 2", respectively. 90s THA1422 1715 6-10d 2-10dx1h" 90s LSSU410 1625 14-10d 12-10dx1h" Boise Cascade EWP • Eastern Specifier Guide . 08/04/2015 Framn_ _Conn,e:ctors -.._USP Structural_Connectors _ ___ur_ g - 77 THO TFL THE SKH Joist Depth BCI® Hanger Capacity Ibs Header NailingJoist Joist De th BCI® Hanger Capacity Ibs Nailin Header Joist Joist De th BCI® Hanger Capacity Ibs Nailin Header Joist 9,1/„ 4500s TH017950 993 6 10d 21Odx1Y2" 9„ 4500s THF17925 910 8 10d 210dx1'W" 9/ 4500s SKH172OLIR 1153 14 10d 1010dx154' 5000s TFL2095 993 6 10d 210dx1 4" 5000s THF20925 910 8 10d 210dx1'/" SOOOs SKH2O2OLIR 1153 14 10d 1010dx1'/," 6000s TFL2395 1225 6 10d 2 10dx1Y" 6000s THF23925 1275 12 10d 2 10dx1'/" 6000s SKH232OLIR 1384 14 10d 10 10dx1'1A" 6500s TFL2595 1225 6 10d 2 10dx1'/" 6500s THF26925 1275 12 10d 2 10dx1'h" 6500s SKH252OLIR 1384 14 10d 10 10dx1'1A" 11/ 4500s TH017118 1068 6 10d 2 10dx1Y2" 11'/° 4500s THF17112 910 8 1Od 210dx1'/" 11 4500s SKH1720LIR 1434 16 10d 10 10dx1h" 5000s TFL201.18 1068 6 10d 2 1Odx1%" 5000s THF20112 910 8 10d 2 10dx11/" 5000sSKH202OLIR 1434 16 10d 10 10dx11A" 6000s TFL23118 1237 6 10d 12110dx11/2" 6000s THF23118 1300 14 10d 210dx1'/2" 6000s SKH2320LIR 1434 16 10d 1010dx1'h" 6500s TFL25118 1237 6 10d 2 10dx11/2" 6500s THF26112 1300 14 10d 2 tOdx1'k" 6500s SKH2520L/R 1434 16 10d 10 10dx1 4" 60s I TFL23118 1237 6 10d 210dx11/d' 60s THF23118 1300 14 10d 210dx11/2" 60s SKH232OLIR 1434 16 10d 1010dx1'h" 90s I TH035118 1589 10 10d 2 10dx1%" 90s THF35112 1612 16 10d 2 10dx1'h" 90s SKH41OLIR 1900 16 16d 10 16d 14 4500s TFL1714 1325 6 10d 2 10dx1'/2" 14 4500s THF17140 1075 12 10d 2)10dx11r4" 14 4500s SKH1724LIR 1562 16 10d 10 10dx1%" 5000s TFL2014 1081 6 10d 2 10dx1'/" 5000s THF20140 1081 12 10d 2 10dx1'h" 5000s SKH2O24LIR 1562 16 10d 10 10dx1%" 6000s TFL2314 1262 6 10d 2 10dx1'h" 6000s THF23140 1350 18 10d 2 10dx1'f" 6000s SKH2324LIR 1562 16 10d 10 10dx1'A" 6500s TFL2514 1262 6 10d 2 10dx11/" 6500s THF26140 1350 18 10d 2 10dx1'/" 6500s SKH2524UR 1562 16 10d 10 10dx1%" 60s TFL2314 1262 6 10d 2 10dx1%" 60sHFT23140 1350 18 10d 2 1Odxt/22" 60s SKH2324LIR 1562 16 10d 10 10dx11W' 90s TH035140 1625 121 10d 210&11/2" 90s THF35140 1650 20 10d 210&11/" 90s SKH414LIR 2050 22 16d 10 16d 4500s TFL1716 1081 6 10d 2 10dx1%" 4500s THF17157 1475 24 10d 2 10dx1/" 4500s SKH1724LIR 1690 16 10d 10 10dxlh" 5000S TFL2016 1087 6)10d 2 10&1'h" 5000s THF20157 1465 24 10d 2 10dx1112" 1 5000s SKH2O24LIR 1562 16 10d 10 10dx1''A" 16" 6000s TFL2316 1268 6)10d 2 10dx1%" 6000s THF23160 1362 22 10d 2 10dx1Y::" 6000s SKH2324LIR 1690 16 10d 10 10dx1'A" 6500s TFL2516 1268 6 10d 2 10dx1'/2" 16„ 6500s THF26160 1362 22 1Od 2 1Odx1'/" 16 6500s SKH2524L/R 1690 16 10d 10 10dx1'/" 60s TFL2316 1268 6 10d 2 10dx1'/" 60s THF23160 1362 22 10d 2 10dx1%" 60s SKH2324LIR 1690 16 10d 10 10dx1%" 90s TH035160 1660 12 tOd 2 10dx1%" DoMioist -.T'ob Flang THO Double BPH 90s THF35157 1687 22 tOd 2 10dx1'/" Double Joist ace'Moun! THE Double HD 90s SKH414LIR 2250 22 16d 10 16d aid Slope and SkewJoigt anger LSSH JoistDeth BCl® Hanger Capacity Ibs Header Ng Joist Joist De th gCl® Hanger Capacity Ibs Naili Header JoistDepthJoist BCI® Hanger Capacity Ibs Nailina Header Joist ` 4500sl TH035950 2050 10 10d 210dx1Y2" 4500s THF35925 1370 12 10d 210dx1'/1" 4500s LSSH179 114 10 10d 7 Odx1%" 5000s TH020950.2 2330 10 16d 6 10d 5000s THF20925.2 1390 12 10d 6 1Od 9,/2'. 5000S LS H2O 1140 0 10d 7 10dx1' " 9k 6000s TH023950-2 2825 10 16d 6 1Od 9/ 6000s THF23925-2 THF25925.2 1625 14 10d 6 1Od 6000S LSSH23 1140 10 10d 7 10dx1'i' 6500s LSSH25 1412 10 10d 7 10dx1%" 6500s I TH025950.2 2825 10 16d 6 10d 6500s 1390 12 10d 6 10d 4500s LSSH179 1140 10 10d 7 10dx1Y" 4500s TH035118 2050 10 10d 4500s THF35112 1825 16)_10d 10dx11/" 5000s LSSH2O 1140 10 10d 7 1O&I'W' 5000s TH020118-2 2330 2)10dx1'r4' 10 16d 6 10d 5000s THF20112.2 1855 16 10d 2) 6)10d 6000s LSSH23__. 1140 10 10d 7 10dx114" 6000s TH023118-2 2925 10 16d 6 10d 6000s THF23118-2 1855 16 10d 6 10d 11 6500s L H23 1140 10 1Od 7 10dx12 6500s TH025118-2 2925 10 16d 6 10d 11%" 6500s THF25118-2 1855 16 10d 6 10d 60s LS H23 1140 14 16d 2 10dx11z' 60s TH023118-2 3212 10 16d 6 109 60s THF23118-2 1855 16 10d 6 10d 90s L 35 1920 14 16d 12 10dx1' 500s LSSH179 1140 10 10d 7 10dx1'/" 90s BPH71118 3455 10 16d 6 10d 90s I HD7120 2255 16 16d 6 10d SOOOs L H2O 1 140 0 10d7 1Odx1"' 6000s 4500s TH035140 2315 10d 210dx1Y::" 4500s THF35140 2320 16 10d 210dx1Y" LS H23 1140 10 10d 710dx1'/" SOOOs TH020140-2 2330 12 10 16d (6)10d SOOOs THF20140.2 2320 20 10d 6 10d 14' 6500s L SH23 1675 10 10d I 7 10dx1Y" 14 6000s TH023140.2 3350 12 16d (6)10d 6000s THF23140-2 2540 20 10d 6 1Od 60s LSSH23 1140 14 16d 12 10dx1%' 6500s TH025140-2 3350 12 16d 6 10d 14 6500s THF25140-2 2500 20 10d 6)10d 90s LSSH35 1920 14 16d 12 10dx1'h" 60s TH023140-2 3535 12 16d 6 10d 60s THF23140-2 2540 20 10d 6 10d 4500s LS H 79 1140 10 10d 7 10dx1'2' 90s BPH7114 3455 10 16d 6 10d 90s HD7140 2820 20 16d 8 10d 5000s LSSH20 1140 10 10d 7 Odx1Y2" 6000s L 2 1140 10 IOd 10dx1Y" 4500s TH035160 2359 12 10d 2 10dx11/" 4500s THF17157-2 2425 22 10d 2 10dx1'/2" 16" 6000s L 23 1825 10 10d 7 10dx1' " SOOOs TH020160-2 2330 10 16d .6 10d 5000s 60s H23 1140 14 16d 12 1Odx11h" 16" 6000s TH023160.2 3137 12 16d 6 10d 6000s THF23160-2 3050 24 10d 6 10d 9 s 5 19 0 4 16d 0 6500s TH025160.2 3137 12 16d 6 10d 16„ 6500s HF25160.2 3000 24 10d 6 10d U S P For more information, STRUCTURAL contact CONNECTORS' USP Structural Connectors at 1-800-328-5934 or General Notes www.uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI® Joist end reaction capacities —whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI® Joist slope exceeds W per foot. Leave'/is" clearance ('ls"maximum) between the end of the supported joist and the head of the hanger. For BCI®Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir orsouthern pine species). Minimum support width far single- and double -joist top hangers is 3": (1Y" for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 1W and 2", respectively. 60s TH023180.2 3535 12 16d 6 10d 60s THF23160-2 3050 24 10d 6 10d 90s BPH7116 3455 10 16d 6 10d MSH 90s HD7160 3385 24 16d 8 10d TM P Joist Depth BCI® Hanger Capacity Ibs NailingJoist Header Joist Depth BCI® Hanger Capacity Ibs Fastener Toi)PlateF Rafter 4500s 4500s TMP175 1125 6 10d 4 10dx11/2" 5000S 5000S TMP21 1125 6 10d 4 10dx1'/" 9,„ 6000s 9,„ 6000s TMP23 1375 6 10d 4 1Odx11/2" 6500s 6500s TMP25 1375 6 10d 41Odx11/2" 4500s 4500s TMP175 1150 6 10d 4 10dx1 /2" 5000s 5000s TMP21 6 10d 4 10dx11/V 6000s MSH2322 1431 6 10d 4 10dx1 /"' 6000s TMP23 1.290 1425 6 10d 4 10dx1 /" 6500s MSH322 1431 6 10d 4 10dx1'A' 11 /B 6500s TMP25 1425 6 10d 4 10dx1'/" 60s MSH2322 1431 6 10d 4 10dx11" 60s TMP23 1425 6 10d 4 10dx1Y" 90s MSH422 1862 6 10d 6 10d 90s TMP4 1800 6 10d 4 10dx1Y' 4500s MSH1722 1550 6 10d 410dx1' " 4500s TMP175 1150 6 10d W 1Odx11/2' 5000s 5000s TMP21 6 10d 4 1Odx1'h" 6000s MSH2322 1550 6 10d 410dx1Yi' 6000s TMP23 1290 1525 6 10d 410dx1Y" 14" 6500s MSH322 1550 6 10d 4 10dx1Yi' 14 6500s TMP25 1525 6 10d 4 1 Odx1'/" 60s MSH2322 1550 6 10d 410dx1Y" 60s TMP23 1525 6 10d 410dx1'i' 90s 90s TMP4 1850 61 10d 410dx1'/2" 4500s MSH1722a16686 4 10dxV/2" 4500s TMP175 1150 6 10d 4 10dx1%" 5000s 5000s TMP21 1290 6 10d 4 10dx1'R'mount 6000s MSH2322 4 10dx1'/" 6000s TMP23 1550 6 10d 4 10dx11W 16 6500s MSH322 4 10dx11/" 16 6500s TMP25 1550 6 10d 4 10dx1% 60s MSH2322 410dx1'/" 60s TMP23 1550 6 10d 410dx11A 90s 90s ITMP4 1900 6 10d 410dx1'z' Boise Cascade EVJ • Eastern Soea er Guide • OW0412015 Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainabil ity/certification -audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade I Lifetime Guaranteed Quality and Performance I Boise Cascade warrants its BCI° Joist, I VERSA -LAM°, and ALLJOIST° products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance j specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide j k! Engineered Wood Products are available as PEFCO Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. If in doubt, ask! For the closest Boise Cascade EWP i distributor/support center, call 1-800-232-0788 F BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning® Copyright © Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RECORD COPY RE: WP0084 - WP0084 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WP0084 Model: 2095 Tampa, FL 33610-4115 Lot/Block: 84 Subdivision: Wyndham Preserve Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 16 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that i am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 1 Seal# T12275580 Truss Name C1 Date 10/16/17 12 1 T12275581 1 C3 _ L 10/16/17 j3 I T12275582 1 C5 1 10/16/17 14 , T12275583 J E7 _ 1 10/16/1.71 5 1 T12275584 1 E7A 10/16/17 6 1 T12275585 1 H7 _ 10/16/17 17 j T12275586 T01 _ 1 10/16/17 1 18 _I T12275587 I T02 1 10/16/17J L 9 IT12275588IT03 t10/16/1 J 10 1 T12275589 I T04 1 10/16/171 11 T12275590 T05 10/16/17 1 112` 1 T12275591 T06 _ 1 10/16/17 f 113 1 10/16/17 1 114 1 T12275593_j T08 ^1_10/16/17J 115 I T12275594 I T09 1 10/16/117 116 I T12275595 I T10 1 10/16/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 0 9380 o: :4r= STATE OF :441 4OR O• •N, ss,ON AL E? C . 111111 Thomas A. Albani PE No.39380 Mlrek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2017 Albani, Thomas 1 of 1 Job Truss ITruss Type Qty Ply T12275580 WP0084 r C1 Jack 4 1 WPOO84 Corner Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 09V s Aug 10 Lull Mi I ek mOUsrnes, Inc, Mon — io --— , Faye , ID:8JVZMICe38_omgpXOyQpGIycRbP-sD_I5R8Dg_5R72JJIulCgbVgC63HkUuRmZ1 HmxySg51 1-0-0 1-0-0 Scale = 1:8.9 3x8 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pUrlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=135/0-3-8, 3=-9/Mechanical, 4=-2/Mechanical Max Horz 5=45(LC 9) Max Uplift5=-98(LC 8), 3=-10(LC 9), 4=-2(LC 1) Max Grav5=135(LC 1), 3=9(LC 8), 4=13(11C 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right oxposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been desinned 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 5, 10 lb uplift at joint 3 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and piopedy Incogwrate. this design into the overall building design. Bracing indicated is to prevent trickling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314, Tampa. FL 33610 Job Truss Truss Type Oty Ply WPOO84 T72275581 W P0084 r C3 Corner Jack 4 t Job Refe eLoonal EA;7ek induetden r.Ann n,l 1A 1A AA AR 9017 Page 1 Builders FirstSource, Tampa, Plant City. Flonda 33566 ,..... s .,ug • • •-• •• •---•••- Inc•••-...._.. __.. - ..._ ..__ -_ _.,,_ ID:8JVZMICe38_OmgpXOyOpGlycRbP-sD_15R8Dg_5R72JJlulCgbVf862rkUuRmZ1 HmxySg51 1-0-0 ' 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSh DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.22 Vert(LL) 0.00 4-5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.01 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a rVa 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 BOT CHORD REACTIONS. (lb/size) 5=178/0-3-8, 3=63/Mechanical, 4=28/Mechanical Max Horz 5=84(LC 12) Max Uplift5=-87(LC 8), 3=-78(LC 12) Max Grav5=178(LC 1), 3=63(LC 1), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.1 PLATES GRIP MT20 244/190 Weight: 11 ib FT=20! Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO L=1.60 2) This truss has been designed fora 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 87 lb uplift at joint 5 and 78 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11471.7473 rev. 1010372015 BEFORE USE. sqw Design valid for use only with MlTek6 connectors. this design is based only upon parameters shown, and is for an Individual building component, not - ! a truss system. Before use, the building designer must verify the applicability of design parameteis and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional ieml:xxary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fakrrication. storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPi t Quality Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available frorn Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Truss Truss Type Qty Ply: eference 4 T12275562Fob84rGSCornerJack4 optional) D Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 3.8 11 s Aug io 201 ,, ek Inuo,ues, .....c, .. ,,,, I D:8JVZMICe38_OmgpXOyQpG 1 ycRb P-KPX7JngrR I D I kCuWsbG RNo21_VKMTx8a_Dm rJ NySg50 5- 0-0 5- 0-0 0 N NScale = 1:18.6 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dei'I L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.07 4-5 >866 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 5=247/0-3-8, 3=116/Mechanical, 4=54/Mechanical Max Horz5=135(LC 12) Max Uplift5=-113(LC 12), 3= 134(LC 12) Max Grav5=247(LC 1), 3=116(LC 1), 4=89(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-205/273 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcttrrent 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 113 lb uplift at joint 5 and 134 lb uplift at joint 3. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model Was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mllekn connectors. This design is based only upon parameters shown, and is for an Individual building component, not a to rss system. Before use, the building designer must verify the arKplicahillly of design parameters and plolx>rly incogwrate this design into the overall building design. Bracing indicated is to prevent Ixrckling of individual truss web a'1d/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal trill iry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANS1/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12275583 W P0084 r E7 Jack -Open 26 1 WPOO84 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 r.O9V 5 nu9 io zV i r —I— ITI—ITIns, mo. ""'1 — o -- I I I-vo ID:8JVZMICe38_OmgpXOyQpGlycRbP-KPX7JngrRIDlkCuWsbGRNo2fgVHJTx8a_DmrJNySg50 1-0-0 7-0-0 1-0-0 7-0-0 Scale = 1:21.7 3x8 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) 0.11 4-5 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.28 4-5 >288 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.08 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2Y4 SP No.3 REACTIONS. (lb/size) %5=318/0-3-8, 3=170/Mechanical, 4=76/Mechanical Max Horz 5=178(LC 12) Max Uplift5=-143(LC 12), 3=-178(LC 12) Max Grav5=318(LC 1), 3=170(LC 1), 4=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-259/300 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 143 lb uplift at joint 5 and 178 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,01-7473 rev. 101012015 BEFORE USE. s Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer Inustverify the applicability of design parameters and property incorporate this design into tine overall ant building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply WPOosa T12275564 W P0084 , E7A Jack -Open Supported Gable 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.ovu s Auy 16 2017 j uwo,,,- .C. C-F, ...0 agG I D:8JVZMICe38_OmgpXOyQpG 1 yc RbP-oc5V W 6ATCbL9M MTiQJngvob? Mv1SCNvkDtW OrpySg5? 1-0-0 7-0-0 1-0-0 7-0-0 Scale = 1:22.1 9 a 7 3x6 11 2X4 11 2X4 11 2X4 11 Plate Offsets (X Y) 12:0-4-4 0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.00 1 nlr 120 BCLL 0.0 * Rep Stress incr YES WB 0.10 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-7-4 REACTIONS. All bearings 7-0-0. lb) - Max Harz 2=213(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8 except 9= 173(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7, 2, 8, 9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-354/182, 3-10=-348/182, 4-10=-346/191 WEBS 5-8=-101/267, 4-9= 172/322 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing- NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-10-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.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) 7, 2, 8 except (jt=lb) 9=173. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 10/03f2015 BEFORE USE. Design valid for use only with MiTeWD, connectors. This design Is based only upon parameters shown, and is for an individual building component, not - - a 1n.Iss system. Before use, the building deskgnei must verify the applicability of design parameters and piopolly incorporate this design into the overall ®®® building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporay and permanent bracing WOW is always required for stabillty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply W Po084 T12275585rJobPU084H7IDiagonalHipGirder21 Job Reference o rational) o v e Builders FirstSource, Tampa, Plant tarty, Florida, 66 y ., I D:BJ VZMICe38_OmgpXOyQpG 1 ycRbP-oc5V W 6ATCbL9MMTiQJngvObxBvecCL9 kDtW OrpySg5? 1-5-0 5-11-9 a-to-t:s 1-5-0 5-11-9 3-11-3 S-11-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.04 6-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code FBC2014JTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 8=393/0-4-15, 4=201/Mechanical, 5=387/Mechanical Max Horz8=238(LC 4) Max Uplift8=-229(LC 4), 4=-191(LC 4), 5=-176(LC 8) Max Grav8=393(LC 1), 4=238(LC 18), 5=387(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-351/234, 2-3=-598/201 BOT CHORD 7-8=-376/545, 6-7=-376/545 WEBS 3-7=0/264,3-6=-637/439 13 Scale = 1:21.9 to _ PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 9-6-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=229, 4=191, 5=176. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2_ 2(F=26, B=26)-to-4=-134(F=-40, B= 40), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312016 BEFORE USE. sq® Design valid for use only with Milek© connectors. Ibis design Is based only upon parameters shown, and is for an individual b uiidtng component, not p a truss system. Before use, file building designer must verify file applicability of design pavan ieters and properly incoq:,xato this design into tare overall S building design. Bracing indicated is to prevent buckling of individual Ii1SS web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible Pei srxral injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply WPOO64 T T12275566 W P0084 T01 Halt Hip Girder 1 Job Reference (optional) Builders FirstSource, l ampa, Plant Cry, Honda 33Stiti 7 . ^.a i v Zv" '^' _^ "'" '•'" "C'` " - ID:8JVZMICe38_OmgpXOyQpGlycRbP-GofukS65zvT6_V2u_OJvSD720JXdxcViSXFxNGySg5_ 1-0- 7-0-0 12-1-1 17-0-6 21-11-10 26-10-15 32-0-0 1-o-0 7-0-0 5-1-1 4-11-5 4-11-5 4-11-5 5-1-1 6x12 MT20HS = 5.00 12 Scale = 1:57.0 2x4 I 2x4 II 3x8 = 5x6 = 5x12 = 3x4 8x10 16 15 14 13 12 11 It/ 3x6 11 5x8 = 6A2 MT20HS 5x12 = 2x4 I 6x8 = 2x4 I I 10-15 Plate Onsets (X,Y)-- 2:Edge,0-4-11) f3.0-4-4 0-3-81 110:tdcle 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) OA8 13-15 799 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) 0.66 13-15 575 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 214 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except* TOP CHORD 1-3:2x4SPM31 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 WEBS WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 10=2593/0-3-8, 2=2452/0-3-8 Max Horz 2=211(LC 7) Max Upliftl0=-1602(LC 5), 2=-1429(LC 4) Max Grav 10=2784(LC 18), 2=2601(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5681/3020, 3-4=-6797/3831, 4-5=-6795/3828, 5-6=-6033/3456, 6-7=-6033/3456, 7-8=-6033/3456, 9-10=-281/268 BOT CHORD 2-16=-2817/4960, 15-16= 2828/5003, 14-15= 4061I7012, 13-14=-4061(7012, 12-13= 4061 /7012, 11-12=-2177/3716, 10-11=-2177/3716 WEBS 3-16=-266/959, 3-15=-1232/2067, 4-15=-717/683, 5-15=-435/257, 5-13=0/327, 5-12=-12691710, 7-12=-593/589, 8-12=-1537/2706, 8-11=0/337, 8-10=-4385/2518 Structural wood sheathing directly applied or 2-6-7 oc purlins, except end verticals. Rigid ceiling directly applied or 4-11-8 oc bracing. 1 Row at midpt 8-10 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1 0=1 602, 2=1 429. 8) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 752 lb down and 325 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 10/012015 BEFORE USE. Design valid for use only with MllekO connectors. this design is based only upon parameters shown, and is for an Individual building component. not - a trrlSS sysiern. Before rrse, the ixlilding designer must verify the aplDlicabilityof design paramelers and properly incogxxate ibis design into the overall building design. Bracing Indicated Is to prevent ixrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply T12275586 W POO84 T01 Half Hip Girder 2 1 WPOO84 Job Reference (optional) Builders FlrstSource, l ampa, Plant City, Honda 33bbb LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-9=-118(F=-64), 2-16=-20, 10-16=-44(F=-24) Concentrated Loads (lb) Vert: 16=-475(F) y io cv i i ,-- amu oo m -- ,, — oyo ID:8JVZMICe38_OmgpXOyQpGlycRbP-GofukSB5zvT0_V2u_OJvSD72oJxdxcVtSXFxNGySg5_ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with Milek6 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a tars system. Before use, the building designer must verify the applicability of design parameters and properly incoilxxate this design info 1110 overall building design. Bracing indicated Is to prevent I:wckling of individual miss web and/or chord members only. Additional temporary and permanent bracing MiTeke is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-84 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trorn Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply W Pooaa T122715 87 W P0084 T02 Hip 2 t Job Refere(opfional) 6-1-11 9-0-0 6-1-11. 2-10-4 snnFig 7-0-0 ID:8JVZMICe38_0mgpXOyQpG1ycRbP-k_DGxoCkkDbsbfd5Xkg8_RgFxjDgg7?0hB?VuiySg4z 23-0-0 25-10-1 31-11-8 7-0-0 2-10-1 6-1-7 4x6 = 3x8 = 46 = 5 16 6 17 7 Scale = 1:56.8 5x8 11 13 t z 1 1 5X8 11 3x8 = 5x6 = 3x8 = 7-n-n Plate Offsets (X Y) 12 0-3-0 0-3-0) LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.21 12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) 0.40 2-13 951 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.13 10 n/a n1a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-3-10, Right 2x4.SP No.3 3-3-10 REACTIONS. (lb/size) 10=1182/0-3-0, 2=1237/0-3-8 Max Horz 2=-111(LC 17) Max Upliftl O=-528(LC 13), 2= 573(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2197/1076, 3-14=-2118/1085, 3-15=-2119/1084, 4-15=-2068/1094, 4-5=-2018/1027, 5-16=-1870/995, 6-16= 1870/996, 6-17=-1868/989, 7-17=-1868/989, 7-8=-2015/1021, 8-18=-2063/1086, 9-18= 2114/1076, 9-10=-2192/1077 BOT CHORD 2-13=-894/1909, 12-13=-1007/2315, 11-12=-1007/2315, 10-11=-882/1904 WEBS 5-13=-168/490, 6-13=-620/364, 6-11=-624/363, 7-11 =-1 66/488 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=6.opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 9-0-0, Exterior(2) 9-0-0 to 27-6-4, Interior(1) 27-6-4 to 31-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=528, 2=573. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. e WARNING- Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE - Design valid for use only with Milek!9 connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not - a truss system. Before use, the building designer must verify the applicability of design paraineteis and properly Incogxxate this design into the overall p Wilding design. Bracing indicated is to prevent truckling of Individual truss web and/or chord members only. Additional ter porary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss syslems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply W P0084 TI2275_1.8 WP0084 T03 Hip 2 1 Job Referen.otional Builders FirstSource, Tampa, Plant City, Honda 33566 1.— 1.1i — — 1 — "'•'G' ' ' ^' -_ I. ' _ ' ID:8JVZMICe38_OmgpXOyQpGlycRbP-CBne98CMVWjjDpCH5RLNXeDOE7ZzPhUAvgk2R8ySg4y 1-0- 6-11-2 11-0-0 16-0-0 21-0-0 25-0-10 31-11-8 1-0-0 6-11-2 4-0-14 5-0-0 _ 5-0-0 4-0-10 6-10-14 3x8 11 4x6 = 4x6 = 3x4 = 5 256 26 7 2z4 II 3x8 = 4x6 = 3x8 = 2x4 11 Scale = 1:56,8 3x8 11 6-11-2 11-0-0 21-0-0 zo-u-1 u o f - 1 1-o 6-11-2 4-0-14 10-0-0 4-0-10 6-10-14 Plate Offsets (X Y) j2 0 5 4 Edge], (10 0-5-8 Edge) LOADING(psf) SPACING- 2-0-0 CSL DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.25 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.71 12-14 >544 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) OA3 10 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix-M) Weight: 165lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-6-0, Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 10=1182/0-3-0, 2=1237/0-3-8 Max Harz 2=142(LC 12) Max Upliftl0=-525(LC 13), 2=-570(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 547/12, 3-24=-2133/1044, 4-24— 2032/1046, 4-5= 1902/974, 5-25=-1731/950, 6-25=-1731/950, 6-26=-1730/943, 7-26=-1730/943, 7-8=-1900/966, 8-27= 2026/1036, 27-28— 2064/1035, 9-28=-2127/1020, 9-10=-505/4 BOT CHORD 2-15=-881/1912, 14-15=-881/1912, 14-29= 820/1874, 13-29=-820/1874, 13-30=-820/1874, 12-30=-820/1874, 11-12=-861/1906, 10-11=-861/1906 WEBS 4-14=-269/295, 5-14= 171/483, 6-14= 314/270, 6-12=-315/270, 7-12=-182/482, 8-12=-265/294 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 11-0-0, Exterior(2) 11-0-0 to 25-6-4, Interior(1) 25-6-4 to 31-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 10=525, 2=570. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MlTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not air uss system. Befoie use, 111e building designer must verify the opplicabilify of deslgn lx1ranelers and properly incortxxate this design into file overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible rx'rsonal Injury and property damage. For general guidance regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply WPOOBa T12275589 W P0084 T04 Hip 2 1 I Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug i 6 20 i / mi i eK inausid-, m mun — i o -- .w. .... rave , I D:8JV ZMICe38_OmgpXOyQpG 1 yc RbP-gNLOMU D_GgrarzmTf8sc4slbv W xO87uJ8 U UczaySg4x 1-0- 8-0-2 13-0-0 19-0-0 23-11-10 31-11-8 1-0-0 8-0-2 4-11-13 6-0-0 4-11-10 7-11-14 Scale = 1:56.8 5x8 = 4x6 = 17 18 19 6 I 0 3x8 11 14 13 11 lu 3x8 11 2x4 3x8 = 2x4 4- 4-1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.12 11-13 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.77 1 Verl(TL) 0.29 2-14 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.12 9 n/a Wa BCDL 10.0 Code FBC2014lTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 4-3-13, Right 2x4 SP No.3 4-3-12 REACTIONS. (lb/size) 9=1182/0-3-0, 2=1237/0-3-8 PLATES GRIP MT20 244/190 Weight: 170 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. Max Horz 2=-154(LC 17) Max Uplift9=-521(LC 13), 2=-566(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2186/1000, 3-15=-2150/1002, 3-4= 2072/1021, 4-16=-1748/911, 5-16= 1738/927, 5-17= 1573/906, 17-18=-1573/906, 18-19=-1573/906, 6-19=-1573/906, 6-20=-1738/919, 7-20— 1748/903, 7-8— 2067/1013, 8-21= 2119/996, 9-21=-2181 /994 BOT CHORD 2-14=-850/1913, 13-14=-850/1913, 12-13_ 603/1573, 11-12=-603/1573, 10-11= 807/1908, 9-10=-807/1908 WEBS 4-14=0/262, 4-13=456/367, 5-13= 151/393, 6-11 =- 112/391, 7-11= 452/368, 7-10=0/260 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 13-0-0, Exterior(2) 13-0-0 to 23-6-4, Interior(1) 23-6-4 to 31-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 9=521, 2=566. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. q® Design valid for use only with MiTekG connectors. This design is based only upon parameters shown, and is for an individual building component, not a tins system. Before use, the building designer must verify the rarVilcability of design I:aararneters and properly Incoq xate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporay and permanent bracing Is always required for stability and to prevent collapse will) possible personal injury and property damage. for general guidance regarding the MiTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DS8-89 and BCSt Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply WP0084 T12275590 W P0084 T05 Hip 2 1 Job Reference o tional Builders FirsiSource, Tampa, Plant Urty, Florida 33566 ^tea 10 2^ _^ 8z^••• • ^ • • • _ - ID:8JVZMICe38_OmgpXOyQpG1ycRb -avOZ Ec1RS7LfDsNrc3lhzwH4togTN8DgV1ySg4w 11-0-q 7-7-3 15-0-0 17-0-0 24-4-13 32-0-0 100 7-7-3 7-4-13 2-0-0 7-4-13 7-7-3 I 5.00 12 4x6 = 46 = 6 19 7 Scale = 1:57.2 5x8 II 1b I rJ .I 5x8 II 2x4 11 2x4 II Io 7-7-3 15-0-0 17-0-0 24-4-13 32-0-0 7-7-3 7-4-13 2-0-0 7-4-13 7-7-3 Plate Offsets (X Y) f870 0 0 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.24 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.44 15-16 >878 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.12 11 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 9-13 SLIDER Left 2x4 SP No.3 4-1-2, Right 2x4 SP No.3 4-1-2 REACTIONS. (lb/size) 2=1239/0-3-8, 11=1183/0-3-8 Max Horz 2=-176(LC 13) Max Uplift2_ 562(LC 12), 11=-518(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17= 2230/962, 3-17=-2155/962, 3-4— 2157/982, 4-5=-1626/802, 5-18= 1567/804, 6-18=-1547/819, 6-19=-1435/823, 7-19=-1435/823, 7-20=-1547/827, 8-20=-1567/813, 8-9=-1627/806, 9-10=-2097/980, 10-21 =-21 59/962, 11-21=-2234/959 BOT CHORD 2-16= 904/1960, 15-16=-904/1960, 14-15= 472/1435, 13-14=-472/1435, 12-13=-787/1966, 11-12=-787/1966 WEBS 4-16=0/304, 4-15=-660/507, 6-15= 130/365, 7-13= 1381366, 9-13=-666/512, 9-12=0/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-2-6, Interior(1) 2-2-6 to 15-0-0, Exterior(2) 15-0-0 to 17-0-0, Interior(1) 21-6-5 to 32-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=562, 11=518. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valld for use only with MiTek© connectors. This design Is based only upon paramelers shown. and Is for an Individual building component not - a inrss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into file overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qiy Ply W P0084 T12275591 W P0084 T06 Common 3 1 Job Reference (o tional M'T k I d t Incon Oct 16 1434:44 2017 Page 1 Builders FirstSource, Tampa, Plant City, Florida 33566 T640 s Aug 16 2017 I e n us r . nc. ID:8JVZMICe38_OmgpXOyQpGlycRbP-dmTnnAFEoR514HwsmZu49HrgPKdcc2VcbozilTySg4v t O q S 1 12 16-0-0 23-10-4 32-0-0 3-0-9 10-0' 8-1-12 7-10-4 7-10-4 8-1-12 1 00 4x6 - 5.00 F12 Scale = 1:55.9 5X8 14 I ° oxas 1 2x4 11 Sx8 = 2x4 8-1-12 8-1-12 16-0-0 7-10-4 4o-'lu-w 7-10-4 Plate Offsets (X Y)-- f7.0-0-0 0-0-01 f13 0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 1 Vert(LL) 0.14 13 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) 0.35 12-13 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 4-4-11, Right 2x4 SP No.3 4-4-11 REACTIONS. (lb/size) 2=1238/0-3-8, 10=1238/0-3-8 Max Horz 2=-185(LC 17) Max Uplift2=-560(LC 12), 10=-560(LC 13) PLATES GRIP MT20 244/190 Weight: 162 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-1-3 oc bracing. WEBS 1 Row at midpt 8-13, 4-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15= 2209/896, 3-15=-2173/899, 3-4= 2062/919, 4-5— 1564/714, 5-16=-1481/724, 6-16=-1468/736, 6-17= 1468/736, 7-17=-1481/724, 7-8=-1564/714, 8-9=-2062/919, 9-18=-2173/899, 10-18=-2209/897 BOT CHORD 2-14=-888/1940, 13-14=-888/1940, 12-13=-704/1940, 10-12=-704/1940 WEBS 6-13=-213/725, 8-13= 685/523, 8-12=0/313, 4-13= 685/522, 4-14=0/s13 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-2-6, interior(1) 2-2-6 to 16-0-0, Exterior(2) 16-0-0 to 19-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 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) x This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=560, 10=560. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(D connectors. flits design is based only upon parameters shown, and is for an individual building component, not a tri.rss system. Before use, the building designer roust verify the aixalicability of design palcuneters and properly lncoq xate this design into the overall building design. Bracing indicated is to prevent truckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job — Truss Truss Truss Type WPooBa T12275592 W P008a Monopitch Supported Gable 7171 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 T640 s n y 16 2017 N,1, ek 1F.usirles, „c. ,.,On ..0..y.. . I D:8JVZMICe38_OmgpXOyQpG 1 yc RbP-dmTnnAFEo R514HwsmZu49H rl fKm Lc6vcbozi l TySg4v 1-0-0 5-0-0 1.0.0 5-0-0 Scale = 1:14.4 3x8 11 2x4 11 2x4 11 Plate Offsets (X,Y)-- j9 0 4-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Ved(TL) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 5-0-0. lb) - Max Horz9=98(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 5, 6, 7 except 9= 106(LC 8), 8— 155(LC 12) Max Grav All reactions 250 lb or less at joint(s) 9, 5, 6, 8, 7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-140/336 WEBS 3-8=-150/355 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 5-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6, 7 except Qt=lb) 9=106, 8=155. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design paramelers and ixopelly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type city Ply WPo084 T12275593 W P0084 T08 Monopitch 9 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug io 20i r W Lek ind—i6—, 4— M—, 0,i 16 1434.4, 201 i mage I D:8JV ZMICe38_OmgpXOyQpG 1 yc RbP-5yO9_W FSYID 91QV2K H PJ hU N BVk5XLXc mgSiGavySg4u 1-0-0 5-0-0 100 500 5 3x8 11 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 4-5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 002 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 7 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 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=243/0-8-0, 7=146/0-3-8 Max Horz 5=89(LC 9) Max Uplift5=-165(LC 8), 7=-98(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-204/274 Scale = 1:14A 3x4 = 0 0 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-6-12 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO L=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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Ot=lb) 5=165. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before rrse, the building designer must verify the applicability of design parameters and Ixoperly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporay and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of busses and 1nISS systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12275694 WP0084 , T09 Monopilch 3 t WPOO114 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.ovu s Hug io zu i r im i erc r ws es, Inc. -U i 16 4:34:4, 40 i i Faye I D:8JVZMICe38_OmgpXOyQpG 1 yc RbP-5yO9_W Fs YI D9iQV2K H PJ hU NBVk5XLXcmgSiG avySg4u 5-0-0 1-0-0 5-0-0 3x8 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud TCLL -20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 4-5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.02 4-5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014rFP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=243/0-8-0, 7=146/0-3-8 Max Horz 5=89(LC 9) Max Uplift5=-165(LC 8), 7=-98(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-204/274 Scale = 1:14.4 3x4 = PLATES GRIP MT20 244/190 Weight 22 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-6-12 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 5=165. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10103P2015 BEFORE USE. Design valid for use only with Mllek® connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not a hrrss system. Before use, the building designer must verify the appllcalAry of design parameters and properly incogxxate this design into the overall only. Additional temporary and permanent bracing YYY MiTek* building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and muss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaltable From Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72275595 w P0064 . T10 GABLE 1 7 WPOO84 Job Reference (optional) Builders FirstSource, Tampa, Plant Cry, Florida 33566 1-0-0 7.640 s Aug 16 2011 MI eK industries, Inc. Mon uct 16 14:J4:41i LU1 / rage 1 I D:8JVZMICe38_OmgpXOyQpG 1 ycRbP-Z8aXCsG UJ2LOJa4Eu_xYEiwNw8Ss40iv36Sp6MySg4t 5-0-0 5-0-0 3x8 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSl. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 1 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n1a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-0-0. lb) - Max Horz 9=132(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 9=-128(LC 8), 8=-130(LC 12) Max Grav All reactions 250 lb or less at joint(s) 5, 7, 9, 6, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.4 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20 Structural wood sheathing directly applied or 5-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult_140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1- 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) 9=128, 8=130. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M!TekcD connectors. this design is based only upon parameters shown, and is for an Individual building component, not - a III .ISS system. Before use, the building designer must verify tlx: applicability of design Ixrrametels and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSi/TPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0-1/ l brr For 4 x 2 orientation, locate plates 0-'/O from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE n The first dimension is the plate 44x width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. B-CSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System A General Safety Notes 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS 0 O 0 n- C) r-- 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MOITeko MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. rroouczs BEARING HEIGHT SCHEDUPIotIDLengthProductPLIesNetQt Jul 38-00-00 16' BCI7 6000s-1.8 1 6 J0 J03 24-00-00 18-00-00 16' BCI7 16' BCI7 6000s-1.8 6000s-1,8 1 1 1 3 JOB # 18-00-V 16' 3CI7 6000s-1.8 1 1 J03 Z7-00-00 16' BCI7 6000s-1.8 1 2 J04 17-00-00 16' BCI7 6000s-1.8 1 6 J0 7-00-00 16' BCI7 6000s-1.8 1 1 J05 5-00-00 16' BCI7 6000s-1.8 1 1 J07 4-00-00 16' BCI7 6000s-1.8 1 1 FG1 20-00-00 1 3/4' x 16' (2.0E 3100) LVL 2 2 RM1 38-00-00 1-1/8' x 16' BC RIM BOARD OSB 1 I RM1 16-00-00 1-1/8' x 16' BC RIM BOARD OSB 1 1 RM1 15-00-00 1-1/8' x 16' BC RIM BOARD OSB 1 1 Bkl 31-00-00 16' BCI7 6000s-1.8 1 1 0 i M 0cW c 1A-n-n v0 v 0 H3 v0 m 0 m 0 m0 m0 y0 H3 v0 m0 m0 m0 c co0 m 0 m0 m0 cm0 J06 J02 J02 J01 JOl JO1 J01 JO1 JOl J08 12-4-0 0 0 5-8-0 0 0 0 0 0 0 co 0 0 20-0-0 7 7-n-n n' n n m 17 0 0 0 0 0 0 0 0 0 0 0 V V U L) Cl CI C3 C3 CS C5 E7 E7 E7 E7 E7 7 E7 E7 of E7 0 E7 cu E7 M E7 7 7 E7 E7 E7 E7 E7 7 E7 7 E7 E7 E7 1. I I 1 11 k 1 11 11 1 11 7 1 - L 11 11 1 C7 7-0-0 24-0-0 7-0-0 Hanger List H3 IUS2,37/16 NOTES; L) REFER 1 2) VALLEY FRAMING) (INCLUDING BE SCGMP UNDER DECKED OR REFER TO DETAIL V105 FOR 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4J ALL TRUSSES ARE DESIGNED FOR 2' oz. MAXIMUM SPACING, UNLESS OTHERWISE NOTE 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD 0 SY42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRUSS HANGERS TO BE SIMPSON HTU26 UNLESS OTHERWISE NOTED. ALL FLOOR TRUSS HANGERS TO BE SIMPSON THA422 UNLESS OTHERWISE NOTED. 8.) BEAM/WADER/LINTEL GIDR) TO BE SHOP DRAWING APPROVA THIS LAYOUT IS THE SOLE SOURCE FDR FABRICATION DF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR I TRUSS LAYOUTS REVIEW AND APPROVAL OF THIS LAYOI BE RECEIVED BETTRE ANY TRUSSES VI L BE BUILT. VE CONDITIONS TO INSURE ADMT CHANGES THAT WILL RE! 8 qem mrey h4 i Builders Eirstkurce rlando PHONE, 407-851-2100 FAX, 407-851- Plant City PHONE, 813-759-5951 FAX, 813-75; Ashton Woods iU 2095 Elevation S VL AM WP0084 D, 0/16/17 Josh J r RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 3 7 4 6 Project Location Address 0' -DING—N SA}FC'RD As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 1 Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing-CertainTeed Asphalt Shingles FL5444-RIO Underla ments InterWra , Inc Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA, Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 6/9/2017 Florida Building Code Online YZ BCIS Home I log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts ( Publications I FBC Stay j BQS Site Map Links ( Search b(0tiM Product Approval 1yUSER: Public User i`. f,... ;..., .s Product Approval Menu > Product or Application Search > Application List > Application Detail FL 4 Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method 6 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) FL15000-R2 Revision 2014 Approved Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Vivian Wright rickw@rwbldgconsuitants.com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Lyndon F. Schmidt, P.E. PE-43409 National Accreditation and Management Institute 12/31/2018 Ryan J. King, P.E. Validation Checklist - Hardcopy Received FL15000 R2 COI Certificate Of Independence.pdf Standard Year AAM A/ W D M A/CSA101/1. 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://floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8p/`2fuCfc2MRiSC82v%3d%3d 1/3 6/9/2017 Florida Building Code Online FL15000 R2 Eauiv FL - 15000 Eouiv of Standards odf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 68 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.1.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 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-Classlc" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, )(X, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000 2 r)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "3" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.3 c. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000 3 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 3 od additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000 4 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 4 odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) i 15000.5 e. "Fiber -Classic" or "Smooth -Star" 18'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https:ilfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 1S000.S.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 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 "I" part number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.6.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FI-15000 R2 A.E 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 "I" part number doors, which have been stained or painted within 6 months of installation.) E7 rR Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida. is Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic. mail to this entity.. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012,..licensees licensed under Chapter 455, F.S. must provide the Deparment: with an email address If they have one. The emails provided maybe used for official communication with the licensee. However email addresses are. publicrecord. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 4S5, F.S., please click here . Product Approval Accepts: cChcci M Credit Card Safe https:ilfloridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2Zyi PozAnA6CzH Q3yM Kg2Hy8%g2fuCfc2M Ri SC82w%3d%3d 313 I CERIQR lei INTERTOR 36,0[rW,AX DOOR PANELY47CITH HORIZCNTAL CROSS SECTION DOOR PANEL 1:V 4.027 CLME0 gmEXTERlORINTERIOR oll RAC" STLE 'LFI73TSERCLASSIC) CLASSIC) fl 1.4p Q22R PANEL Fiber Classic 02/24/72 iNGE Se (FIBER TILE 11 RAIL ta N-T.S- CLIII) SE=N M. BY. tK2VERUCALCROSS J DOOR PANEL cm int LFS pp, FL- 15000.3 1/T{'WS WAL-4 • fN—. 25" STEEL TERIOR INTERCEPT SPACER 40 41 SEE NOTE 1 IN GLASS w/ SWC L(TE FRAME I AZfNG DMtl 13.9375" MAX. PANEL W}DTH 7.125' MAX D.LO. WIOTH 9 J 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS 1/Z'GLASS AIR SPACE 7"v, 25" STEEL TEMPERED ! RI INTERCEPT GLASS SPACER 40 29 SEE NOTE 1 5" INSULATED GLASS W/ PVC UTE FRAME GLAZING DETAIL 1/2" MIN, CLASS THK. 1/e," TEMPERED GLASS AIR SPACE 1 /8" TEMPERED GLASS E 1 SEE NOTE T 1 l HORIZONTAL CROSS SECTION 4 SIDEUrE PANEL i 0 1 ^215T 2599` ; eNti O 1A F• etl/w' a 42 1 PLASTIC UP LITE FRAME PIASIfC UP UTE FRAME EXTRUDED PVC FJCTTtUDEO SNC l VERTICALCROSECTION I I 4 sfDF1JTE PANEL 1. Spacing for item ,429 & J41 (tits, frame screws) II II" is as follows: From the bottom Up on sldes: 6.5, yam..., rv•r 2 1531'--{ I h--l.:;3"-1 1 with M more spaced at 9.675" o.c, there are (2) oNc.6Yc JK 4 screws both top and bottom at 2.125" in from each owr. n IFS SIDELITE PANEL 42 slDELR£ TOP & BO1Tabt 2Atl " SIDF hE BLANK SLOE 571LE comer. oPowy Smooth Star FINGER JOINTED PONDEROSA PINE, $O=0,43 F1N GE72 OJ INfEDPONDEROSAPINESGm0.43 FL-13000.3 soar 4 a 19 48 49 Idl MW. C4NK 1NTERlog 7 iff 72 direct set into the jamb W7th (12) Yem j43 a JS x 2" pth. Wood screw. There are 13 (4) -t Gaah V-)-UOQI jumb, from the top down ot 16 IM5-, Jf' 484- & 66. 7bry are (2) at the 21 header at 4" from the outside corners of fhff EIAN fTyp.) frame. There wL- (2) at the sfil, 4' From the outride comem- cnEXTERIOR0 r, 1\ HORIZONTAL CROSS SECTION 7 48 1-1/4` MIN. 49 EMB. (TYP) J,TMN 17 45 INTERIO 70 3 7 7 AC77M 1A 16 t., 43 J SEE NOTE I 35 U U EXTERIOR 21 9 43 — 02/24/124"2 '2 - 10 T.2 H.T's Fss VM. Eff, JK CWL 9r. us o, 2 HORiZONTAL CROSS SECTION tf 3 HORIZONTAL CROSS SECTION MAVM NO., a 7 78 FL--,5000..3 f' IIMUWON ll SHOWN FOR Q {I MASOhlRY 49 II REFERENCE Q II OPENING TYP. HEAD II MULLION II JAMBS II SHOWN FOR I I 11 Q REFERENCE II If I fl I II II 2X BUCK I1 1 ASTRAGAL 1I II SHOWN FOR 11 II Q REFERENCE 11 II R 11 fl Q 11 1! II II II II DOUBLE w /S IDE7 rEs BUCK ANCHORING MASONRY OPENING CONCRETE ANCHOR NOTES: T. Concmfe dndlarlacuftons afthe earners maybeadJusfed to mahlWn the mh. 2X BUCK edge defiance to mortar joints 2 Concrete anchorfocafions noted as MAX. ON C9M' must be adpzfed to main fain the mfn. edge distance to martarjoirds, oddtiondconaEte anchors may be requtred to ensure the "MAX ON CENTER' dunenSon are not exceeded 3. Cancrate anchor table, Af3 RGJR" G::, N:°fit:;• diASCTf7R . ; :` ID.f;A,.CFI,...7•,, 1TW TAPCON® 1/S' 1.1/4" 2' A' ULTRACON u MASONRY 49 Q OPENING TYP. HEAD Q JAMBS Q u 2X BUCK II kASTRAGAL SHOWN FOR A REFERENCE a II MULLION IITIIHOWN FOREFERENCED JAMBS II II it II II II II II II II T MULUON II SHOWN FOR I! REFERENCE II li it 11 Il MASONFI OPENING 2X BUCK Q S. FL_ i8000.3 El S OF aaemurs.:nmiranna.Irv:rr-vxi-u uauaeerreexciemsartxmrtx+wv xe.w.+wn".ve+wvmm rr ew,RnN uvxva+v)rolilwxrl••..;n!save evnxrnrvcx....; T-T-xR.a..•F.T. "ar:i_•z a:T.SiT.'s.-.s....—e_arx'i•-=aT r.:sF.:x:e.r_:rly=•xa:xaam... r.—..+.. .n.s'ancanrv? nv-+,Tm.Kxmr-r:.vn.numne.n•nrap.,•.cusriwmr.rn a+.a arwr.m. INA 1p 78.88" 783f!' MAT teS' 14.J8"-----{ l 1lJll[il z o m v n ••_ IpI m xoU BorroM g c 27 3a b 27 TYP' 27 TYP. TYP. cc C E y i5 IDYY 32i 3" mw a 1. Q10 OJS 2' o a c, m 0. 063' 0 N2 SEE NOTE 1 2 y 0 4 w 0 r o u NOTE: 1 ASTRAGAL DETAIL DM02/24 i2 z N. T.S. oxa er JK a 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP ctix en Us ANDTHEBOTTOM. oawwxs rm, FL- 15000.3 n SHw i7 or 72 a r 5 Y THERMAITRU 0 THIS: MA TRU DOORS T T ®rNC1:6TR(AL OR•, SDn k. PH —51 T FIBER CLASSIC" f "SMOOTH STAR" 60 INSWING wl & WOUTSIDELITES FIBERGLASS DOOR NON -IMPACT" GENOZAL NOTES I. This product has been evaluated ond'ain c mprlancewrlhfhe Sth Pdfion ti2014) Florida BuUding Code (FBC) sWchrrol requirements inciudmg the'High Velocity HU*=e,Zona Kvi i4. 2. Product anchorsshollbeasratedarid spaced 0shown ondefars_AnchoiembedmeWtobdse material shall be beyond wol dressing orstucco, S. When used In the "HVH2" this productisrequired to be profec%d v4h an tmpactreeftnt covering itxrr complies with Sea'1on 1616of the FBC. 4. Whenmedlnareas ouhldeofihe'li%Z'regt6srggWrdhomedWsprotectioniNsproducfis required to be protected with an larrratt resistant covering that comp0eswith Section 1609.12of the BG 5. for 2x stud 6tmdrQ corninrclloh, anchoring ofthese units shall be the same as that ltr v for 2x bucr ma5rnryconstruction. 6. Slie cbndimns thatdeviate from the datans of Ihis drawing requI a furtherengineering onalysts by a Ifcensad engineer arregisiered arch tecL 7, Wis product does not meetihe water Infiltration mquiremerib for tha'TfVF .Insw!ngunitsshall be installed arty in non-habildble areas or athabitabiefocatroraprotected by an overhang or canopy such lhatihe arLgle between the edge of canopy at overhang to 41 is less than 45 degrem TAME M CONIENI5 SHEET# DSSCAiPADN Typical eteveora, designpre- res&generainares 2 Door p ones derails Smooth start 3 Doorpanei delolls (Fberclamcj 4 Sid -An panel deldrls& 9(citno det0ifs b Vertloalcrossecffons 6 Hortzonfalcross secrions 7 Horiwnforcrawmcfions S euckAnchoring 9 Frome anchoring 10 Framednchorir)g 11 Astragdldetdio 12 En of materiab & componerlt W Sa 9 13. f. 37- VMUL OVFRALL FtAh1EWIDTH I Al Idf.3u' rsilsl l ii jr z SEE DETAIL 5HEEf 6 g DOUBLE W/S1DELfrESINSWI UNr7 oxxo M.WMnic.OVERALL r` FPAME worn+ l b b SEE DETAIL n'/ f SEH DETAIL " A"/ r SHEET 8 5 SHEET 6 5 5 DOUBLE INS NG UNIT Swca: W/ SL£LXMWSWMO U 1+ FFd'7'"' wS'r,%Y2 t{.-i 1JP""m=`T DIM 1'XIf.I• F a a N Y6 wre o8 24 i2 i sua WKS, -r 961. By, JK s auc en LFS ? ssurmro Tor. n FL-75000.E 3d00'MA)C DOOR PANaWIDTH 11 z 2 cULU Jzz 23 o 0 18 a 0 9 x Y fr$ In O m s D s fa00R PANE? Smooth Star jHORIZONTAL CROSS SECTIONDOORPANEL 4.PMT' -- I0336' j --i 1 w a L4TCH 57iLE SM-007H STAR) TOP RAIL 54 (SIdOOTH STAR) L Itis ss:33 C3 1 NlNGE S'f}[.E 57 60T}UM RAILr_i (SMOOTH STAR) O SMOOTy 57AR) 54 eLNMIOR VERTICAL CROSS SECTIOrJ 2 DOOR PANEL Ei 13 r Q z ul:: by. JK m z RYt LFS 3 FL-750OO.4 0 7 w.,.wo...,.c...,...,,...,.,,w..,,,,,..,..,_a._..o.:vmw,.:.v,,.,....gnu.-,,,;c„rz.,.,,a:vc:r:.s_s u<cax+.r cw.,mnrv:e::u_,-::v.Svc.nc.;.c:—,u,r,.....-n.Ewa,.su.sw,-a-,v n.sv,::unz,..mx..-.—.R.ntm:,vn•.,.mnro,.,mv+m,u:,,::mu::_— .,.+-+r.ear.,mnwrn.....,.:.,-,1.-.:-, 2 EXTERIOR IM7EMOR TE 2 7 l VERTICAL CROSS SECTION 5 e. • .e` \ a NOTE 1 F2CTERIQR _--V - 10 1 `:10, ZZI t oT l',, frff Zjfi({!11 tttt``, o p o ro o Z< N 7 D Y m LL LL 26 Y. 9g 31 0 3•a p j 77 f v. JJ rnrE raR yy NOTE 2 a 3 VERTICAL CROSS SEC77ON 5 Shown wlix svb•-buck OP77ONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) SEE 1107E 1 NOTE: 1. The sldeiRe is dfreot act into the jamb with (12) m tY'- item #43 a #8 x 2' pfh. wood screw. There are (4) t t•'•• '.a•, at each vertical jamb, from the top dawn 37", 48.5" & 66". Them are (2) at the header at M7S4" from the outside comers of thz frame, there are o*'a• a'r JfC2) If13 a 0 x 2-1/2' pft wood screw at the s1Ti, 4- from the outside comers. cex. Br LFS 2 VERTICAL CROSS SECTION 5 2. OP770MAL SURFACE BOLTS OM ACTIVE PANEL SEE DESIGN PRESSURE CHARS oau FL-15000 4 spa. 6 - J7 r_.«,,.,:.",.,«.<:..u.,..3.«:_..,",...,,,«.y,,a,.,,,.,..,,,ma,mm.,-k..M-...._,,,,r.s,....,,„e...,o...o:,,.....„,,.,,......-....,..,.«.,.,•,«:«.:.,n,..•.,Wr,.,,:,..,a,nel.x..,,.,.•,,,,e•,,:..1,,..=n_,..:>r—«.,-,....—,,,..>_......—,e.,..t..->,,o,...a,,..,,..,. O.15'NIN C-SING t1^ fin SEE NOM 1 1. The sldellte is direct set Into the jamb rrffrrnttt43with (12 Y.am aJ43 rya x 2 pfh. wood d^ - m ° screw. There are (4) at earth vertical 4 I o n -z re jamb, from the top down at 13.5", 31 ", 4a-5" do 66". There are (2) at the header at 4" ham the outside comers of the ACTIVE tk S ze o zg ow i wedframe. there are (2) P13 18 2-T/2" ik m a i:`" {.. P., T a x yfh woad straw of the e111, 4" from fhe i. :t •:f`•• outside comers. s4. gaz INTERIOR i• 36 4,5 a~• 4b x 41 29 44 A h w 35 17 75 DETAIL OPTIONAL SURFACE BOLTS ON ACTIVE PANEL y o IFMB4(T IPJ SEE DESIGN PRESSURE CXAR1) rN'ERfOR 6 HORIZOM"AL CROSS SECTION a 22 m0.16"MIN. 5 csnrt 24 go f 8 7 SEE NOTE 1 4 . 27 g 7 43 33 INACTIVE ACTIVE 1D O1 EXTERIO 7 13 jjt'.7ERIOR 36 44 z a g to 37 45 oae 02 24 12 i snit N.T3, 1INTERIOR JK a' HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION LfS FL^15000.4 p 0 w...",...,..._.,,,.,.n....,..,,•,,d....,...o,.>...n,m-,..,.s,----,-_.-,.z,>_.-„n..,..,.r,,..m,.,,,.,r:,,....,.r,.e,..,,,...,.,:.,,R.. ,.,.:t,,,..,.:,>„-.,.., ..,..-.a..„,s...,....:.,.., 4 ll II II - 38 MASONRY OPENING 11 rr?. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE ZX SUCK - I I II 11 II a it ll''-MULLION MULLION-" SHOWN FOR a SHOWN FOR ifREFERENCEREFERENCE s II tl II DOOEILF DOOR WZSIOELJTES QUQK--ANQfiQRKG MASONRY. OPENING I CONCRETE ANCHOR NOTES 1. Concrete anchoriccafons, ethe comers maybe adjusted tomcdnfointhe rnlr;. edge durance to mortarjoinis. 2. Concrete anchor locations noted as "MAX ON CZN7ERl must be adjLnted to maintain the min- edge dbtarxca to mortarjob*- addfforxg concrete anchors may be required to ensure the 'MAX ON CEWEP'crimerWan are not mrremcfed. 3. Concrete anchartablec 7 ITW TAPCON' 1- 114" 27 4' ELCO , ULTRACON 1/ 4" 1. 4' MASONRY. 2x 4 II II I i t t if i TYP- HEAD JAMBS f iI NII MULUQNII SHOWN FOR II 11 REFERENCE 11 If MULLION fl ) I iSHOWN FOR 11 f REFERENCE if If it II SINGLE DOOR W/SIDEL(FES BUCK ANCHORING 4' 7 At4-- 2, R t TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE Zs 61 iI, 12 OQUELF DOOR M SUCK ANCHORING BUCK ANCHM. NG L GX ix L s . LFS WINO NIL FL-1500. 4 rr 8 or,Z MASONF OPEN P FRAN 4X BUc SEE DETAIL 3" DETAIL 2" y jSEEVV,KN E 43 TYP. HEAD & n,P , IAMBS ® BUCK K SEE DETAIL "7" 71'P. SILL fq, 7 T[ 11 i I T 7 f T T r t VIEW QOU9LFDOOR WISIDf]ITES CONCRETEANCHOR NOM, T. Cammte anchorloccr ons at the comely maybe adjusted to maintain themb. edge CWMCe to modaricints. 2 Concrete anchorlocationt noted dt AAX. ON CENTER" mustbe adjusted to malntaln the mn edge disfance to morfarjolm's, addMonal concrete anchors maybe requied to errxe the MAX ON CBVrW d mernian are not exceeded. 3. Con creteanalm,tabfe., N_v..rsi7Nx s:-. tooarstar n:::_.....:,`;i EdCsE•`r=-M irFTicHLiR'' ITW TAPCON ITW TAPCO,e 3/td" 1•I/4" 3" i-T/2' WOOD SCI? INSiAUA110N NOTES MOTntoin a mTnlmum 5 S" ade6innoe. & T" o-c.—,-*,rs m1. / g m'stanca, l en wood screYa to preventthe spreng atwoob T THESE- (2) ANCHORS- REQ'D ONLY WHEN OP > 477 PSF wIIom MASONRY) W/2" 9UC]( OPENING 1NSTAIJNION/ 1x11w SUCK, I alLATION d FRAME JAMBS 0 SUCK 2X BUCK DETS TYP. SILL L_ A' VIEW 'A" —"A' a I SlNCLE DOOR W/SIDECIIES wm m 73 49 30 30 N W/?X BUCK 73 0 31 rn INSTALLATION 31 W _o13 W/1X BUCK 48 n INSTALLATION o 10 DM! "3Oum 10 ASTRAGAL k SURFACE BOLT STRIKE PLATES Q HEAD 10 DETAIL 5` i3 = W h 31 31 o nna 02 24 12 z° 73 scNu N.7.S. 0 30 DM to JK DETAIL " I' ax rn US DETAIL " 4" SURFACE BOLT STRIKE PLATE max9+c Ja, a THRESHOLD FL-15000.4 d O N ra• I I I I 1 stet DETAIL MASONRY w/,V, 6uCX 731NSTAUATION e OPENING w/tX BUCK INSTALLATION O TYP. HEAD do JAMaS x U O FRAME 2X BUCK SEE 14 'm. SILL DML 'I' SEE DETAIL '4" r I 1 ITt T I V7Et7 C°-"G" B_ A" DOUBLE 000R CONCRETEANCHOR NOTES: T. Conuefeanchorlocaffonsatthecomessmaybe adjusfedtomolnta7nfhemirL edge distance to martarjobltz 2. Concrete anchorlocafioru noted as hiAX. ON CFNTJ"must be adjl.ated to ma ntain the min. edge durance to mortar jobm, addfional concre-te anchors maybe requrred to ensure the "MAX. ON CENTER"dkvension we not exceeded- S. Concrete anchortabla_ TAPCON m Ile, 1.114, 2` ITVV TAPGOK® 3116" 1-1/4" 3" wuyu, 11-11tw Iro1nu 11Ury nUi I: 7- Maintain a mV0mum SiV edge dlsfance, 7" end dstance, & 7' o.c. spacing of Waod sruev sfo pmvent the spGffing of wood. I j- W/ 2X BUCK T Ts INSTALLATION w/ ix BUcac MASONRY 9 ItWALLAMON OPENING TYP- HEAD Ec JAMBS FRAME 2X BUCK SEE O DETAIL 14 TP. SILL b' lNGLE b00R W/ 7X BUCK INSTALLAnON 13 W/ V BUCK Ta INSTAL1AT70N 13 10 10 DEW ' 3 0 OETAIL 5" W/ 1X BUCK 50 INSTALLATION W/ 2X BUCK 13 INSTALLATION DETAIL 4" VIEW A"- A' 48 30 30 Y/ 2X BUCK 13 0 37 INSTALLATION 37 W11X BUCK INSTALLATION 48 DETAIL " 2' 6 Zj ASTRAGAL & SURFACE BOLT o STRIKE PLATES ® HEAD n w 37 3T o a ATE: 02/24 12 30 30 `5 N T.S_ om ar JK DETAIL " 7" cm er, LFS SURFACE BOLT STRIKE PLATE cnan+ c MW THRESHOLD ft-Is000_q sysEr 1D Dr3 ol n ISM io.6i 18a^' N DI 3w 27 TIT. 7ypryp. F TY2P7. a d IV y r g a m0XV D,75" O.DM"- 6 24 SEE NOTE T on v g NOTE., 1 ASTRAGAL DEiWL aae 02124 T2 0 sun N.T•S. I. THE ASTRAGAL BOLT HAS A 3" THP.OW AT THE TOP o vc, aD JK m LFs s AND THE BOTTOM. FL—T5000.4 Sam 1 oFf x o" :F..._o.,>+w.:<i:,..n.•—.:_ .•r-........ •o............ - .. _..:. .- T_—u.-::,•.<.z ._r---•.:smr_ann.sev.--.x.x r m++:e...-,.mt...:.a..nm. ,svan•,",.•miw*+".rne:.xR!„e iam.:,mrvraNmve+...w ..roe„ ,:...:r.,w ,sm.wws. _. -,.-,.:o:..,a...:,,.+•.:r. rs+e.*.a: s+.w+m.:.a..._ v...e,.e iv ow.,-..+.,..o. Rem DESCRIPTOR Malarial 1 RBER UAi9C FP) PANEL WN 0.17 FUN THK MERU" BY Tf' WA-TNU whh y7dd Eaenyth *;tL}=6,DW ps FIBE wss TA SMWDr SAIL 55 SA5H dt PANEL 5XTH O07 041K TR mBYTNE¢UA-TR0 ob yfv emmgtd fy(rrin.)=G,000 Y FIBERGLASS 2 FC TOP HAUL MOD COYPOSITE J FC WCH STILE IYOOC DOYP0.R E 4 FC HINGE STILE PC3lDEROSA P! S0aR43 DOD 5 FC BOT m HAIL mm COMPOSITE. 6 POLTL4ORWE raw (1.91bx o0sHT) EDAM 7 SHORT REACH OTIMPRESFON WECH025M FOW 8 LONG REFCII COWPRESSTON WEA-fK STRIP AAW 0 4' x F HINGE ,09T THK om 10 IN x 3 4 LA PM WOOD SCREW SIEPL. 1! YASQNHY - JWO PSI 1A WICRUF CORMW ONO TO ACI 3pr 4Xt iNLLt FV BLDCX CORPoRAUNG TO ASN Coo COHCREJE 12 fIO X V LG PFH WOOD SCREW ST171J 13 ff x 2 1 2' LC. P0H WOOD SCROV STEEL. 14 f 4' x 2-I 4 p1T PPH CONCRc'fE SCREW Sm 15 S OEUrE Bow 900T .090" F>ORUDD Vtm VHYL 6 ZX BOCK 59 >e 0-55 µGOD 17 MLLY TX WM UATERAL IUD 14 RNOCRT PASSIGE LOCK - SIGEGAMW SER15 19 SFIF AINLSDNO JUS W WDLE WMNOID 00 20 POMEROSA PN 5 - AN MOD 21 SD01D: Aug 0mER09t PINE Sr--0.+3 MOD 22 FRNGE dWff OWEROSC. EINg SD4 WOOD 23 KW06ET DEAOBOLT - 51fJlAI1JRE SFJ71 24 HLIRR1CMv AS( r-,AL ALUPPRR1 24l ASIRAG,At FUISH BOLT STEEL 24R MM FLUSH =7 REAM AWMINUM 6 TX BDCIK SG >- 055 OCO 27 10 x i-1 2" LG. PANNFAD aHlf UERL SCREW STEEL 23 1NSWNG DOOR 507NN SYr¢Y VINYL. 9 5-r6 x 1-3 F 1'2iltIMS FUT}W SCREWY MR M-IJJJ STEEL 3D SURFACE BOLT 517?17Z PUTT STEEL TO x 2-1 " P14ILLIPS FATHEAD moo SCREW STEEL 32 1 d TEG4 CELLULAR WZWG ±APE SnK-f TAPE)- 33 PLASTF VP UT F94M PVC 34 PLARiC UP OE FROAE• 51,lC 45 BVW.IAMD fKNDfXW M& 51 D.4 WWO 36 SMJTE 9OE SDLE FCM'DEROSI PINS'G.0.43 t0 x I-3 F LG FH WOW 5['RDY STEEL 38 Y 4' x 2-3 4' PFH EECO OR RW CONCRETE SCREW STEEL 39 1 r ] ITiV PFA MN=,E SO V STEEL 40 SNICONC CAULK Op/ 79s SILICONE 41 3-10 x 1 i PLISCRE7f R 3+ STEEL SIDFLT R1F h OH N7EROSl P SG-4L MOD I 8 x 2' CG PFH WOOD SCREW STEEL 44 3 ' x 3 OVARTER RDUND ANGER JOWTED PF1l WOOD 45 7 L x .D40' M f WAD TRIM Na STEEL 6 IVES SLF. ACE BOLT F454.75 STEEL 51m 47 7 - SEX BOLT W 1 4-20 RJA.U.E 00 SLIM 4B 3 16- x 3-1 4" !!N' PFH CQNGRETE SCREW STEEL. 9 ASTRA SIRIhE PUTS STEEL 1 + r 3-T 4' v PFH CONCRETE SCREW STSL 55 YO" RA$ RCOO =PORTE 55 SS LATCH STILE NOW CaupoSDE 6 SE HPRTE SALE DEROSI ME, S,Tt0.43 WOOD - 57 SS BOTTOM RAC NOW COFlPOSITE 8000' Q 46 a IRFACF BOLT (IVES, .25- STEEL) b ti 20 21 WOOD FRAME r IFINGER JOINTED PONDFROSA PINE, SC-0-43 r T711jJ* n m E t \ Nv 30 SURFACE SOLT STRIKE PLATE (J 5' STE_.) 792if l WSWfNG DOOR 807TOM SWEEP VINYL . 080" MAX WALL, 035' UK WALL 9-)$ IsaLn N.T.5_ I YS IN5WlN 51AQl7E V"" " n BOTTOM BOOT LES 0. 09' EXTHUDED YNYL WALL aw.wwc N0'` FL- 15D00,4 R W R VAT Building Consultants, I11C. B Consulting and Engineering Services for tha Building Industry C P.O, Box 23a Whim, FL33595 Phonc 813,659,9197 Fiorldo Boons of Profesat8nal E021neus Certiflm!Ln of Authorhadon No. 9913 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Fiber Classic" i "Smooth Star' Do l r Doors Exterior Door 11 B Industrial Drive 8V inswing w/and wlout 9ldslites Assemblies Edg$rton, OH 43517 Fiberglass Door Phone €4i9)298-1740 Non-Irn act• Soaps: This Is a Product Evaluatlon report Issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.f:. (System ID # 1998) for ThermsTru Corporation based on Mute Chapter No, 61G20-3, Method 1 D of -the State of Florida Product Approval, Department of Business & Professional Regulation, RW Building Consultants and Lyndon F. Schmidt, P.E, do not have nor will acquire financial interest In the company manufacturing or distributing the product or in any other entlty Involved in the approval process of the product named herein. Llmffatlons: 1, This product has been evaluated and is In compliance with the 5th Edition (2014) Florida Building Code (FRO) structural requirements Including the'H1gh Velocity Hurricane Zone' (t HZ). 2 Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressingorstucco. 3. When used In the'HVHZ" this product is required to be protected with an Impact resistant covering that compiles with Section 1028 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borna debris protection this product is required to be protected wish an Impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. for 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000.4 requtre further engineering analysis by a Iloensed engineer orregisteredarchitect. 7. Inswing configurations do not meet -the water infiltration requirements for the "HVHZ', inswing units shaft be installed only in non - habitable areas or at habilable looations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees, 8. See dravorig Fb-15000.4 for size and design pressure limitations. supporting Documenfe. 1. Test Report No. Test Standard TEL 01460337-A,B,C ASTM D6a5-03,ASTM D1929-96 ASTM 02843.99 TEL 01490336-A,B,C ASTM D636-03, ASTM D1929-96 ASTM t)2843-99 ST7`500001 ASTM M2 -95 15427-107362 ASTM E84-00a ATI 67508.01.10E-18 ASTM 01929-96 ETC 01-741-lo701.o TAS 202-94 ETC 01-741-10703.0 TAB 202-94 ETC 01- 741-10593.0 TAB 202-94 TEL 06- 1031-3 TAB 202.94 TEL06-1031- 4 TAB202-94 Testing Lsborator- I Signed by Testing Evacuation Lab.,lnc, Lyndon F. Sohmldt, P,E, Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Troploat Testing Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evacuatton Lab.,lnc. Drawing No Prepared by agaifa!GnF.;„ No. FL 15000.4 RW Building Consultants, [no, (CA #9813) e` ("? ;<< Calm utations Prepared by!Z 7i :f',`, •f 'fie Anchoring RW Building Consultants, Inc, (CA#9813) ASTM E1300 Class Load Lyndon F. Schmidt P.E. Y 1aTI p Ili y Quality Assurance Certifloate of Participation issued by National Accreditation and Managemet. Y I Institute, certifying that Therms Tru Corporation Is manufacturing products within a quality assurance program that complies with ISOAEC 17020 and Guide 53. Sheet I of I Lon Hicks, VP Operations William E Rtdh, P.E. Joseph A, Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P,E. Mark D, Pasero, P.E. Wendell W, Haney, P,E, Wendell W. Haney, P,E. Signed & Sealed by Lyndon F. Schmidt, P.E F. Schmidt, P.E. Lyndon P. Schmidt, P.E. FL PE No. 43400 2IZ2016 Florida Building Code Online Page 1 of 3 FINW tepaf( mtd 11CIS Home E Log In User Reulstration I Hot 7opUs Submit Surcharge Stats & Facts Publications W Stag I RCIS Site Map Links Search i usines,/ py f 1 J ''' t #il sS Vl lal Product Ea: Pub cUser Approval USER: PubOc User Regulation Product Aooro-1 Menu > Product or Application Search > Application List > Application Detail MEFL FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archlved M Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street. Gratz, PA 17030 717) 365-3300 Ext 2560 bsitiinger@mlwd.com Authorized Signature Brent Sitiinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luds Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE t•J Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of standard) Equivalence of Product Standards Certified By Sections from the Code FL15332 $2 CQT FLCOI.Ddf standard Year AAMA/WDMA/CSA 101/I.S.21A440 2005 R11 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 UYes ONo ON/A https:llwww.floridabuilding. orglprlpr_app_dtl. aspx?param=wGEVXQwtDgtH8572gvdWl... 8/31 /2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products FLIS332 RZ COC FLIS332-COMP,Odf Method 1 Option D 04/30/201S 04/30/2015 05/06/2015 FL # I Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"X80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ! No FLIS332 R2 lI 08-00500C.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108076.0 PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD I SERIES 420IREINFORCED ALUMINUM SGD OX, XO, XX 96"x80" NOW j Limits of use Installation instructions Approved for use In HVHZ: No FLIS332 R2 II 08-00498C_odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96'x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 lI 08-02249A.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 F-L15332 R2 AE 512969A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"X96' Limits of Use Installation instructions Approved for use In HVHZ: No FLIS332 R2 II 03-02250A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lamas 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 512970A.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 ASERIES 420ILUMNUM SGD REINFORCED 1 SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 08-00499C.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 R15332 RZ AE 510806B.odf PRESSURE RATINGS Created by Independent Third Party; Yes 15332.7 SERIES 420 REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96' ALUMINUM SGD https:llwww.floridabuilding.org/pr/pr a-op_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 8/31/201.5 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: No FI 15332 R2 II 00 00501C.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 S10808B.pdf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 4301440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143`x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No EL15332 RZ 11 08-00502C. d Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: REFER TO APPROVAL DOCUMENT FOR DESIGN p115332 ft2 AE 510809121.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIFS 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 FLX533Z R2 II !28-QQS03C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Beek Nett Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 650-487-1824 The State of Florida Is an A VEEO employer. Copyright 2007-2013 State of Flodd-,:; 'rivacv Statement :o AccassfbiBN Statement :: Refund Statement Under Florida law, email addresses are publtC 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 mg. If you have any questions, please contact 850.487.1395. -Pursuant m Sedlon 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Departrnent with an emall address If they have aria' The emalls provided may be used far oflctal communlcaHon 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 ama8 address which can be made available to the public To detennfne it you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: iCaa Cret'[it CAN https:l/www. floridabuilding.orglpr/pr_app_dt1, aspx?param--wGEVXQwtDgtH8572gvdWI... 8/31/2015 DOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRM IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING CR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RES?ONSIBILJ( OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Ccl-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-TS. 6. UNITS MUST BE GLAZED PER ASTM. E1300,-04 WITH SAFETY GLASS. 7. APPROVED WPACT PRCTECTIV_ SYSTEM IS REQUIRED FOR THS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REOUIRED 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 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 1C. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 'NOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFrlCIENT L1=NGTH TO,ACHIEV£ A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS_ 12, FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYONO STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINiMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063-TS 1/8' T1'IICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, )(0, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO.1 DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVISICNS I REV I mscmpnoN I DATE 1 AFPRMO 1 A I ADDED FLANGE AND FIN INSTALLATIDN 1 12/10/13 1 R:, I MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER, 96" x 96" NOTES AWN MG No, 19 V.L. 06-02249 sH-1 OF 10 SIGNED: 1211612013 F( HE 96" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED SEEANCHORS PER LOCATION CHART #5 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX G" TMAX 6" TAX AME IGHT 6" MAX 6" MAX SERIES 420 SOD REAfFORCED WITHOU_TADAPTEA EXTERIOR VIEW OESIGNPRESSURERATWG I fMPACTRAPNG 35.OPSF NONE WITH 2-1/32" SILL SEE CHARTS #1 AND A2 FOR OTHER UNITS RATINGS DESIGN PRESSURE R477NG IMPACTRA77NG 25.0%2B.6PSF NONE WITH 1-142-SILL SEE CHARTS 03 AND #4 FOR OTHER UNITS RA77NGS CHART#? WITH 2-1/32' SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. e CIJCCT 1 Doslgn prsswre chart Sn Ie Panel and Total rarm VJtl(h (ln) Frame 3QA 420 d8A Haight 6QOD 7200 BI.00 ae,o0 PesI N-A! I Pox INeg Pee Neg Pee Neg 84, 0 40.0 59,4 40.0 50A 4aA 45.7 40.0 42a 88. 0 40A 552 40.0 4aA 40.0 43.0 3ZA 39. 920 40A 4 4a.0 A 40.0 40.8 3.1 37.1 Sax 40.0 49.8 40.0 43.1 h 39.4 35.0 3.0 CHART # 2 WI7H2-, fA2'SXL WHERE WATER INFILTRATION RMSTANCEIS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design presswe there (p99 Single Panel and Total re57.6 (In HeIpM 3a, 0 s0. 00 3Q. 072D0 ImoOB. O mo 96.00 Pos Meg Pos Neg Pos Neg Pos Neg SAO 58,4 58.4 0,9 9 4a.7 di-7 42A 420 0 682 562 L8.0 48.0 43.0 43.0 39.4 3a.4 s2. 0 52A 624 45A 4 40A F0 37.1 37.1 45. 0 49.6 4e.6 43.1 43. 3H.4 38A 35A 35.0 RNSIONS DESC9IPOON DATE APPAWFD ADDED FIANGE AND FIN INSTALLATION 1 12/10/13 R.L CHART # 3 WITH I.1/2"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. Desgn pmsst a chart (PSO Frame Sl' ngle Panel and Taal R.-Width a 06.0 420 48.0 wghl 60A0 Y200 AO 96,00 Pos Neg Pos Neg os Nag Pos Neg SCO 26.0 47.8 25.0 41.7 25A 37A 2b.0 34.4 R& O 25,0 2. 393 251) 352 15.D 322 920 75.0 L2B 25.0 372 25.0 332 2.0 30.3 96. 0 3 t 40.7 1 25.0 1 35,3j 25.0 1 31.4 1 25,0 I 28.5 CHART # 4 WITH 7-112. SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 CHART # 3 DOslgn pressure chart (pSO Single Panel and Total Frarm VmLh Ir0 Frans Helghl 30. 0 1 60. 00 36. 0 Mod Id2A Do0048. 0 E In) Pos Neg Pos Neg Pos Meg Pos Keg 940 47Z 47X 41.7 4.1.7 37.4 37.4 34A 34A 820 4 .2 44.2 39,3 393 3b2 5 2 32.2 92. 0 42.9 429 37-2 372 33.2 33.2 303 30.3 96. 0 0. 353 353 31A 31A 26.6 Number gfenchorlocattons rep+dled From single Panel and Total Frans V ttth In) 70. 0 9R0 30. 0 720 420 A I 4BA 96. 0 N) xaS lamb HL9 lamb Na.S lamb Has amb 11 4 9 a 6 6 a 6 fi 99. 0 4 6 5 a B 6 6 6 92. 0 4 6 6 a 6 6 6 e 9s, 0 4 6 6 8 6 6 6 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75DOB SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION AWN: M 140. R V. L. 08-02249 m." NTS 0- 10/30/13 jS1iEEr2 OF 10 R. I (L/o/ EOF: CaiN N FR HE BB" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — - I 5" MAX 5" MAX 6" 0.X ME GHT 5" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VJEW DESIGN PRESSURE RATING IMPACT RATING 435.OPSF NONE WITH 2-var SILL SEE CHARTS 01 AND M SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACTRATING t26.01-28.6PSF NONE WITH 1-1/2" SELL SEE CHARTS #3 AND #4 SHEET2 FOR OTHER UNITS RATINGS RiViSI0N5 DESCRIPIMN GATE I APPRWED ADDED FLANGE AND F(N INSTALLATION 12/10/13 1 R.L CHART16 Namber ofa .hor Ixatl.rtll. 0fred single Panal and Total Unk V&th (In) Frans 1a0I 3a.6 420 1 49.0 He)pht 0) 6D.0 770 EA.6 96.0 Has Has Jamb H65 Jmb R85 hmD 84.0 4 8 5 6 8 8 6 6 9a,0 4 6 5 1 6 6 6 6 9L0 4 6 a 8 6 6 6 B 68.0 4 6 6 6 6 6 e 8 5 3/8" — -- 2" 2 1/32" SILL ALUMINUM 6063-T5.055 THICK 5 3/8" 2" 1 1/2" SILL ALUMINUM 9063-73.055 THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION AWN: Dm NO. R V.L. 1 08-02249 ME NTS DATE 10/30/13 SNEET3 OF 10 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBEDMENT OR 2X BUCK i BY OTHERS 1/4" MAX. rmm SHIM 10 WOOD SPACE SCREW 410 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCKWSTALLATION NOTES: 1. INTERIOR AND EX7ER/OR FITIISHES BYOTHERS, NOT SHOWN FOR CLIRfTY. 2- PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESNE OR EQUAL EE SHEET 3 OR SILL OPTIONS MIN. ENT REWSIOAIS DESCRIM014 DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 l R.L 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE n 10 WOOD EXTEI SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR.EX BUCK IMSTAL.ATfON BY OTHERS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 961, z 96" FRAME INSTALLATION DETAILS DRAWN: DWG N0. x V.L 08-02249 SQAIr MTc DAB 10/30/13 IsHrE4 OF 10 RENSf0N5 REV I DESCRIPTION DA1E APPROVED A I ADDED FIANCE AND FIN INSTALLATION j 12/10/15 R.L 1/4" MAX, METAL SHIM SPACE STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING INTERIOR SCREW 7/8" MIN, EDGE DISTANCE EXTERIOR 1NTEA]OR SILL TO BE SET IN A BED OF VULKEM 116 10 SMS OR CONSTRUCTION ADHESIVE SELF DRILLING OR EQUAL SCREWS 10 SMS OR METAL SELF DRILLING STRUCTURE EXTERIOR SCREW SEE SHEET 3 BY OTHERS FOR SILL OPTIONS METAL STRUCTURE - JAMB INSTALLATION DETAIL BY OTHERS METALSTRUCTUREINSTALLATION VERTICAL CROSS SECTION METAL STRUCTURERVSTALLATION ME WINDOWSCROBO0pS LLC 1001 .SY J\51..... .f CARROLLTON, TX 75006 OEHSF'cP SERIES 420 SGb REINFORCED WITNOLTi ADAPTER NOTES: ANDEXTERI0RFINISHES,BYOTHERS, 96x 96"t. INTERIOR FRAME INSTALLATION DETAILS M.-TATivoR CLARrrY.•' 2. PERIMETER NOTSHOWN ND JOINTEALANT BY OTHERS TO BE Rsv oeawN: owc No. 08- 02249 A DRld1:' S ONAL G DESIGNEDINACCORDANCEWMHASTME2if2V.L f/ 111f11 V NTS °aTE 10/30/13 1SIIEET5 OF 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 2 1 /2` MIN. EDGE DISTANCE 1 1/4" MIN. e ' a.EMBEDMENT 1/4" MAX. SHIM SPACE 3/16' TAPCON EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/16" TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE A. BY OTHERS t 1 1/4" MIN. 4'. a _ • EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCREEW SONRY INSTALLATION REVISDNS OESCRMIDN DATE APPP Vw ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. 1 1/4', MIN. I EMBEDMENT li 1MAX. 2 1/2' q SHIMIM SPACE MIN. .` EDGE DISTANCE c 3/ 16" TAPCON CONCRETE/ MASONRY BY OTHERS '• OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCRETEIWASONRY INSTALLAT70AI NOTES: 1. INTERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMRYER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 MI WINDOWS AND cRosBYOODSLLC CARROLLTON, TX 75006 o, q'/ GENei. s 51 * SERIES423SCDREINFORCEDWITHOUTADAPTER96" x 96" FRAME INSTALLATION DETAILS 1a TAT r' OfiS:cCORI P G\, DRAWN; DWG NO. Rev V. L 08 022249 A j 01YA14\ SCALED,1f 6 OF 10 NITS10/50/13 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMIN( OR 2X BUCA BY OTHER-1 1/2' MIN. GE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LL_I.I INTERIOR VERTICAL CRASS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: Y. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED /N ACCORDANCE Wlril ASTM Elf 12 0 BE SET IN OF VULKEM IIS RUCTION ADHESIVE UAL SEE SHEET 3 FOR SILL OPTIONS MIN. LENT 1 3/8" MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS tl 1/4" MAX SHIM SPACE RENSIONS DESCRIPTION 04TE ADPRWED ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L IA17FRlr7R JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75005 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96, x 96" FLANGE INSTALLATION DETAILS DRAWN: DWG NO. t 08-02249 SCALE NTS — 10/30/13 S"'' 7 OF 10 sTR ..,Low l•, v e GEmo'fi 'p i joy* STATE OF 'rye F OR1ov- ZsSNAIOIt0\\\ METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 10 SMS OR SELF ORILUNG SCREW INTERIOR SET IN VULKEM 115 ON ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL GROSS SECTTON METAL STRUCTURE INSTALLA71ON NOTES: 1. WTENORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR OLARITY. 2. PERVIFTERAND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WI7HAS77,f ENY2 T- 7/8" MI EDGE DIISV L 10 sMs OR SELF DRILIJNG SCREWS METAL STRUCTURE BY OTHERS 1 /A" I,AAY REVISIONS DESCWPiIDN bA1E APPROVED ADDED FLANGE AND FIN KVALLATION 1 12/10/13 R.L JAMB INSTALLATION DETAIL AAETAL STRUCTUREINSTALLATTON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75005 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 95" x 96" FLANGE INSTALLATION DETAILS Aww owc No. R L 08-02249 1-c NTS I DATE 10/30/13 SHEETB OF 10 v : o ( G. FE6 hls'9cvG TAT 5EOF ;,Za' otes A40AC04: Ge 2 1/2" MIN. EDGE DISTANCE Q. b 1 1/4" MIN. a. EMBEDMENT CONCRETE/ a• MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON EXTERIOR II I I INTERIOR SILL TO BE SET IN A BED OF VULKEM 115 CONSTRUCTICN ADHESIVE OR EOUAL SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS a . a• l A, 1 1/4" MIN. a'• EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEMASONRY INSTALLA710N i aEwsiDNs DESCRIPTION DATE APiRDVFD ADDED FLANGE AND FIN INSYALLAMON 12/10/1J P-L 1 1/4" MIN. EMBEDMENT 9 _ 1/4" MAX - SHIM ' SHIM SPACE 2 t/2" ' MIN. EDGE DISTANCE d 3/ 16" TAPCON CONCRETE/ MASONRY El , BYOTHERSa WTERIOR I— EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK J CONCRETEYHlASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. WTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLAR17Y. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WIT1.1 ASTM Eli 12 MI WINDOWSDOORS LLC WCROlYRDW. SCARROLLTON, TX 75006 v.•GENs <S"`; 0 b SERIES 420SGDREINFORCEDWITHOUTADAPTER96O9ST d a` FLANGE ENSTALLATION DETAILS L o"`, TAT OF LW oORV le.. DwwueDwcNo. aA OS-02249J//rllfliA1111\ 1 sCQZ NTSDAZE10/30/13 —ET9 OF iD WOOD FRAMING BY OTHERS 1 1/4- MIN. EMBE-DM ENT•- 1 8 WOOD SCREW 7/16" MIN EDGE DISTANCE 1 /4" MAX 1 SWIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLA710N 1 1/4" MIN_ EMBEDMENT 8 WOOD _ WOOD SCREW FRAMING BY OTHERS 1/4" MAX. u S141M SPACE 7/18" MIN —t EDGE DISTANCE INTERIOR EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK WSTALLATION FOR SILL INSTALLATION SEE SHEETS 4,8. INTERIOR TRIM F RNISIONS DESCRIFMN 047E APPROVED ADDED FLANGE AND FIN INSTALLATION I 12/i D/13 IR.L. 1 5/8" MIN. EDGE DIST. TRIMj 1 1/4" MIN. INTERIOREMBEDMENT MASONRY/CONCRETE BY OTHERS iX BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16" TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS TRIM 1 3/8" MIN. EMBEDMENT INTERIOR T HOOK STRIP HOOK STRIP SCD SELF DRILLING10WOOD SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BU0X4V0OD FR4MJNG METAL STRUCTURE MI WINDOWS AND DOORS LLC 51R11',i1001W. CROSBY RD ` A 9 i CARROLLTON, TX 75006 _ V• tCENg •sy SERIES 420 SGD REINFORCED WITHOUT ADAPTER* 0 5 •*' NOTES: 96" x 96" p,ytk f ' I. JNTERIORAND EXTERIOR FINISHES, BYOTHERS, DETAILS ' SS TAT NOTSHOWMFOR CLARTY. NAI LFIN &HOOK INSTALLATION 60 OF 2 PERIMETER AND JOINTSEALANTBY OTHERS TO BE nRAM. uNc NO.\C DESIGNED INACCORDANCE WRHASTME2112 V.L. 08-02249 A / S/ 0 \ scaLE oalz sRE¢r ONIk} 11 NTS 10/30/13 10 OF 1D lir Rrnmons 1/2" MIN. REV OESCPoPTM OAiE —ROVED EDGE DISTANCE A ADDED CHARn 03/06/12 R.L B REVISED PER NEW TE511NG 10/16/13 R.L 1 3/8" MIN C ADDED RANGE INSTALLATIONS 12/O6/13 R.L WOOD FRAMING EMBEDMENT OR 2X BUCk BY OTHERS 1 3/6" MIN. 1/4" MAX. 1/4" EMBEDMENT SHIM SPACE MAX. SHIM 4 INTERIOR SPACE 1/2" MIN. A10 WOOD SCREW EDGE DISTANCE n Il l_I 1 ILIEXTERIORINTERIORI , 10 WOOD SCREW SILL TO BE SET IN -- 10 WOOD A BED OF VULK116 SCREW CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 EXTERIOR FORSILLOPTIONSWOOD FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTALLATION DETAIL BY OTHERS OR 2X BUCK BY OTHERS WOOD FRAMING OR ZX SUCK INSTALLATION 1 3/8" MIN. EMBEDMENT VERT7CAL CROSS SECTION WOOD FRAMING,OR 2X 8UCKlNSTALLATiON MI WINDOWS AND DOORS LLC R 1Cro/% 1001 W. CROSBY RD fQ i CARROLLTON, TX 76006 .r+ENq s SERIES 430/440 XIX SGD _*•/J 0y 51 * NOTES: 143" x 96" REINFORCED +tit ii/I+ 1. INTERIOR AND EXTERIOR RNISRES, BYorHERS. FRAME INSTALLATION DETAILS po`` 3FATE OF w NOTSHOWNFORCLARITY. 2 PERIME7ERANDJOINTSEALANT BYOTHERS 70BE F Ate. nwo 08-00503 C ' i;.V `'-...-, DESIGNEDINACCORDANCE W7rHASTMOY12 SCALECAIESHEET //// OA,•>,``` NTS 02 23/ 09 3 OF 9 M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO HE DESIGNED IN ACCORDANCE WITHAS7tM Eli 12 RMSIONS REV racF"FnoN WE APPROM A ADDED CHARTS 03/06/12 R.L 1 /4" MAX. B REVISED PER NEW TESTING 10/15/13 R.L. SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 R.L I 1 /4" MAX. I SHIM SPACE 7/8' MIN. 1 EDGE DISTANCE INTERIOR RI OR BLLING T^ 10 SMS OR SELF DRILLING SCREWS ILI 0 BE SET IN OF 116 RUCTIONION ADHESIVE UAL METAL STRUCTURE SEE SHEET 2 BY OTHERS 4m FOR SILL OPTIONS EXTERIOR JAA48 INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS PRAWN: owC N0. F,A, 08-00503 SCALE NTS — 02/23/09 SHET4 OF 9 VL Zj .'\GEN6'. 'p y TAT O F7ATEOF js10NALi REVISIONS 2 1/2" MIN. REV DESCRIPTION DATE APMOM EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW 7ESRNG 10/15/13 R.L 1 1 1/4" MIN. C ADDED FIANCE INSTALLATIONS 12/OE/13 R.L. e ` EMBEDMENT 1 1/4" MIN. 1/4" MAX. r •.. ' e'• < EMBEDMENT I r SHIM SPACE CONCRETE/ BY OTHERS 2 1/2" MIN. OPTIONAL EDGE DISTANCE : • e .` 1)( BUCK n INTERIOR TO BE I t/4' MAX. PROPERLY SHIM SPACE ,d SECURED 3/16 TAPCON SEE NOTE aSHEETI Fil3/16" TAPCON e' CONCRETE/MASONRY BY OTHERS EXTERIOR (NTEAIOR SILL TO BE SET IN EXTERIOR A BED OF VULKEM 116 3/16" TAPCON CONSTRUCTION ADHESIVE OR EQUAL JAMB INSTALLATION DETAIL SEE SHEET 2 OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION FOR SILL OPTIONS TO BE PROPERLY MASONRY/ SECURED CONCRETE SEE NOTE 3 SHEET 1 BY OTHERS r NOTES. N. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOTSHOWN FOR CLARITY. tl a ,• " , ••..,, I E PERIMETER AND JOINTSFAL4NTSYOTHERSTOErg DESIONED WACCORDANCE WITH ASTM Elf 12 a VERTICAL CROSS SECTION CONCRET5MASONRYINSTALLATION EDGEGDISTANCE MI WINDOWS AND 001 W. CROSB RDD LLC J S CARROLLTON, TX 75006 .,•ENSF.a' SERIES 430/440 XIX SGD ._*• 0yy-5yta• 143" x 96" REINFORCED FRAME INSTALLATION DETAILS Mgt```"`• SSSSSSTATE OF ''jz zz nRAWN: owc NO. REV pRt0? scua NTS GATE, 02/23/09 08 DOE553OF 9 1000 FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN, EDGE DISTANCE J MIN. EM BE4MENT 1/4.. MAX. SHIM SPACE 1 3/8. MIN. EMBEDMENT T- 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW SILL TO BE SET IN A BED OF VULREM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/8" MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALL1710N NOTES. 1. INTERIOR AND E7(TERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. P. PERIMETER AND JOINT SEALANT BY OTHERSTO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4' MAX. FSHIM SPACE REYMNS DESCRIPTION DATE APPROVED ADDED CHARTS 03/05/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAlL WOOD FRAMING OR 2X BUCK INSTALLATION F.A. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75005 SERIES JZO/440 XIX SGD 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS OWG NO, 08-00503 D- OV23/09 —ET6 OF 9 J S ,R ` 1 Lfd Sky'. TAT 50 F ch` :ZOR10P. Zi%S/0NAL E G\ METAL STRUCTURE BY OTHERS EXTERIOR - 1 /4" MAX. SHIM SPACE OR 7/8' MIN. LUNG EDGE OIISTANCE 1- 10 SMS OR SELF DRILLING SCREWS 1/4" MAX. SHIM SPACE pINTERIOR RmtON7 REV MESORIF ON MATE APPROVED A AODm CHARTS 03/06/12 RA- B Rmsm PER NEW TESi1NG 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/D6/l3 R.L. SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 10 SMS OR OR EQUAL METAL P SELF DRILLING STRUCTURE SCREW BY OTHERS EXTERIOR MEAL SEE SHEET 2 STRUCTURE FOR SILL OPTIONS JAMB INSTALLATION DETAIL By OTHERS METAL STRUCTURE INSTALLATION VERTICAL CROSS SE077ON METAL STRUCTURE INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER ANL7 JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASIM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN fiYO N0.N F_A-- 08-00503 LE NTS oA1E 02/23/09 —7 OF 9 Low s4, % TATE ireTATEOF ; i.c S A OR V - REVISIONS 2 1/2" MIN. Rav DESCRIPTION DATE. APPROVED CONCRETE/ EDGE DISTANCE A ADDED purrs 03/06/12 R.- MASONRY BY OTHERS H REVISED PER NEV TESTING SD/15/13 R.L. 1aa - 7 C ADDED FLANGE INSTALLATIONS 12/06/13 1 /4" MIN. R.L Q ' EMBEDMENT `a. MAX11/4' MIN. 1/4" . n EMBEDMENT SHIM SPACE OPTIONAL 2 1/2" MIN. l 1X BUCK EDGE DISTANCE ° INTERIOR TO BE PROPERLY 1 SECURED E NOTE 3 SHIMM MAX,MAX SPACE >a SHEET 1 3/16° TAPCON 3/16" TAPCON CONCRETE/MASONRY EXTERIOR INTERIOR BY OTHERS 3/16` TAPCON SILL TO BE SET IN EXTERIOR A BED OF WLKEM 116 nu enucclvc SEE SHEET 2 MASONRY/ FOR SILL OPTIONS CONCRETE B1' OTHERS &= r 1 1/4" MIN. EMBEDMENT VERTICAL OROSSSEOTION 2 1/2" MIN. CONCRETFiMASONRYINSTALLATION EDGE DISTANCE OPTIONAL 1 X BUCK JAMB INSTALLATION DEI'A(L TO BE PROPERLY CONCRET0MASONRYINSTALL9TION SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER ANO JOINT SEALANTBYOT HERS TORE DESIGNED W ACCORDANCE WITH ASTM EP112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 v,•C+NS.,As" 0 5SERIES430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS Jyt , TAT O ; 4f lissiaa tiotiG\ 11111I l0 F.A. OWG No. OS-005o3 Rc scAie NTS 01 02/23/09 --8 OF 9 1 5/6" MIN. EDGE DIST. --- 4 TRIM • • 1 1 /4" MIN. INTERIOR EMBEDMENT MASONRY/CONGRETE " BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/l6" EXTERIOR ---- PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR --J PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCIVWOOD FRAKNG REVISIONS MSCRIPTION DAZE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESRNG 10/15/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 R.L METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP SCR SELF DRILLING SCREN` PANEL EXTERIOR INTERLOCK HOOKSTRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR PIPOSHES, BYOTHEnS, NOT SHOWN FOR CLARITY. Z PERIMET ERAND JO1Ni SEALANT 8Y OTHERS TO BE DESIGNED INACCORDANCE MTHASTM E2112 MI WIND aWw, cRosD00BY DS LLC IQ CARROLLTON, TX 75006 St1F,- v •XCEAS P•i SERIES 430/440 XIX SGID// 143' x 96' REINFORCED HOOK INSTALLATION DETAILS ZzmooSTATEaFw +i Fd; fJRlOQ: CRAWN: DWO NO, RF! 08 5000503 C S70MALIE" STALE DATE 02/23/09 9 OF 9 10/27/2016 Florida Building Code Online BCIS Home I Log In i User Registration Hot Topics I Submit Surcharge ; Stats & Facts 1 Publications 1 FBC Staff I BCIS Site Map I Links FI dda xl Product ApprovalxiiPUSER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL9174-R11 3 Application Type Revision Code Version 2014 x 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 j Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL9174 R11 COI Cert of Ind Scates 2011 s.odf Standard DASMA-108 DASMA-115 Year 2002 2005 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFlIJRMxf6u7ojnl0heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 9 174. 1 15120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0228 318958 P7.odf FL9174 RI II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSupolementPl6 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 Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 20145.pdf Created by Independent Third Party: Yes 9174.2 5120 / 6100 / 9100 #0229 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0229 318959 P8:odf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WD3ambSuoolementPl6 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.3 5120 / 6100 / 9100 #0230 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +2S.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0230 318960 P10.pdf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WD]ambSupplementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 16' Max width. 8'-9 Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R11 II 0231 318996 P5.pdf FL9174 R11 II Track Supplement Chart P10.0f FL9174 Rll II WD3ambSuoolementP16 s.vdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 P5.pdf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10127/2016 Florida Building Code Online Design Pressure: +43.20/-49. 60 Created by Independent Third Party: Yes Other: Evaluation Reports j FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 # 0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 [I 319040 Pi Post.Ddf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Design Pressure: +39.20/-43. 70 FL9174 R11 II WD3ambSuoolementP16 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 20145.Ddf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0232 318999 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 fI WDJambSuoo1ementP16 s.odf Design Pressure: +12.40/-13. 80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.Ddf door. FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0233 319000 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.Ddf Design Pressure: +18.50/-20. 70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.Ddf door. FL9174 .R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.0f Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0236 319024 P6.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 II WDJambSuoolementPl6 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6:Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.1)df Design Pressure: +39.20/-43. 70 FL9174 Rll 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 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes https://www.floridabuilding.org/pr/ pr_app dtl.aspx?param=wGEVXQwtDquFlIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 3/6 10/27/2016 Florida Building Code Online j 9174.11 15120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0600 319026 P4.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSupplementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 Rll AE FLO9174 r9 Affirmation for FBC Sth 2014s.pdf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 0601 9' Max width. 10' Max height. Max section height 24" Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0601 319027 P4.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.1)df Impact Resistant: Yes FL9174 R11 II WDJambSuDDlementP16 s.pdf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.13 ( 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0602 319028 P5.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 U 0603 319029 P5.odf FL9174 R11 II Track Supplement Chart P10.0f FL9174 Rll II WDJambSupolemehtP16 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 653.1)df FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.15 15120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0604 319030 P5.Ddf FL9174 R11 II 319040 P1 Post.pdf FL9174 R11 II Track Supplement Chart P10.0f FL9174 Rll II WDJambSuoolementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.16 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 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSupplementP16 s.odf https://www.floridabui ldi ng.org/pr/pr_app_c tl.aspx?param=wGEVXQwtDquFl I JRfWxf6u7ojnlOheH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 0606 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0606 319032 P6.odf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSuDolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.18 ( 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 1 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 40608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0609 319035 P5.pdf FL9174 R11 II 319040 P1 Post.pdf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoplementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0608 319034 P4.Ddf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSur)DlementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 P5.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuDDlementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653 odf FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes B=0..k 0 ,Neat, Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://www.fl oridabui I di ng.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 J RfWxf6u7oj nlOheH %2bR KJ kiz ESWxAzegKuY8GeGQ%g3d%pad 516 10/27/2016 Florida Building Code Online IN Credit Card Safe https://www.floridabui Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1J RfWxf6u7ojnl0heH %2bRKJkizESwxAzegKuYBGeGQ%3d%3d 616 A Division of Overhead Door Corporation This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "ores 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 1 9 7 6 780 1 9 7 6 800 1 9 7 6 No. 51737 O STATE OF ; /u O .P %? N 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/211, AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB (IN) MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT)"oTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a 0\111111//////" S - S / 011' GENBF TF.A r. No. 51737 0 STATE OF ; • j p0,` N S ONA; ? II11 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f /2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULES 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 NOTE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 1 10 13 15 01 cEN No.51737 r- f f O STATE OF A • j0,`:'t OR QP p N SIONi ; 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE4 3/8" PJ SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT"ores 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE1 2000 PSI GROUT FILLED CMU NOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A i, No.51737 ; r i• • O STATE OF Q R OP% 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fU2 = 240lb/ft 5. CHART 1S BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 5 3/8" fd HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT"oTEI 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLEDCMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 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 00. PoNo. 51737 f STATE OF # 4-` 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 161t/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. 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 Wagner Dalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 t No. 51737 0 STATE OF a/0NAv- IN Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 1 6" MAX. ' FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT 6" MAX. DOOR WIDTH MINIMUM 2x6 q3 HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4" 2-3/4" 2) 3/8" SIMPSON TITEN HO SCREW ANCHOR WITH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". DETAIL 1 MINIMUM 2500 PSI rnNrprTr NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. MINIMUM 2x6 p3 HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 8" 4" 4" 8" 4" 4) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4" AND A MINIMUM EDGE DISTANCE OF 4". DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU NOTE; MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2x6 y3 fL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. I . 4"(4 4) 37 WITH 1 LAG 5 MINIML 1- 9/3 SUPPC TAI WOOD SUPPORT STRI NOTE; MAXIMUM DES] CAPACITY OF 2430 L SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS DRAWING PART NO. I REV. PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. 324620 IP16 Wagner Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 2500 PSI CONCRETE NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8" SIMPSON TITEN HD, 2-3/4° MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK No. W37 ' r 0 STATE OF x ;0- ". L ORAOP paS/ONA4 111 I I 1\\\ Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS, 2 3/4" EDGE I MIN 2 x 4 SPF (G-0.42) OR BETTER WALL STUD KQg' MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONS194UTY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE - HOLD BACK INTERIOR SHEATHING 5/16" LAG SCREW WITH 1-9/32" EMBED IN CENTER OF STUD (t 1/4") FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20x9/16" TRACK BOLT AND IL 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 420 LBS PER LAG FASTENER REVISIONS DATE SHEET 2 OF 2 CHECKEDI DRAWING PART NO. JAMB CONNECTION SUPPLEMENT 324620 REV. P16 The Genuine. The Original. o Overhead Door Corporation 2501 S. State Hwy 121, Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4695497281 nw-.v.overheaddoor.com April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 W1 11111111,1 Kpg EN No. 77B413 a STATE OF- k'4 NAL a_ Overhead Door Corporation ASub4idiaryorsanwaHoldingsCorPorallon ' i' ' kton Tanco John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-R7 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 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. C* E 6( loo FL09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 202OW static 108-05 and impact 115-05, dated 3/9/2010 CTLA 202OW-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. rllz_1_1 9 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 PS 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 A—Goz o t0/tit FL 09174-R7 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 w E,2c Wo /t1 FL 09174-127 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. 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, c1CAc Jo n E. Scates, P.E. Y Florida PE # 51737 l0` 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5`h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 51h Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 o?; c -ie-,FP',i No. 51737 W O 3TAiE OF 0ic F ORtOP ate# N- 1III1 N07E5: 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /Bx1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS. 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH A 1/8" BEAD OF BOSTIK 11DO OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) /Bx1" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. GLAZED SECTION REQUIRES 16 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-140/8' SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4" MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21" AND A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G SHEET 2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-140/8" SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 13 GA HORIZ ANGLE 13 GA FLAG ANGLE 16 GA MIN HORIZ TRACK 5/16xl-5/8', LAC SCREWS MIN 3 AS SHOWN) 16 GA MIN VERT TRACK 5/16x1-5/8" LAG SCREW AT EACH JAMB BRACKET 1/4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT AT EACH JS JAMB BRACKET LOCATION 15 GA STIFFENED JAMB BRACKETS SEE SCHELDULE FOR OUANITY, LOCATION, AND TYPE KEY LOCK OR SLIDE LOCK 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6" O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE, (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' DEPTH, ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #Bxl" SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR. JOHN E. SCATES, PE 3121 FAIROATE DR. CARROLLTON. Tx 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. EQUAL TO 12' 0'. JAMB BRACKET SCHEDULE DOORHEIGHT NO. OFSECTIONS NO. OF JAMB BRACKETS EACH JAMB) TRACK TYPE LOCATION OF CENTERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS B: 2") 7'-0' 4 6 01 JB), 13' (01). 25-1/2` (JB), 34 (JB). 45-1 4 (01), 63" JB 7'-0' 4 6 FAT JB), 10' (JB), 21-3 4 (JB), 29-34 (JB), 42 JB), 63-1 4 (JB) 8'- 0" 5 8 01 JB , 13' (01), 23" (JB). 34" (JB), 47-1 4' QI , 58" (JB), 67" 01), 75' JB W- 0" 5 8 FAT JB), 10" JB , 21-3 4' (JB), 29-3 4' (JIB), 48' (JB), 57-1 4' (JB), 66" (JB), 75-1 8'- 0" IGH LIFT OOF PITCH SEE NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. t01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED 0ATTACHTOTRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS, SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'- 0" ALL 207.2/-230.4 14'- 0" ALL 181.3/-201.6 12'- 0" ALL 155.4/-172.8 10'- 0" ALL 129.5 -144.0 Wayne® Balton DIVISION OF OVERHEAD DOOR COP 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 STATIC PRESSURE RATINGS APPROVED SIZES Isc DESIGN ( PSF): +25.90/-28.8D MAX WIDTH: 16'-0" TEST ( PSF): +38.85/-43.20 MAX HEIGHT: 8'-9' DR IMPACT/ CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CH MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U- BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GIRT 3/8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS, ORB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. OODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION, ADDED LHR TRACK DETAIL SHEET 2. CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANCED LOUVER NOTE, INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK CRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 DATE NAME I 1 3/8/06 GIRT ED 4/6/06 1 MRB SHEET 1 OF 2 DRAWING PART NO. 318960 REV. P10 13 GA ADJUSTABLE TOP PLACE U—BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE —PUNCHED TOP FIXTURE PRE —PUNCHED HOLES / HOLES EACH END FACING UPWARD IN BOTTOM OF U—BAR AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8" EACH END WITH 2 1L CRIMPTITE SCREWS SELF DRILLING CRIIPTIFORSTANDARDTRACK01/4-14x7/B" SELF DRCRIMPTITESCREWSFOHEADROOMTRACK (2 0AREUSEDTOATTACH DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK 13 GA ROLLER SLIDE ATTACHED TO PRE —PUNCHED HOLES IN TOP OF U—BAR PLACE U—BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS. THE (8) PRE —PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2)1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U—BAR PLACED OVER TOP WITH (4) 1/4-14x5/8" RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF a BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U—BAR MOTEL DUE TO CLEARANCES REQUIRED TO 2" NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH 0. U—BARS, ALL U—BARS SHALL BE 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U—BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U—BAR OVER WITH (6) 1/4-206/8" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH (2) 1/4-20xS/8" CRIMP71 E SCREWS THRUWHICHAREFACTORY ATTACHED, 3 OF WHICH PRE —PUNCHED HOLES AT ARE FIELD INSTALLED INTO EACH INTERMEDIATE HINGE TOP LEAF, AND 1 OF LOCATION (1 THRU FLANGE WHICH IS FIELD INSTALLED OF U—BAR AND BOTTOM THRU PRE —PUNCHED HOLE HINGE LEAF AND 1 THRU IN U—BAR) ' WEB OF U—BAR AND DETAIL C INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1/4-14x5/8" / ° PLACE U—BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS ` NOTCH DOWN TO CLEAR BOTTOM p BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM - BOTTOM OF THE BOTTOM U—BAR AT U—BAR WITH EACH PRE —PUNCHED HOLE AT EVERY 2) 1/4-14x7/8" SELF DETAIL D HINGE LOCATION. USE (1) 1/4-204/8" DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE —PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. 8x3/4" MIN STAINLESS SCREWS WITH STAINLESS - BACKED RUBBER WASHERS 3-1/2" O.C. MAX 1/8" BEAD GE ACSSG4000I l SG4000AC STRUCTURAL SEALANT OR EQUIVALENT FACER STEEL 1 JOHN E. SCATES, PE NON—STRUCTURAL 3121 FAIRGATE OR, DECORATIVE INNER CARROLLTON, TX 75007 WINDOW TRIM — FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. DETAIL A USED ONLY ON IMPACT GLAZED SECTION — 11 GA REINFORCEMENT , BRACKET ATTACHED WITH ( 4) 1/4-147/8" SELF DRILLING O ' CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U—BAR) DIE 1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J— STRUT & OPERATOR BRACKET. NOTE' J—STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED e e S j DETAIL E DETAIL F NON— STRUCTURAL DECORATIVE OUTER WINDOW TRIM 1/ 4" POLYCARBONATE ATTACH BOTTOM BRACKET TO BOTTOM U—BAR WITH (2) 1/ 4-147/8' SELF DRIWNG CRIMPTITE SCREWS Wpal onDIVISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 I— . - IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) Y. 18 GA, 80 KSI U—BARS LOCATED OVER INTEGRAL RIBS AS SHOWN 4) SECTION DOORS WITH ( 5) 3", 18 GA, 80 KSI U—BARS LOCATED OVER INTEGRAL RIBS AS SHOWN U— BAR ATTACHMENT NOTES 1. ALL U—BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE —PUNCHED HOLES WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-147/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP ( EXCEPT BOTH U—BARS ON BOTTOM SECTION — SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8" CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8" CRIMPTITE SCREW APPROXIMATELY 8" FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U— BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'- 0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U—BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. 2. WITH THE EXCEPTION OF THE (8) PRE —PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SUDES AND THE (6) PRE —PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE —PUNCHED HOLES IN ALL U—BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8" CRIMPTITE SCREWS. 3. 18 GA U—BARS SHALL BE STAMPED "46" APPROXIMATELY 8" FROM EACH END. REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U— BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER, CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. CRT 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8•-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. DESIGN ( PSF): +25.90/-28.80 MAX WIDTH: 16'-0" DA TEST ( PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8, IMPACT/ CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6, MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 SHEET J 0 F SIZE: NAM( GIRT MRB 2 DRAWING PART NO. I REV, 318960 IP10 O SPLICE PLATE LOCATION e SEE SCHEDULE 14" MAX 12" MAX 12" MAX i MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. EE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RIVITS 11 GA MIN CLIP SEE SCHEDULE- RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1 /4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"- 20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR WIDTH MAX PSF 9'-0" 46.0 PSF -52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF Wayne® Dalton TRACK SUPPLEMENT CHART 3395 ADDISON DRIVE PEN ( 850) A47FLRIDA 4 09890 32514 REVISIONS P2 2 INCH TRACK- CLIPS- TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS CRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE h CLIP SCHEDULES, DLP 9/05/07 P6 UPDATE MOUNTING DETAIL DRAWINGS, CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE p8 CLIP (REPLACED WITH p9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 UPDATED TITLE BLOCK CRT 6/2/10 DATE DRAWN SHEET 1 OF 2 DRAWING PART NO. REV, 307494 P10 2 3/4" t 1 " EDGE DIST E60XX MIN. 11/88 22 224 MIN 3/16" jE STEEL FOR 5/16" x 1-5/8" WALL ANG LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR _t;TRACK BETTER AT EACH 1/4-2Ox9HOLEORPAIROFBO HOLE LOCATIONS 1 /4-20 H MOUNTING TO WOOD JAMB DETAIL EL DETAIL23/4 OPTIOMAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL d a. d.. 4. CONCRETE CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WWNDLOAD CONSTRUCTION DETAILS. WITH MIN. (1) 1/4-2Ox7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 3/ 8" SIMPSON TITEN HD, 2- 3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 / 4-2Ox9/16" TRACK BOLT AND 1/ 4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR CLIP S FROM BOTTOM TO TOP SPLICEHEIGHLATE # 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" 1 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHT CLIP S FROM BOTTOM TO TOP 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'- O" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'- 0" 5, 6, 6. 7, 7. 9. 9. 9. 11, 11, 11 16 13'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'- 0" 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 DOOR HEIGHT CLIP S FROM BOTTOM TO TOP SPLICE PLATE # 7'- 0" 4, 4, 4, 4, 5, 6 8 8'- 0" 4, 4, 4, 4, 5, 6, 6 8 9'- O" 4, 4, 4, 4, 5, 6, 6, 7 8 10'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12 14'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR CLIP S FROM BOTTOM TO TOP PLATEHEIGH# 7'- 0" 4, 4, 4, 4, 4, 4 6 8'- 0' 4, 4, 4, 4, 4, 4, 4 6 9'- 0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'- 0" 4, 4, 4, 4, 4, 4, 4, 4, 4 1 6 Wayne® Balton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN (850) A47FLRIDA 4 09890 32514 REVISIONS P2 2 INCH TRACK - CUPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46. 00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO TITEN HD ANCHORS GRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE do CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE q8 CLIP (REPLACED WITH q9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1- 3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 ADDEO MODEL 8700. UPDATED TITLE BLOCK CRT 6/2/10 DATE DRAWN SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 Florida Building Code Online Page 1 of 2 h r 9= KEEM9 inn G UnC''7t rit S Bcls Home ' og In ;User Registration eHot7opics Submit Surcharge i Slats &facts { Pub6tations. i FaC Staff i BCis Sim Map f Links Search Busines i^( Prafess i I I= product Approval ry;y i }} USER: Public User Reau1ullo! Product approval Menu > ProductorAool:cation Search ->AooliCation Ust> Application oatall cam FIL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived -! Product. Manufacturer Silverline Building Products Corp. Address/ Phone/Email One Silverline Drive North Brunswick, NJ 08002 800) 234-4228 Ext4644 Jonberrian@slbp: com Authorized Signature Jon Berrian Jonberrian@slbp. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing CertificationAgency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard Year, AAMA/WDMA/ CSA 101/I.S.2/A440 2011 AAMA/WDMA/ CSA 101/I_S.2/A440 2008 Equivalence: of Product Standards Certified By Product Approval Method Method 1 Option A. Date Submitted 02/16/2016 Date Validated of FL # I Model, Number or Name I Description http:(iw v. flocidabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtvA%2bxmzlc 1... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Limits of Use Approved for use in HVHZ. No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See Installation Instructions, SWM2, and Product Evaluation Report, PER3947, for design pressures and installation requirements. Extruded Vinyl Single Hung Window Certification Agency Certificate F1-19715 RO C CAC 2-4-16 CCL-List.Ddf Quality Assurance Contract Expiration Date. 12/16/2016 Installation Instructions Fi 19715 RO I1 5WD002 SS 2016-02-03.cdf Verified 3y: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Part: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2015=02-12:Ddf Created by Independent Third Part7: Yes Back [aext contact Li :: j94Q_N_q[dh_MpnrveStreet. Tallahassee F632399-Pt pnem 850-487-1824 The State of ".orida is an AAIEEO. employer. Copyrightpyrioht 2007-2013 state of Florida Privacy Statement :: AccessibIlty Statemen[ :: Rafund. Statement Under Florida law;. email addresses -are -public records.. If you do not want your e-mail address released in response to -a public -records. request, do not send electronic mail to this entity. Instead,. contact the office by phone or by traditional mail. if you haveanyquestions, please contact 850.487,1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1,.2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emaiis provided may he used for oTxial communication with the licensee. However email addresses are pubic 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 ender Chapter 455, F.S., please click here .. Product Approval. Accepts:W RR 99 CA sccuritym1 nflo http:// vv,A,w.floridabuilding.org/pr/,or._app, tDgtvA%2bxmzkl... 2/19/2016 INtTALI ATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NET MBER,OF ANCHORS TO BE USED FORPRODUCTINSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF #1/2 INCH I"HE DEPICT ED LOCATION & SPACING IN I'HE ANCHOR LAYOUT DETAILS I. E., WI H TOUT CONSIDERA T ION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TOTHE NEXT. 4. SHIM AS RFQJ1(RED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHMIS). MAXIMIIM Al tOWABLF SHIM STACK TO BE 3/8INCH . SHIM WHERE SPACE OF 1/161NCH OR GREATER OCCURS. SHIMS) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTICCOR BETTER. 5. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE#8 WOOD SCREWS'OR. 1L GAUGE ROOFING NAILS OR 10d COMMON .NAILS FSUFFICIENT LENGTH TO ACHIEVE. 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MI N. 3/8" EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 98 SELF -TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A WINIMUM'OF 3 THREADS PENETRATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN MIN. 3/ 8".EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE#10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 14/21NCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE, 8. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK To CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/16 INCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 1.3/4" EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FORINSTALLATION INTO METAL STUD USE 910 SELF - TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYDND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL. FINISHES, INCLUDINGBIT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING: 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. ILVER LINE BUILDING PRODUCTS SERIES •114•ii EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES_ 1. THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FBC), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE: FOLLOWING: AAMA/WDMA/ CSA 101/1.S.Z/A440-08/11 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 ENGINECROR.ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND ZX-BUCKS ( WHEN USED) SHALE 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 REFLECTACTUAL-CONDITIONS FOR A SPECIFIC. SITE. IF SITE. CONDITIONS CAUSE. INSTALLATION TO DEVIATEFROMTHE REQUIREMENTS DETAILED HEREIN, A LICENSED EN G W EER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS. DOCUMENT IN NON-HVHZ AREAS IN HVHZ AREAS, ONE TIME PRODUCT APPROVALTO RE ORT'AINFD PROM M(AMHDADE PER OR AHJ. 5, APPROVED. IMPACT PROTECTIVE SYSTEM 15 REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE, 6. WINDOW FRAME MATERIAL: PVC 12.. FOR HOLLOW BLOCK AND P GROUT FILLED BLOCK, DO NOT INSTAU 7. IN ACCORDANCE WITH THE 5TH EDITION FBC, WOOD INSTALLATION ANCHORS !NTO MORTAR ) DINTS. EDGE DISTANCE IS MEASURED COMPONENTS RHAI.I HAVE BEEN PRESERVATIVE TREATED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN BLOCK. CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN. ACCDRDANCE WITH ANCHOR 8. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS'. SEE SHEET 6 FOR GLAZING DETAILS. USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER, 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH'THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM' SPECIFIC' GRAVITY OF 0.55. R. CONCRETE -MINIMUM. COMPRESSIVE. STRENGTH OF 3000 PSI. C. GROIIT'ILLFD CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MIN, MUM COMPRF..SSIVF STRENGTH OF 2000 PSI AND GROUTCONFORMS TO ASTM C 4/ 6, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI. D. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL -MINIMUM YIELD STRENGTH OF33 XSL MINIMUM WALL THICKNESS OE47.8-MIi-.(0. 0478 01.18 GAUGE). MIN. 1/2" EDGE DISTANCE.. F...ALUMINUM - MINIMUM ALLOY 6063-T5, MINIMUM WALL THICKNESS OF 1/16", MIN. 1/ 2" EDGE DISTANCE. TABLE OF CONTENTS SHEET 1 REVISION SHEET DESCRIPTION INSTALLATION A. GENERAL NOTES 2 ELEVATION 3 ANCHORI. AYOVTS 4 VERTICAL .&. HORIZONTAL SECTIONS( NATI. FIN) VERTICAL & HORIZONTAL SECTIONS (THROLICH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, & CLAZINC- DETAIL MAX OVERALL SIZE CONFIG. DESIGN PRESSURE ' MI55ILE IMPACT RATINr WIDTH HEIGHT" 36" 84" O/X. 35 / -35 P5F NON IMPACT 38, 66" O/X 50 /-50 PSF NON IMPACT 38" 74" O/X' 50 / -50 PSF NON IMPACT 38" 77" O/X 35-/-35 PSF NON IMPACT 44' 62" O/X- 50 / -50 PSF NON IMPACT 46" 72" O/X 35 / -35 PSF NON IMPACT 48" 84" O/X 20 / -20 PSF NON IMPACT 52" 72." O/X 25/-25 PSF NON IMPACT 36" 8375° O/X ( ORIEL_) 35/ -35 P5F NON IMPACT 481' 96" O/X ( ORIEL) 20 / -20 P5F NON IMPACT 72" 62" O/X- C/X 35/ -35 PSF NON IMPACT 72" 84" O/X- O/X 35 / -35 P5F NON IMPACT 76" 62" O/X- O/X 50/-50 PSF NON IMPACT 75" 76" 72" 77" O/ X- O/ X O/X-O/X 50./ -50 P5F 25J- Z55 PSF NON IMPACT' NON IMPACT SO" 74" O/X- 0/X 35 / -35 PSF NON IMPACT 96" 74" O/X- 0/X 30 / 30 PSF NON IMPACT 1081, 62" O/X- O/X-O/X 50 / -50 PSF NON IMPACT 108" 12" 0/X- 0/X-0/X 50/-50 P5F NON IMPACT 108" 84'! 0/X- O/X-O/X 25 /-25.PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.03 09-.40:44-05'00' SilverLine hyAndersen 9`11 W I. N DO WS•90p R5 CNF5P_VE51TNEbRSVE NORTH PaUNSwu , Na.ca9D2 PH: (752)+ 540= l.) m m m 3' H OwI p F O C Q oZor O'?m lUZ 11 L .r W 0 Z m LU a WIt7 T T lL o ZZ ::i S Z b L1 1 5 • Y [)002 FL#: FL19715 SHEET: i OF b MAX. FR, HEIGHT I MAX. FRAM H EIGHT 96 MAX. FRAME WIDTH 48" ELEVATION SINGLE HUNG WINDOW MAX. FRAME I WIDTH 96" A D 4 ...: 5 ELEVATION TWIN SINGLE HUNG WINDOW QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 2901-4901 RATINGS, SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 2902-4902 RATINGS, TWIN UNIT CONFIGURATIONS MAX. FA, HEIGHT t MAX. FRAN HEIGHT 9E ELEVATION SINGLE HUNG ORIEL WINDOW MAX. FRAME WIDTH i08" TRIPLE SINGLE HUNG WINDOW SilverLine uyAndersen wl ONF SILMLINE ORIVE- N RiH MUNSW lkl N; OB902 PH: (i51J 935-100/ U % m o ZH Ca a N 0 Z ce V IJL ]P[ W L o I'' ¢ ¢ a Z cz Wm-- D-2 n F N ui F a Lu1- 4 r v I — Z O Oµ , H o al Q pN. Z U. Z pWG #: SWb002 SHEET: .2 OF 6 2' MAX. 11"MAX. FROM --...-'.. O.C. CORNERS III, MAX.. O.C. 2" MAX. FROM CORNERS NOSf.: 5H AxE62"IANCHA bQPMA %Pb ATHAb,JAMR.ANSLLSI0L, ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 2" MAX. _ 4 1/2" MAX. FROMCORNERS ^I r I O.C. 1 4 1/ 2' MAX. O.C. 2" MAX. FROM CORNERS 6" MAX. 20" MAX. FROM __. CORNERS I _ - O. C. 6 MAX. FROM { CORNERS t 20" MAX. O. C. J- 6" MAX. FROM CORNERS 6" MAX. 1 FROM J CORNERS ANCHOR LAYOUT THROUGH FRAME -SINGLE. HUNG WINDOW 4 1/2" MAX. O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW 12 3 MAX. q:cO' 1" MAX. 6" MAX: Rom CORNERS TI O.G. 6" MAX. UC. t 1' MAX. FROM CORNERS 6" MAX. FROM +— CORNERS 16 1/ 2" MAX O.C. ANCHOR STRAP 6" MAX. P/N 50- 2995-2 FROM CORNERS SEE SHEET 5FORDETAILSANCHORLAYOUTTHROUGHFRAME - TWIN SINGLE HUNG WINDOW I a mnn. ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW 12 MAX. SilverLine l yAndersen W ixeogf•oo tlas ONE.SSLVERLTwE aRJVE NMTH.RZNSWCCK. NJ00902- PN- (752) 435- I0CA 05 V117 x z w LwZ Al y w z motwPujn 4 nNCHgR STRAPP/ N 50-2995- 2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT TIiROUGH FRAME -- TRIPLE SINGLE HUNG WINDOW Q FEET: 3 OF 6 CONCRETE/ -MASONRY BY OTHERS CAULK BETWEEN CONCRETE? MASONRY 4:2X---. --, 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 HEIGHT EXTERIOR SEE GLAZING DETAIL., SHEET 6 — 1 O.A. UNIT HEIGHT 11/2 MIN. EMBEDMENT G< e. e .. 3/8" MIN. EDGEDIST, F I/4" MAX.. ISHIM SPACE SASH IZEINFORC A INTERIOR SEE SHEET 6 FOR RRQUIREMEI SEE GLAZ DETAIL 5HE1 g'- VERTICAL SECTION HEAD - ZX WOOD BUCK NAIL FIN SEE GLAZING DETAIL, GLAZING EXTERIOR INTERIOR PERIMETER SEALANT BY OTHERS EXTERIOR. FINISH BY OTI4ERS 48. WOODSCREW INSTALLATION ANCHOR 2X. WOOD BUCK. BY OTHERS SEE SHEET 6 FOR - CONNECTION DETAILS CAULK BETWEEN CONCRETE/ MASONRY. G 2X WOOD BUCK BY OTHERS INTERIOR EXTERIOR O. A. UNIT WIDTH SilverLine iJ Andersen wlu uo ws•oonuc ONE 5TtVE? LINE mrA NORTH RRVNS WICK, N7 U 02 M (75t) 435.1000 vm MIN.' 3/ B'" EDGE DISTANCE p y g J 1X4 MAX. SHIM SPACE 0 w' •au Zm¢ 5 a S <'n. T pew m 5 MIN. 3THREADS- LL3 w l3 m. " C0 G PENETRATION BEYOND o j a 7 6 METAL STRUCTURE z 8 GR. 5 SELF -TAPPING SCREW Lu INSTALLATION ANCHOR METAL. STUD BY OTHERS, SEE SHEET I. INSTALLATION p NOTE 14 m D. - EXTERIOR FINISH (f) BY OTHERS Z PERIMETER SEALANT BY OTHERS 1H Z W w HORIZONTAL SECTION 1 1/ 4" MAX. 4 JAMB NAIL PAN STUD F— SHIM SPACE n n3/8" MIN. _j EDGE DIST. CONCRETE/ MASONRY BY OTHERS 1.1/ 2" MIN. EMBEDMENT VERTICAL _ SECT _ ION 4 SILL - 2X WOOD SUCK NAILFIN iI Z13J i a c 0 V) DWG #: SWDOQ2 SHEET'. 4 OF 10 WOOD SCREW INSTALLATION ANCHOR 3/4" MIN. CONCRETE/ MASONRY DGE DISTANCE 2X WOOD BUCK/STUD BY OTHERS BY OTHERS SEE SHEET 6 FOR 1/4" MAX. ti, `, CONNECTION DETAILS SHIM SPACE CAULK BETWEEN a SAS14 REINFORCING CONCRETE/MASONRY a' SEE SHEET 6 FOR REQUIREMENTS: BY OTHERS SEE GLAZING 1:1/2" MIN,. DETAIL SHEET-6 EXTERIOR EMBEDMENT RY OTHFR., JT7 INTERIOR 1/4' MAX. PERIMETER SEALANT SHIM SPACE BY OTHERS l O.A. EXTERIOR i INTERIOR UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 J) VERTICAL SECTION 5 % 1IUD -2X WOOD BUCX. THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR O, A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS BY OTHERS PRECAST SILL BY OTHERS 3/ 16" ITW TAPCON INSTALLATION ANCHOR EXTERIOR MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/2' EDGE DISTANCE 3# IO GR. 5"SELF TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD.UR APPROVED SEE BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 PERIMETER SEALANT BY OTHERS O. A. UNIT — WIDTH HORIZONTAL SECTION S. JAMB -METALTUBE/STUD" OR APPROVED MULLION THROUGH FRAME 3) # 14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED TO ACCOMODATE #14 DIA. INTERIOR ANCHOR STRAP', AT TWIN& TRIPLE CONFIG. ONLY. SEE 0,0620 • PLAN VIEW -ANCHOR STRAP P/ N 50-2995-2)' DETAIL AT RIGHT FOR INSTALL. REQ.. 1/ 4" MAX: SHIM SPACE IF,,, MIN: 1 EMBEDMENT e 1• 3/4" MIN, EDGE DISTANCE p VERTICAL SECTION_ 5 SILL - CONCRETE/MASONRY THROUGH FRAME 4. 0000 I 4.0000 f- 2.0000-1-2:0000 -1 0( 2)—j6.0000 INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW -ANCHOR STRAP (P/N 50-2995-2) OPENING SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAPANCHORINGREQUIREMENTS% A FOR.INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16" ITW TAPCONS PEP STRAP,. MIN 1-1/4" EMBEDMENT;MIN. 1-3/4" EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, UEE (4) #10 5ELF-DRILLING SCREWS, GR, 5, PER STRAP, MIN. 3 THREADS PENETRATION, MIN. 3/4" EDGE DISTANCE, C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP, MIN. 1- 1/2" EMBEDMENT, MIN.'1" EDGE DISTANCE., SilverLine by - Andersen W IN DOWS•tlO RNb ONE SILVERUNE'Y NORTH RRlfNBwIOK, NJ08902 BH [ 75Z)335 %00, — c< yf m R ink v o e Fw Z O 3 x LLL Vz mow= Zmato Z Z a a Z LO 9 Q m W p a md n ul z H z H H u Lu w 4 n T a Lo WImrymJIn no' z' uz o3 002 OF 6 EXTERIOR INTERIOR I! VERTICAL SECTION MEETING STILE INTERIOR 0 SMALL' FRAME - 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REIN(`. REQUIREMENTS REQUIREMENT5. rHf- HORIZONTAL SECTION 6 INTERMEDIATE FRAME MULLION T- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESIGN PRESSURE */- 35 PSF 36 X 84, (0/X), DESIGN PRESSURE.r/- 35 PSF 38 X 74, (0/X), DESIGN PRESSURE +7-.50 P5F 38 X 77. (0/X), DESIGN PRESSURE 35 PSF 72 X 84, (O/X-O/X),DESIGN PRESSURE */- 35 PSF 76 X 7Z: (O/X-O/X), DESIGN PRE55URE +/- 50 PSF 108 X 62,-(O/X-O/X-O/X), DESIGN PRESSURE /-50 PSF 106 X 72, (O/X-O/X-O/X), DESIGN PRESSURE V-50 PSF C- STEEL INTERMEDIATE FRAME'LARGE' REINFORCING IS NOT REQUIRED FOP. THE. FOLLOWING SIZE/RATINGS:. 76 X 62, (O/X-O/X), DESIGN PRESSURE ,/- 35 P5F 0 - STEEL INTERMEDIATE FRAME'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS:. 76 X 62, (O/X-O/X), DESIGN PRE55URE w/- 35 PSF NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 CLASS LOAD RESISTANCE. 5/8" C.A. I:G. GLASS. EXTERIOR INTERIOR MIN.GLA55 t G IUI 1/8" SETTING BITE f liz" BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF:BUCK OR WINDOW ANCHORS MAYBE ADJUSTED TO MAINTAIN 1" MIN, CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX: O.C. SPACING SPECIFIED IS NOT EXCEEDED. 2, BACK MAY BE FLUSH WITH FACE OF THE BLOCK: 1/4' ITW TAPCON ANCHOR 4" FROM CORNERS 1 16' MAX. O.C. THEREAFTER \ t 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 1 1/4" MIN EMBEDMENT 13/2' MIN. EDGE DISTANCE 2" MIN EDGE DISTANCE CONCRETE/MASONRY BY OTHERS BUCK INSTALLATION bETAIL SilverLne li Andersen W49 W IN OOW6.000 P-5 ONE 51I VEM —E OAIVE NoP- G.4.I/NSW=' N] O8402 M C752) 435-1000. 61Ly 2 0pppomn tZ p Q . M 5 14 14 v.,w Lu 1? Lu O V) Z 0 H H a Lu IV o Q-.......... i c z N4 ¢ 00 z a OW& #: SWD002 SHEET: 6 OF 6 COOR a1 t#IGTU ASSMIATION a la ko Certificate ®f AMS, INC. 3 i, , ,'", WDMA Conformance and. License CCLystGm,leu. ti? +'` `x4. AttiMIMIS.t!'8t61."C xtbClB y'GM4Cflts. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type- HS; DP +30/-30 psf; Water Test Press 22013a 4. 59pso 440- H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 9142127mm ( 36x84in)-H 440- H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440- H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in}H 440- H-025.40 2900/4900 70 Series 101/t.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9141930 mm (36x76 in)-H 440- H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440- H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm ( 44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440- H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50;Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm* ( 38x66in*)-Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52pso WD- 20 10114109 Friday, May 13, 2016 Page 7 WINDOW & DOORglowMANUFACTURERS ASIATION Hallmark® Certificate of AIMS, INC. W D Conformance and License (CCL) Adin aulratbrr, h9ens egtrnt Systems„ Inc, Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 511/2017 1118x1575mm* ( 44x62in*)- Type H; Positive Design Pressure ( DP) = 2400Pa 50psf); Negative Design Pressure ( DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa ( 7.52psf) 440- H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm ( 40x72in) - Type H; DP = 2400Pa (50psf); DP =- 2400Pa (-50psf) Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440- H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm ( 40x72in) - Type H; DP = 2400Pa (50psf); DP =- 2400Pa (-50psf) 440- H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E- 1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =- 2400Pa (-50psf) 440- H-025.49 2900/4900 101/L.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/l.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 PSI 440- H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321 mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type- H WD- 20 10114109 Friday, May 13, 2016 Page 8 WINDOW DOOR ASSOCIATION x f allmarkCO Certificate of AMs? INC. L Admiaisira¢ivc N1anWn=t W D M A Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP+50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP+50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Seri es/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 816/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/l.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2016 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 712/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psf) 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm. D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72) * Type-H; DP +35/-35psf; Water Test Press 260Pa (5.43psf) 440- H-025.65 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) * Type- H; DP +35/-35 psf Water Test Press 260Pa (5.43psf) 440- H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20;Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type- H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440- H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)* Type- H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440- H-025.68 2900-4900 Series/2901-4901 Single Hung 101/i.S.2/A440-11 Class LC'-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm *(38 x 74) Type- H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) WD- 20 10114109 Friday, May 13, 2016 Page 9 D WINDOW 8, DOOR UFACTURERSASSMIAT110N Hallmark® Certificate of AMs, INC. a W D M A Conformance and License (CCL) Adminisirstivc \AsnWnxna Srstems,1M. 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-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)* Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psfl 440-H-025.70 2900-4900/29014901 Single Hung 101/LS.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)* Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psg 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 C4709.01-109-47 1/31/2013 12/13/2016 2286xl880 mm(90x74 inYH 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm* (72x84in*)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994xl524mm* (79x60in*)-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/1.&DA440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (--96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WD-20 10114109 Friday, May 13, 2016 Page 10 W WINDOW & DOOR MANUFACTURERS MSOCtAT1ON HallmarkO Certificate of AMS, INC. r ' W D M A Conformance and License (CCL) 9m r Adminisuativc Managmcnc Systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-490012902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) * Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)* Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +151-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900-4900/2902-4902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.32 2900-4900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903/ 70 Series 101/l.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (108x62in)-H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in)-H 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718xl 575mm*(107x62 in*-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW R DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. gtR [J., Conformance and License (CCL) AdtninW ariv c Managenxnc Slyst ,.IMC. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +201-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900/70 101/1.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118xl524mm' (44x60"in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 6 ' WINDOW & OOOft MANUFACTURERS ASSOCIATION W D M A Hallmark® Certificate of Conformance and License CCL)s,te,5.,. AtvS, INC., AdministmikcManagenuntC">-'ek Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 101 /I.S.2/A440-11 WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) By: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 AL John McFee, VP of Certification 11 /23/2015 4/27/2025 11 /23/2015 4/27/2025 J D-VA Hallmark By: 421,an Rhonda Schom Authorized Representative, A11fS Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Of 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL1.9715 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 Contents: Evaluation Report Pages l — 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 0. C OP. • : Cam• S70NAl. 211 1111` Hermes F. rero, 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 5th Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 51h 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 51h 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: 1 5/2015 Certificate of Authorization: 29578 Report NOo:: 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 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: FL#: FL19715 Date: 12/15/2015 Report No: 3947 Nailing Fin Installation: 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 4/28/2017 Florida Building Code Online BCIS Home Log In User Registration Hot Topics ! Submits Surcharge Stats & Facts i Publications { FBC StaffN 9CIS Site Map I4 LInks ;- Search i b 11 :" nIONidA"- Product Approval USER: Public User Product Approval Menu > =rnciu gr_AgialLce ion rc 71 > Application t.Ist > Application Detail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products; Inc. Address/Phone/Email 26300 La Alameda Ste.. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.'com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a- Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation, Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance, Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Independence PDF Referenced Standard and Year (of Standard) standard ASTM C1186 ASTM E330 Year 2007 2002 x x ,{ Equivalence of Product Standards Certified By r Florida Licensed Professional Engineer or Architect FL13192 R4 Eouiv ASTM C1186 Equivalency Signed,pdf https://wWw.floridabui ldirig.org(pr/pr_app_dtl.aspk?param=wGEVXQwtDgtsk°/p2bGnUu47ogxmaHRnH II D4CXwhKRgKDf7RrxWwZsbgAp/pad°/a3d 113 4/281201.7 Florida Building Code Online Sections from the Code Product Approval Method Date- Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 FL # ' Model, Number or Name 13192.1 i Cemplank Lap Siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: for use in HVHZ install in accordance with NOA 15- 0122.04. 13192.3 i 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: Description fiber -cement lap siding Installation Instructions FL13192 R4 -II ER RIO-2553-15 Plank metal wood:odf FL13192 R4 II ER RIO-2557.15 Plank Shingle CMU:odf j FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing.pdf FL13192 R4 II Install CemPlank Siding.pdf FL13192 R4 II NOA 15-0122.04.pdf Verified By: Ronald h Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood pdf FL13192 R4 AE ERRIO-2557-15 Plank Shingle CMU.pdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.pdf FL13192 R4 AE NOA 15-0122,04.pdf Created by Independent Third. Party: Yes fiber -cement individual cladding, shingles Installation Instructions FL13192 R4 IIER RIO-2555-15 Shingle metal wood,pdf FL13192 R4 II Install HardieShinole Sidingxdf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third .Party: No Evaluation Reports Created by Independent Third Party Yes 113192. 4 (Hardie5hingle Panel I fiber cement notched shingle panels (straight edge I staggered edge, half round edge) t - -- - — — i Limits of Use -` Installation Instructions Approved for use In HVHZ No FL13192 R4 II ER RI072555 15 Shingle metal wood pdf Approved, for use outside HVHZ:_Y.es FL13192 R4 II ER RI0=2557-15 Plank Shingle CMU.pdf- Impact- Resistani: N/A E FL13192 R4 II Install HardieShingle Sidina.pdf I Design Pressure: N/A Verified By:, Intertek Testing Services NA Ltd. Other: Created by Independent Third Party: No' Evaluation Reports .- 1 FL13192 R4 AE ER RI0-2555-15 Shingle metal wood.pdf CFL13192 R4 AE ER RI0-2557-15 Plank Shingle CMU.pdf" reated by Independent Third Party: 'Yes 13192. 5• ! Prevail Lap Siding I. fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes i FL13192 R4 II ER 11I0<2553-15 Plank metal wood.pdf httpsJlwww. foeidabuilding-orgtprlpr_app dtt.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA9o3d%3d 213 4/28/2017 Florida Building Code Online Approved for use outside HVHZ: Yes i FL13192 R4 II ER RIO-2557-15 Plank Shingle CMU pddf Impact Resistant: N/A FL13192 R4 II ER RIO-2577-IS Plank to WSP Sheathing Ddf Design Pressure: N/A FL13192 R4 II Install Prevail Lao Sidina.0 Other: For use in HVHZ install in accordance with NOA IS- FL13192 R4 II NOA 1S-0122.04.1?df 0122.04. Verified By: Intertek Testing Services NA Ltd. j Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.pdf' FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.pdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing odf i FL13192 R4 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road.Tallahassee FL 32399 Phone: 850=487-.1824 The State of Florida is an AA(EEO employer. Coovnoht,2007-2013 State of Florida.:: Privacy Statement.:.: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you donot 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 anyquestions, please contact-850.487.1395. `Pursuant to Section 455.275( 1), Florida Statutes, effective October I, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. Theemails provided may be used for official communication withthe. licensee. However emailaddresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address whichcan be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please. dick here. Product Approval Accepts: eCLcesk Credit Card Sate httpsa/www. loridabuilding. orgtprlpr_app_ dtt. aspx?param=wGEVXQwtDgtsk%o2bGnUu47ogxmaHRnHI(D4CXwhKRgKDf7RrxWwZsbgA%a3d%3d3/3 Floridaas; ra Product Approval HardiePlankO Lap Siding For use. inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements'. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule; and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank, product installation instructions on the follow pages for all other installation requirements. 11'U, HardlePllank, gar Lap Siding JamesHardle EFFECTIVE SEPTEMBER 2013 M INSTALLATION REQUIREMENT'S - PRIMED & COLORPWS(' PRODUCTS Visit p , forthe nrost recent voision. qL SELECT CEDARMILL'* SMOOTH * CUSTOM COLONIAL" SMOOTH * CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILLO * CUSTOM BEADED SMOOTH '• STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLEBUILDING CODES AND JAMES`HAnbIE WRITTEN APPLICATION INSTRUCTIONS IMAY LEADTO PERSONAL INJURYAFFECT SYSTEM'PERFORMANCE, VIOLATE LOCAL BUILDING CODESAND VOIDTHE PRODUCT ONLY WARRANTY, BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT ' Ii- HARDIEZONPRODUCT INSTRUCTIONS. INSTALLATION OF HZ10e PRODUCTS OUTSIDE AN HZ10qy LOCATION WILL VOID YOUR WARRANTY. TO DETERMINEWHICH HARDIEZONE"" APPLIESTO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OkALL 1-860-942-7343 (866 9HARDIE) STORAGE & HANDLING: 1 zts CUTTIN, Store flat and keep dry and covered prior OUMOOR3 to installation. instating'siding wet or 1. Position cutting slationso that windwill biovo dust aymy from uses saturated may result in shrinkage at bull W others in workiwg area. 2. Use one of the follopilng moll pints. Carry planks on edge. Protect' a 11-ast: i.,Y.oiaand snap edges and corners from breakage. James ii. (manual, elociric or pneumatc) Hardic-is not responsible for damage b. Better: i. Dist reducing circular , saw eop ipped with a caused by improper storage and handling Harl0ladol saw blade and I-E-PA vacuumextractici of the' Product.— c. Good;I. Dust reducing circular saw with a Hoffla-Blade saw t frilly w for lour In jW.erate ruff ng) using score and snao, or shears (;,nanual, electric Of pneumatic). cutting station In well -venilated, area NEVER use. a ptyq-r saw indoors NEVER use 6 circular sawblade that does not carry the lirdiefllaicle saw blade tradernark NEVER dry sweep — Use wet suppression or HEPA Vacuum Imporlart Note For maxirnum rolecliori Pv^t respirable dust Kilereconirrendsalways wing'Elesf-lekel cutting mettiods where faasiblia. NIDSI-I-aWowd respirators can be used in conunctien Wth above cutting practices to further reduce dust exposures. Additonal exposure information is available atwm.I3meshardie,com to help you determine the mosi, appropriate:culting. method for yourJpbrequimmenm If concern stil bdsts,about exposure lawls or pu do not coniply with the above practices, you should aloe consult a qualified industrIal hygienist or con taciJaines kardie for further inform-1ion. HardiePlank' lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirements- Irregularities in framing and sheathing can mirror through the finished, application. Information on Installing James Hardie products over foarn can lbe.locaied Ili JH Tech Bulletin 19 at wwvv, iarnehardic.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 HardileiNraps Weather Barrier, a non -woven non -perforated, housewrapl,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 I Double Wall Single Wall Do not use Hardie Plank i ap: siding in fascia or trim applications. Construction 'Construction Do not Install James Hardie products, such that they may remain in contact with standing Water water -resistive barrier let -In oracing HardiePlank lap siding may be installed on flat vertical wall applications only. plywood or 24" o.c: in X. For largerprojects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the. l k ...... coefficient of thermal expansion and moisture movement of'the product in their design. 5:5 These values can be found in the Technical Bulletin "Expansion Characteristics, of James Hardie" Siding Products' at wwvv,JaMesHardie.c0m. DO NOT use stain, oil/alkyd base paint, or powder coating on James HardleO Products, A INSTALLATION! JOINTTREATMENT Oneormore of the followiiioioiiit,treatii 6ntoptioiis Figure 2 Nai line(If nail line Is not are required by rode (as r'eforenced 2009 IRCstud- . . . . . . . . . . present place R703.3.2) fastener A. Joint Flashing ( James Hardie recommended) 3/4" I" from to B. Caulking* (Caulking is not recommended N1111 Nal' ;13" fimm p of plank) foe ColorPlus for aesthelic, reasons as the edge of plank Caulking and C61orPlus will weather differently. For the same reason, flas nng do not caulk nail heads on ColorPlus pmducts.) C. " 11" jointer cover Instal planl,s! n moderate contact at biitticdnls barrier tastene, Instill a 1 1/4" starter strip to ensure a consIstont plank angle between planks and trim, then caulk — Note: Feld -painting over caulking may produce a she enjifference When compared to the field painted PrimePlus. 'Refer to Gaulking section in these instructions. lFor adefitional information on liardieiNrafp Weather Birrier, consult James'[fardle at 1 -866-41 lardle or wow.hardlewrap.corn WARNING: AVOID BREATHING SILICA DUST dines Hardie' products contain iespizibig crystafline s06, which ls'lnwn to the State'at California to cause oncerand is romicleted WARG and M091 to be a cause of cancer N sources. OrBathinQ excessive amounts of respirable silica dust can also causeFa disabling and potentially fatallung disease called silicosis. and No been Iinked'w1h other diseases. and dust reducing circular savi attoched to'aHEPA vacuum; J3) vrainf others In 111f, iinatedlate area; (4) wear a fy gmininent regubtions end manta le InStiliCtiOns to fUnW limit respirable &Rica exposures:, During cicao-L to our irutallatcnn instructions and Materical S.afoff Data Sheel available atmyw.jamesiodle,coin or by calling sxlvm IIS11119-P1/4 6/ 13 yr CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Figure 7 Figure 8 Deck to Wall Ground to Siding inJu4", Figure 9 Figure 10 Gufter to Siding 'Sheltered Are -as Figure 14 Valley/Shingle Extension FASTENER REQUIREMENTS " Blind Nailing is the preferred method of installation for HardiePlanka lip,siding products. Face nailing should only be used where required by code forhigh wind areas and must not he used in conjunction with Blind nailing (Please see JH Tech bulletin 17 fbr'6xempdon when doing a repair). Pin-ba,cked corners may be done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails -Wood Framing Siding nail (0,09" shank x 0.221 " HD x 2' long) 11 ga. roofing nail (0, 11 21 " shank x 0.371 " HD x, 1.25" long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 -1 14`' long X 0.375" HD) Screws must penetrate 3 threads into inetal framing. Nails - Steel Framing ET & F Panelfastnails or equivalent (0.10" shank x 0.313" HD x 1- 1/2" long) Nails must penetrate rninimum 1/4" into rneW framing, OSB minimum MV 11 ga, roofing nail (0. 121 " shank x 0.371 " HD x 1, 75' long) Ribbed Wafer -head or equivalent (No. 8 x 15/8" long x 0.375" HID). I 114'rnin. Overap FACE NAILING Nails - Wood Framing 6d (0113" shank k OAT IFID x Z'Iong) Siding nail (0,.Q9" shank x 0.221 " HD x 2"long) Screws - Steel Framing Ribbed Bugle: head or equivalent (No. 8,18 x 1175/8" long x 0.323" HD) Scr - ews,rnust penetrate 3 threads into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.1 O",shank x 0.25" HD x 1--1/2" long) Nails must penebrate.minimurn 1/4" into metal framing. QSB minimum 711.61' Siding nail (0.09" shank x 0.221" HD x 1--1/2" long)* Figure 15 1 Figure 16 Minimum overlap for Both Face and Blind Nailing TNT, imin- 1 1/4" 1 overlap F stud 24' O.C_ max: 1 1/4"inin. i overlap face nal water resistive baftiar Laminate sheet to be removed immediately after installation of each course for WorPluso products, When face nailing to 0813, planks must be no greater than 9 1/4" wide and fasteners must be 12" o.t. or les& Also see Gemral Fastening RequlrenienN; and when considering alternative fastening options, refer to James Hardie's Technical Bulletin UST13 17 - Fastening Tips for HardiePlanka Lan Siding. HV119-P2/4 6/13 GENERAL. FASTENING REQUIREMENTS Fasteners mustbe corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature; corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardier pmducts near the ocean, large bodies of water, or in very humid climates. Manufacturers of AGO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contactof ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in arcordanceto 2009 IRC 13317.3 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 Bilding Codes have specific jurisdiction. Consult James Hardie,Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads'should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle, If nail is countersunk, fill nail hole and add a nail. (fig. B) Forwoodframing, undei driven, nails should be hit flush to the plank with a hammer ( For steel framing, remove and replace nail). NOTE`. Whenever a structural member is present, HardlePlank should be fastened with even spacing to the structural member, The tables allowing. direct to OSB or plywood only be used;when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with'a pneumatic tool. Pneumatic fastening ishighiyrecommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A "flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. if setting the nail depth proves difficult, choose a. setting that under drives the nall. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). countersunk, t LY snug flush fill & add nai( DO NOT DO NOT FigureA Figure B under drive nails staple PAINTING I DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardier'" Products. James Hardie" products must be painted within 180 days for primed. product and 90 days for unprimed.'100%acrylic topcoats are recommended, Do not paint when wet. for application rates refer to paint manufacturer,., - specifications. Back, rolling is recommended if the siding is sprayed. CUT EDGE: TREATMENT Caulk, paint or prime all field cut edges, James Hardie touch up kits are required to touch -tip ColorPlus products. CAULKING For best results use an Eiastomeric Joint Sealant complying with ASTIV1 C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulkinglsealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking martufacturers do not allow tooling: COLORPLUSv TECHNOLOGY CAULKING, TOUCH-UP°& LAMINATE Care should'be taken when handling and cutting James HardieB CobrPius© products. During installation use'a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the. produa,,_then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the C,oforPluVTechnilogy touch-up applicatox.Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePlankv lap siding with ColorPlus Technology; Laminate sheet must be removed immediately after installation of each course. Terminate non; factory cut edges into trim where possible, and mulk,:Color matched caulks are available from your GolorPius• product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on Ja ies Hardie CAlorPlus products. Problems with appearance or performance arising from use. of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered Linder the James Hardie ColorPlus Limited Finish Warranty. PAINTING DAMES HARDIEO SIDING AND TRIM PROOUCTS'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' 00NOT use stain, oil/alkyd base paint; or powder coating on James Hardier Products. AlDply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and"application temperature. DO NOT "catdk nail heads when using ColorPlus products, refer to the ColorPlus touch-up"section H511119- P3/4 6/13 COVERAGE CHARTIESTIMATING GUIDE Number of 12` planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANr LAP SIDING WIDTH SQ 5174 6114 71/4 7112 8 8114 9174 9112 12 1so=ioosq.n.) (exposure) 4 5 6 61/4 6314 7 a 8114 10314 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3: 75 60 50 48 44" 43 36 38 28 4• 100 80 67 64 59 57 50 50 37' 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119. 114 100 100 74 9' 225 180 150 144 133 129 113 1t3 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 18B 140 16 400 320 267 256 237 229 200 200 14R 17 425' 34o 283 272 252 243 213 213 158 18- 450 360 300 288, 267 257 225 225 167 19 475 380 317 304 281 271 23B 238 177 20, 500 400 333 320 296 286 250' 250 18"0 This coverage chart is meant as a guide. Actual usage is: subject to variables such as building design. James Hardie does not assume responsibility for over or under ordering of product. RE COGNITION: In accordance wih [CC -ES Evaluation Report ESR-2290, HardlePan;e lap sknng Is recognized as a suilaole altemaM to that specified in the 2006,2009,&20i21 tternationat Residential Code for One - and Two Family Dwellings, and the 2006, 2009, & 2012 International Balding Cade;. HardiePlank lap siding is also recognized for application in the fallowing: City of Los Angales Research Report No. 24862, Slate of Florida listing FL#889, Dade.County, Florida NOA No. 02-Mg 02, U.S. Dept of HUD Materials Release 1263c, Tetras Department of Insurance Product Evaluation EC-23, City of New York MEA 223.93-M, and California OSA PA-01.9. These documents should also be consulted for acidiUaml'onfomnaVon concerning the suitability of this prnductbr spedtic afVG ations. Q 2013 James Hardie Building Products. All rights reserved.. TM, SM, and t denote trademarks or registered kaderrmrks of James Hardie Technology Limited. , is a registered trademark of James Hardie Technology Limited. Panelfast is a registered trademark of ET&F Fastening Systems; Inc Additional Installation Information, iY- Warranties, and Warnings are available at wwArjameshardie.com MI, es r fie HS11119-P414 6,113 iviIAMI-DADS COUNTY PRODUCT CONTROL SECTION 11805'SW 26 Street, Room208 DEPARTMENT OF REGULATORY AND ECONomtc RE80URCES (RER) Miami, Florida 33175-2474 HOARD AND CODE ADMIiNISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE NOA wwrv.ruin void ade.eovleconoin•,y James Hardie Building Product, Inc. 10901 Elm Avenue' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Mianu-Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the AuthorityHaving 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 perfortti in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the' High Velocity Hurricane Zone, DESCRIPTION: " Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SO,FF, titled "HardiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, CeinSoffit Panel; Installation Details Wood/ Metal Stud Construction", sheets I through 12 of 12, dated 04/24/200, 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 Coutrol Section, MISSILE IMPACT RATING: Large and Stnall Missile Impact Resistant LABELING: A permanent label with the mamifacturer's name or logo, Plant City, Florida, and the following statements_ "ASTM C 11,86 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each sitting plank or panel and per TBC' 1.710.9.2 and 1710.9.3. on soffit panels. RENEWAL of this NOA shall be considered alter 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 maybe 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 uispection at the job site at the request of the Building Official. This. NOA revises NOA # 13-031.1.07 and consists of this page I and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.P. NOA No. 15-6122.04 M}1tiMf•DADB COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 03/ 3 1 s page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Sub`nitted 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 l) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/20I3, 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.. AT[ 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 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) FHC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. Carlos M., Uti•cra, P.E. Product Contvol Eaaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 C Q PRODUCT DESCidP71ON V11ALJ_ !_ENG7}' SEE NardiePanel®, CerppanelJ; & Stud Spacing at 15' O.C. DETAIL A Prevaile Panel Sidmg materials are B.4 T"'— nonasbestos fiber -moment products 1-2- ,' QGA i; 5/8" thick f 5 ply APA rated plywood shed hir?g in tested in accordance with ASTM C1186 Grade It, Type A and meeting accocdanoe, with Rorida a requirements of the Florida Buitdng Code Section Building Code. r g . ••4 ooaw6ratt+edm' • R 23223 P NEL DIMENS_IOIAS VtiIALL fl s oce 1 6orC2' r ` Water -resistive barrier per Florida Width Length Thickness s} 3,9,10' 51-16" htEIGHFzsan1 av +ti Wding Code 4 it-' Section 7404.2 DESLGII PRcSSLEf2E RATLIVG Design Pressure i a_ SfC[ydi* 2' X 4' S P-F Installation Wood Studs '7 6 psfi' o . • ~ • . wood studs anet, impact ins scant - over 5/8" thick / 5 ply B E - Nails at 16" O.C. (typ.) CempSCTlQN6-S Cempanet, Prevail Panel Planks installed od sheathingAPAratedplywoodn9 316' Minimum Edge Distance siding pFT.At_l A Sheathing fastener, as;described in Note I Panel fastener, as described in Note 2 lHardiePanel, Cempanel, Prevail Panel Siding Waxer -resistive barrier per Florida Building Code Section, 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance wRh Florida Building Code Sect1on2322 3 2" X 4" S-P-F Wood Shads 1 i he wall and soffit frames are to, be designed bythe Architect or Engineer of Record in compliance with the Florida Building Code. HARDIEPANEG.,,_CEMPANELP'REV,6 PAN6l. SIDING 1NSTl-LL_kW1A DETAILSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's installation recommendations; and the applicable sections of the Florida Building Code. wood studs where HacdiePanet, 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.O.A. ENOte 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attacned`to the studs in accordance with Florida Building Code Section 2322-3 sheathing supportedThesidingpanelsshallbeinstalledover518' thick 15 Ply APA rated plywood by a minimum of 2X4 S-P-F wood studs spaced a maximum of 16" O_C. Note 2] The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shad be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5f8" thick 15 ply APA rated plywood sheatiling'into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from comers. Creator I- Gonzales HARDIEPANEL, CFMPANEL. PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, lnc. 109ol am Avenue Fontana, CA 9=7 pvJ.- xo REV A , PNL-PL KSOFF 112" = V-0" I Date: 4f242013 I SHEET 'I OF 12 Fastener Spacing per Florida jL Building Code Section 2322.3 16;00in pk7yCd >vlSET1 Fastener Sparing per Florida Building Cade Section 2322.3 Cade. max ll01VLI p i L.0 ate. Is cowvbiag wilb*CEkli 1 BQdicg 00& .. I?rodcSa e»rnoa FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" 0_0. FASTENED WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO 5E DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING Y NOMINAL 518" THICK/5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA SUILDNG CODE SECTION 232Z3 CL,ADDITJC THE PANEL IS FASTENED NTH 2" LONG, 0.223" BEAD DIAMETER, 0_092".SHANK DIAMETER, CORROSION' RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing Zt I ` ; lk NA FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND,GRAV17Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10961 F1m Avenue Fontana, CA 92337 Phone: 909-356-63CO sms FSCM No owG No Fox 909-427.0634 A PNL-PLK-SOFF Creator. E. Gonzales scn 1" 1'-G Date:4124/2013 SHE-°T 2 OF 12 1 E I WALL. HEIGHT D_ETA_ 1LA vik k the Florida or nl-o4 WALL LENGTH Stud Spacing at 16" O.C. No. 24. f. STATE 0 3/8"Minimum Edge Distance Nails at 6" QC,. (typ•) Sheathing fastener; as described in Note 1. Panel fastener, as described in Note 2 HardiePanel(D Siding i VJater-resistive barrier per Florida Building, Code Section 1404.2 l 5/8" thick] 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, $-5/8" X 1-5/8".Metal C-stud The wall and soffrt frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAILA 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note I S.F.C?JQnLB-B, PRCDJCT DESCREP 1RgR HardieF'anelS; CempanelO, & Ptevai10 Panel Siding materials are nonesbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PwlI D(MENS{O_NS Water resistive V1tdth Length Thickness barrier per Florida 4' $ 9 10' 5116, Bullding Code Section 14042 DESLGN R-E9§-QR- r_l &MLq Installation Design Pressure 20ga, 3-5M"X I-M'' Metal Studs -104 psf Metal Cstud HardiePanel, Impact Resistant— Panel installed over 5/8" thick / 5 plyCempanel, APA rated plywood sheathingPrevailPanel Siding HAE BIE NI CEMRANELLPE EVAtL PANEL SIDING i. SJALLATI0I1 DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. R Metal studs,where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Ar6 itect per the Florida Building Code and the requirements of this N.O.A. Mote 115/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"00 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 5/8" tNck / 5 ply APA rated plywood.sheathing supported by a minimum 209a, Nominal 3Zffi" X 1-518" Metal C-Siaads spaced a maAmum of 16" O. C, Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/3" Song* ribbed bugle head screw ("or screw shall have at least 3 full threads penetratirig.metal framing); the fasteners shall be spaced at 6" Q.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick/ 5'ply APA rated plywood sheathing into metal studs located at 16" O,C. s Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Fax 909-427-0634 Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF SCALE 112-=1'-0" 1 Date:4124/2D13 1sH=ET 3 OF 12 I 6.00in. vbL4DlKTREEVS S ffi c0tM&ykZ'wi & Bmumacoft thennaift 34y' oD sy ProdartCMbel l FL2gh111t1G NOMINAL 20 GAUGE 3-518" X 1-5I8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HSAD'SGREWS (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 SFIEAI' 1-1.1 iG_ NOMINAL518" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES; ANI) ALL INTERMEDIATE SUPPORTS USING A NO: 8-18, 0.31V' HEAD DIAMETER 1-1/4'LONG BUGLE HEAD SCREW CLApD[ N_G_ r THE PANEL IS FASTENED V41TH NO.5-18, 0:315" !-LEAD DIAMETERX 1.518' LONG CORROSIONAESiSTANT RIBBED BUGLE HE SCREWS (SCREW SHALL HAVE AT LEAST FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS I Cladding I j I /I I i Framing Sheathing i IDGAf+ 0. I 21 STATE OF Pk RVZ4 - FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRI GM ACTION AND GRAVITY LOAD ARE NOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION lames Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA92337 hone: 909356 00 SVE FSCM:NO DIM NO Rc Fax 909-427-0334 A Date: Z/241201=:;; L- PLK-SOFF Creator: E Gonzales SCALE 1" IUO" SHEET 4 OF 12 F DEIR1 A Sheathing fastener, as described in Note 'I i Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail' Lap Siding f Water -resistive barrier per Florida Building f` Code Section 1404.2 4 t'5/8!-" thick if 5 ply APA rated' plywood sheathing, 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 Architect or Engineer of Record in compriancewth the Florida Building Code. eE EI-AiL A 518" thick / 5 ply APA rated piywpod sheathing in a=rdance v ith Florida au lcfing Code Section 23223 ERQDUCTb SCRII?'11'J1 1 HardiePlankO, Cemplank9. & PrevailO Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade it, Type Aand meeting the requirements of the Florida Building Code. PANEL DIMEIVSLONS, I barrierperFiarida fates-resisflve Width Length 'Thickness S9-1/2" 12' 5/16" Build-M .Code Section 14042 DESIGN Pi2ESSUF,E RATING 2"X 4" S-P-F insWation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant — Planks installed over 5/8" thick 15 ply CTIO 1-i/4"ia9X5ms, APA rated plywood sheathing thick starter strip H.DI PLAI±I,Et CEh!(PLANK PR 1_) LA S —INGjN 1AtrLATiON D CA1LS r Ah instalonshaII bP done in conformance with this Notice of Acceptance, the manufacfurei'sinstallationrecommendations, and the applicable sections of the Florida Binding CodeWoodstudswheretiardiePlank, Cemptank Prevail Lap Siding will be Installed shall be designed by anEngineeorArchitectpertheFloridaBuildingGod, and the requirements of this N.O-A. Nate 1] 5/$" thick / 5 Piy APA rated plywood sheathing shall be attached to the studs in accordance withFlorida Building Code Sedion 2322.3. Planks commencing from the bottom course of the wall with 1-114 wide shallbeappliedhorizonlaps at the top of the plank such that the exposure area of each plank is S 8 1/4" vertically_ Note2] The siding fastener snail be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-14' O.C. vertically and 16" O.C. horizontally; fastenersaredrivenintowoodstudsthrough518" thick 15 ply APA rated plywood sheathing, fasteners areplacedintheoverlappingareaapproximately314' from the bottom edge of the overlapping plank vertical joints shall be placed over studs. Theplanksshallbeinstalledover5/8" thick 15 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 18' O.C. Fasteners shall have a minimum edge distance of 316'. HARDIEPLANK, CEMFLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ens. 10901 Elm Avenue Fontana, CA92337 PNL- PLK-SOFT= Creator. E. Gonzales scau 112" = 11-0" Date: 4/2412013 4 SHEE7 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 Fastener Spacing per Florida Building Code Section 2322.3 0.75Tn -4 Tadc Product Cs:+tar3 s$.25in. FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 18d 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 SHFATFiING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION2322.3 CLADDING PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS s8-11,V THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG'; 0223" HEAD DIAMETER, 0.092" SHANK DIAMETER; CORROSION - RESISTANT SIDING NAILS, -PLACED 3/4- UP FROM THE Bo7rom EDGE OF THE PLANK At EACH STUD LOCATION in. Cladding Framing Sheathing lopis RRMUCr REVISED i h. s •- up eaulgily * wsk at FZa" BumlS,?tz I No. 121 STATE OF `cam FOR METAL AND WOOD STUDS, PROVISIONS FOR. DIAPHRAGM ACTION AND Fai i l`fY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDI EPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, InG 10901 Elm Avenue Fontana, GA 92337 FaX 909-427-0634 A- PNL-PLK-SOFF 1 Creator. E. Gomm es scare 1" = 1'-0" Date: 4124MI3 SHt Er 6 OF 12 Stud Spacing at 15' O C; WALL LENGTHCTSEEBP-1QDUDESC8j Ti0_Ai DETAILA HardiePlank(D, CemplankO, and B ApA Prevails Plank Lap Siding materials i i,are nonasbestos fiber -cement rates g oa sheaving fastened products tested in accordance with ASTM C1186 Grade 11, Type A and to rrietal studs as meeting the requirements of the PRM= N/ . described in Note 1 Rsrv°°. Florida Building Code, V4-6 ratltiiSooF&eCa to t l j/ +Hater -me istve WALL barrier per Florida FUNK DIMENS[ONS HEIGHT l ' i o > ? \'- i '~ F Budding Code Width Length Thickness i i I:i I,1 Section 1404.2 S 9-1/2" 12' 5/16'i i aiwct Coates! : ; i - i 20ga, 3-5/S" X 1-5/8" itilyi.l.i DESIGN PRESSURE RATING Me al G3tud Instal anon Design ressure HardiePlank Metal Studs -92 psf P emplank, Prevail Lap Siding Impact Resistant - 3/ 4" Minimum Edge Distance Nails at Ia" O.C. (typ )y / A8- B 1-114'tali X 5A 6" Planks installed over 5/8"thick / 5 ply thick starter strip APA rated plywood sheathing Qp I HARIDiEPIA_NK CEMQLANK. PRENAILLLaPStOiNC iNSTALLA:T1QtJ_gILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation N, Sheathing fastener, as recommendations; and the applicable- sections of the Florida Building Code described in Note 1 Metal.studs where, HardiePlank, .Cemplank, Prevail Lap Siding will be kittailed shall be designed by an PRt bUCT \ Engineer or Architect per the Florida Building Code and the requirements of this N.OA oqWYOV *c florrft _ [Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel soeepsao' S• Siding fastener, as edges and all intermediate supports using a No.8-18, 0.315" head diameterx I-1/4" long bugle head screw fr described in Note 2 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 S E-IX' vertically. Vk.1 iNote 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2AW long' bugle head l - - - ' HardiePlank screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is 1 i fastened s 8-1/4" "O.C, vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404. 2 518" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 3 209a, 3- 5/6'X 1-518" Metal C-stud The wail and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. thick 15 ply APA;rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" frcm the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installedover 518" thick /:5 ply APA rated plywood sheathing supported by a minimum toga, Nominal 3- 5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" Q.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Fax 909-427- 0634 A I PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1/2"=1'-0" 1 Date:4124/2013 sHEEr 70f 12 o 6.00in. j+- 16 in. OC 6.00in. 6.00irLOC 1. Protot 58.25in. FEA- M111_G- NOMINAL 20 GAUGE 3-5/B"' X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SUE Ili NG NOMINAL S/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0,315 HEAD DIAMETER X 1-1/4° LONG BUGLE HEAD SCREW CLADI?11QG PLANKS OVERLAP 1-114" THE EXPOSUREIS58-19' THE PLANKS ARE FASTENED WITH NO. 8-18,.0.315" HEAD DIAMETER X 2-1/4 LONG CORROSION- TANT RIBBED BUGLE HEAD SCREWS (SCREW Cladding Framing Sheathing GA 121 B7 AOF Z I -o • TTE ONAL FOR METAL AND WOOD .STUDS, PROX11SIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MOST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products,.Inc, 10901 Elm Avenue Fontana, CA 92337 R_ SIS S)Zc PSCM NO oWG NO SHALL HAVE AT LEAST 3 FULL THREADS Phone: 909-356-6300 PENETRATING THE METAL FRAMING), PLACED 3/4" UP' Fax 909-427-0534 A PNL-PLK7SOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator F- Gonzales SCALE 1" =1'-0" Date: 4124=13 s +eer s OF 12 STUD LOCATION WALL tvey t ZETLR-6. WALL LENGTH Stud Spacing at 16" O.C. a I I 318" Minimum SEE DETANL A f 2" X 4" S-P-F Wood Studs FlardieSoffit, Ael Cer?isoffit J"i r*-- Nails at 4" O.C. (typ.)pA CT REVISM Distance Florian Bowing CO& By a t offif fastener, as esc gibed in Note, HardieSoffit, Cemsoffct Minimum'2" X 4" S-P-F Wood Studs The waft and soffit frames are to be designed by' the Architect or Engineer of Record in compliance with the Florida Building Code. PELOaLLQj S CRIPTLON3 HardieSoffit® & Cemsoffito materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code, SOFFLT DNMENSIONS Width Length Thickness N 8' 1(4" PA$i N PP SSIJRE 2ATItsG Installation Design Pressure Wood Studs -70 psf 10911 flGAW No- 4 21 STATE OF ` 0SIO IN AL E riirri///! ff HA EFIT,_C(VIS_O-F_FIT.,p,.AN1EL-lbLS-A-jLLAJJON DETAILS s AR installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code, Wood studs where HardieSoffit, Cemsoffrt will ,be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistantsiding nail; the fasteners shall be spaced 2t4" O-C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator E. Gonzales PRODUCT a,EVZM Yi- e --bb ex Flmi& BuHdi% n0= Pr=o, No 13-0311.4 j HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION Junes Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FSOM DWG NO PNL- PL-K-SOFF 11r = t'-a" E Date: 4r24/2013 9OF12 9W a.uuin.—+ r--io,uum- Cladding Framing, 4.00in.1 PRC Cr REWWM PROD4lLTB'J_VISM Q GA scowwwals with 6e Floada as coaglyiW with doe Plaid: AcccVUBW2ninwiampa . Amcs ancn No L % Drae O f 12, B_ i aoe.>TroLkcs Cactui _ STATE OF FL O RIP sS/dNA`C, FPA,ML G NOMINAL r' X C S-P-F WOOD STUDS Ir O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDJI`1G THE SOFFIT IS FASTENED WITH 2" LONG, 0.223' HEAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIA7- STUDS James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337. Phone; 909-356-6300 size FSCMNO DW.'NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creatcr. E Gonzales SCALE 1"= T-0." Date: 4124R013 SxE10 OF 12 WALL LENGTH I Stud spacing at 16" O.C. { WALL 0GHT i 3/8" Minimum Distance P QD3J_CT DESCR(P'FLON HardieSofftO & 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. AQEE_CLDJ.M91LgL N5 Width Length Thickness DE$iGNI PRESSURE RAI-1MGj Installation Design Pressure Metal S'auds -55yf d af1r rii„ a 1 0AV. .y21 o STA P OF IA12pi_SQFF[[CEMSOF_i=1TANELINS_T_ALIATI(QtyDETAILS +~'--. N Njrirlr All installation shall be done in conformance with this Notice of Accepnufacturer's installation recommendations, and the applicable sections of the Florida Building Code. fastener; as Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or gibed in Note 1 Arc?vtect per the Florida Building Code and the requirements of this N.O.A s The -soffit shall be installed over minimum 20ga. Nominal 3-5/8" X 1-518" Metal C -studs spaced a maximum of V, O.C. HardieSoftit, Cemsoffit iHotne 12 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long` ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal I raming)-,the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL Eff(MUTOMM) MM INSTALLATION DETAILS METALSTUD CONSTRUCTION Nails at 6" Q.C. (typ.) j 20ga, 35/8" X 1-5/8" Metal C-stud LThe wall and soffit frames are to be designed by the Arch?tect or Engineer of Record in compliance with the Florida. Building Code. Creator. E Gonzales. SEE DETAIL A fi 20ga, 3-518"X 1-5/8" Metal C-stud HardieSoffit, Cemsoffd SECTION B-B t l3Jbllil X' W- CI as COMOrCWWeb tht fkcsft 861( a Goes: ieceptsnar ?: o I3 C r .rf / ? James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FS" NO 12" = T-0- M% G NO REV PNL- PLKSOFF 1 1 Date: 4f2412013 1 sneer 11 OF 12 . Cladding Framing 6.00in. RttCD£!C' B£VLSFD s avm iying r iei the F1otfi3s Pitomcr REVISM C.o2ie totr>iiai&. s owl f3.3r1.a7 ''`' AIN, o • FLORA SIONP e FRAIJIING NOMINAL20 GAUGE 3-5r6"X 1-5/8"STEEL STUDS 96"O.C. FASTENED WITH 518" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION)NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS) THE WALL AND SOFFIT FRAMES.ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING. CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER'X 1-1/4" LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6"° O.C. AT PANEL EDGES AND INTERMEDIATE no 10901 Elm Avenue STUDS Fontana, CA92337 Phone:909-356-6300 SIZE FSCMtJO owcr o Rom' Fax 909-427-0634 A PNL-PLK-SOFF 7 i Creator. E. Gonzales ScA..a V = 1I1-0" Date: 4/24/2013 SHEET 12 OF 12 4/28/2017 Florida Building Code Online BCIS Home Log In ' User Registration Hot Topics Submit Surcharge Stats & Fads ; Publications FBC Staff BGS.Site Map ':, Links. !. Search j f;f lli s jProduct ApprovalUSER; Public Userd : Product Approval Menu > Product or A oliration Search > AWjLicaLiQn LLg > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 11 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality. Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Reoort 2014 FBC Q4 T4 Soffits odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https:/1www.floridabuiidirg.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsXSGEO%2flCXzYpyxA%e3d%3d 1/2 4/2812017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Method 1 Option D 08/27/2015 08/28/2015 09/04/2015 10/16/2015 04/05/2017 tummary of Products FL # y Model, Number or Name ; Description 12194.1 Alumunum Coils Aluminum Soffit !Aluminum soffit panels Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +80/-90 Other: See Evaluation Report for limits of use Installation Instructions FL12194 R3 II ALC15001 Evaluation Report 2014 FBC Q4 T4 Soffi ts, odf Verified By: Zachary R. Priest PE-74021 Created by Independent Third Party: Yes Evaluation Reports FL12194 R3 AE ALC15001 Evaluation Report 2014 FBC 04 T4 Soffts.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.487-1824 The State of Florida is an. AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact theoffice by phone or by traditional mail. If you have any questions, please contact 85p.487.1395. `Pursuant to Section 455. 275(t), 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. Theemalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under chapter 455, F, S., please click here . Product Approval Accepts: zCi x; l =. S@Ctll'li+' MHTRIGS https://www. floridabLiIding.orgtprlpr_ppp_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYpyxA%3d%3d 2/2 4 TECHNICAL.. SERVICES, iLLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 843)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 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 F8C 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 61020-3. PRODUCT DESCRIPTIONS 318" 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 1-1-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida. product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC f Soffits TECHNICAL SERVFCEs, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels 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. si=vu Feu 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit paneis provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 12' s w in varvri 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. ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT 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. ttttIIfIrrl1 pp `.G ... R. pq ,, 201 5.®0.27 NO 74021 07:05:004 04`00' STATE OF UJ r,O SC 0 R O N ZacharyR. Priest, P.E. S Florida Registration No. 74021 114NAi Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC isnotowned, 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 noLhave, nor will acquire, a'financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4-pages) 4) APPENDIX D — Dimension Drawings (4 pages). ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r aCREEKTECHNICALSERVICES, LL.0 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 LMITATIONS and sections of this evaluation when using the table(s)'below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location — Location b. 12" T4 Soffit — 4-inch o.c_ Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location 1-0c2t ion ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. REEKk4 TECHNICAL SERVICES, L LC d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Loratinn Location Location ALUMINUM COILS, INC Soffits Approved -Systemstem Numbers and Definitions 12174 Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 1'6-inchOverhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for24-inch Overhang with F-Channel 24J-# I Approved Systems fcr24-inch Overhang with J-Channel Appendix A Approved, Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 318-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 0. 072-inch dia. x min. 3116- 12F-1 16- inch WOOd min. 1.25-inch embedment spaced, Wood crown staple spaced 16 inch inch head dia. trim nail 40' 0 24- inch o.c. O.C. spaced 36-inch o.c. Max. Three ( 3) min. 314-inch x 1/4-inch One (1) min 3f4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 2 16-inch Wood crown staples in diamond pattern Wood crown staplespaced8-inch o.c: 0.072- inch dia. x min. 1/4-inch head dia. trip nail spaced 48- 48 64. 2 spaced 24-inch o.c, and securing each panel lap inch o.c. Max. One ( 1 j 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 0.072- inch dia. x min. 1/4-inch 48 12F-316-inch Masonry spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194- R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. L f a. 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 Psfl Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3A-inch long x 12J-1 Max. 16-inch Wood staples in diamond long x3!$-inch head diameter screw spaced 16-inch o.c. Wood 1/4-inch crown staple 0.072-inch dia. x. min. 1/4-inch head dia. trip nail spaced 48- 48 64.2 pattern spaced 24- connecting soffit to J-channel spaced 8-inch o.c.. inch o.c. inch o.c. Approved Systems for 16-inch, overhang with F-Channel Wall Connection Eave Connection System Panel: MDR No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga..518-inch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53,3 inch12-inch spaced max. 8-inch o.0 4-inch o.c. and securing each head spaced panel lap 12-Inch o.c. One (1) 18 ga 114 inch crown x One (1) min. 175-inch x Max Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max 0. 072-inch diameter 16F- 2 12- inch Wood inch leg staples in diamond pattern Wood 4- inch o.cand securing each finishing nail with min. 3/16- 53.3 spaced 16- inch o.c. panel lap inch head spaced 12-inch o.c. Max. One ( 1) 318-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3A-inch long x 0, 072 inch dia. x rnin. 16F-3 16-inch Wood 1. 25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o. c. o.c. spaced 36-inch o.c. Max. Three ( 3) min. 314-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0. 072-inch dia. x min. 114- 27 16F 4 16-inch Wood crown staples in diamondpatternWood crown staple spaced 8-inch o.c, inch. head dia. trip nail 36.1 fin¢h o. c. spaced 24nch spaced48-inch o.c. ALC15001 FL12194-R3 Page 3of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express norimply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga, 114-inch crown x. One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 518-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1.) 18 ga. 114-inch crown x One (1) min. 1.75-inch x. 0072-inch diameter 16F-6 Max. Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- finishing nail with min. 3/16- 43.3 16-inch spaced 16-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314-inch x 1/4-inch One (1), min. 1 3/4-inch 16J-1 Max. Wood crown staples in diamond pattern Wood One (1) min 314-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 4of7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with. F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2N crown x 1-inch leg Norm SYP staples spaced Three (3) 18 ga.114- anchored to 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min 1 75-inch x Max. inch crown x 1-inch rafter with onera( 1) each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in min. 2.25- Wood leg staples paced 8- s finishing nail with min. B01-90 diamond pattern inch x ring One (1) min. 1.75-inch inch 3116-inch head spaced spaced 16-inch o.c. sank nilchinchailha x 0.072-inch diameter 12-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.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 0.072-inch diameter 801 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 1,2-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced flinch o.c. One (1) 18 ga_114-inch crown x 1-inch leg Nominallx2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga114- 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 801 24F- 3 12- inch Masonry inch tong T nail rafter with one Wood spaced lestaplesspaced8- g finishingnail with min. 76.6 spaced 8- inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch 3116-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24- inch o_o, finishing nail with min. 3116-inch head spaced 4-inch o.c. ALC15001 FL12194- R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Y _ rz f-EC;HNICAL SERVICES.. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with: F-Channel Wall Connection Center Connection Eave Connection System Panel MAP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18.ga.1/4- anchored to 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 16-inch Wood leg staples in 2.25min. ch Wood. leg staples spaced 8- finishing. nail with min. 80I-60 diamond pattern inin x'7d ring One (1) min. 1.75-inch inch o.c. and securing. 3116-inch head spaced spaced 16-.inch o.c. shank nail x 0.672-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 114- One (1) min. 1.75-inch x Max. inch x 1/ ga. anchored to each panel lap inch crown x 1-inch 0,072-inch diameter 24F-5 16-inch Wood smooth shank rafter one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch.o.c. and securing 3t16=inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1)18 ga. 114- 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 Tong T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 311E-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 ruin. 3/16-inch head spaced 4-inch o.c. ALCI5001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL.SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved. Systems for24-inch overhang with J-Channel Wall Connection, Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1l4-inch Nominal 1x2 min. inch x ld crown x 1-inch leg No.2 SYP Three (3) 18 g shank nailrings throughshe staples spaced One (1) min, 1.75-inchanchoredtoga.1/4-inch Crown rafter intotheafterinto the end 12-inch o.c: securingeachpanellap One (1 } 18 ga. Y,- x 0.072-inch diameter 24J-1 Max. rafter with one. x 1-inch leg of the batten or two. (2) Wood inch crown x 1-inch finishing nail with min. 6012-inch. 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch leg staples spaced 3/16-inch heads acedPinchx7dringattemspacedY6_ P P ring shank Waits toe- x 0.072-inch diameter 8-inch o.c. 12-inch O.C. shank nail inch o.c. Walled eitheratside of finishing nail with min. 24-inch.o.c. atthebatten at each 3/16-inch head spaced battenlrafter 4-inch o.a intersection. Max. rafter spacing is 24-inch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown z 1-Inch leg No.2 SYP Three (3) 18 straight -nailed through staples spaced One 1 18 a. '/ 9 One (1) min. 1.75-inchanchoredtoga.1/4-inch crown the after into the end 12-inch o.c. securing each panel lap inch crown x 1-inch x 0.0.72-inch diameter 24J-2 Max. rafter with one x 1-inch leg en ororthebatten two {2) Wood leg staples spaced finishing nail with min. 53.3 16-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d toe One (1) min. 1.75-inch 8-inch o.c. and 3/16-inch head spacedPinchk7dringpatternspaced1 & ring shank nails x 0.072-inch diameter securing each panel 16-inch o.c. shank nail inch O.C. nailed on either side of finishing nail with min. lap 24-inch o.c. the batten at each 3/16-inch head spaced battenlafter flinch o.c. intersection. Max. rafter spacing is 24-inch c.c. 5001 FL12194-R3 7of7 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. a TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 Kin. h:ad dia.. nail wich min. en•aa+.nia:,n,(`-z'..nc•,;i. s:L-acrace; r,r min. n.n97" d.ia, :-nail c_ ztlib nrsii Witt, min. 5f&" vsga mer.t 1'nr cci:cr r._ or.?:1oa}_ euastL a _p>:..o3 as ...z.d s bov . . FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wv,cc. ConrrGto or Gioc:Y Wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD ##T50 3/8" X 3/8" STAPLE 1.6" O.C. t—PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12 F-2 3/4- X 1/4* CROWNSTAPLES USING A DIAMOND PATTERN I 1-3/4- TRIM NAZI F' CHANNEL CAN BE PAINTED S.S. 48' INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B i WTNEE" SOFFIT STAPLE OPEN RAFTER TAPLM DIAMOND PATTERN 1 ;DETAILL-O'KNEEN/ STAPLESi FACIA BOARO r------- n CAP 3/4- X 1/4` CROWN STAPLE '8' ON CENTER 5OFFR- ra u_. 12 - ^ nc.1 span 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4" X 1/4- CROWN STAPLE. SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty: installation, recommended use, or other product attributes that are not specifically addressed herein. Y CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS., INC Soffits Appendix B System No. Installation'Detail OPEN RAFTER i s `, SOFFIT STAPLE 015T i DIAMOND PATTERN I DETAIL FACIA BOARD efrveEr+i STnPI.ES 3/4' X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN I FASCIA CAP 12J-1 1 LJ—CHANNEL 3/4" X 1/4" CROWN STAPLE W ON CENTER 1-13/4' TRIM NAIL FACIA BOARD 1-3/4' TRIM NA1LJ PAINTED S.S. Wc_aeed to eaftit 7 o =;l.i #a x PAINTED S.S.48' FASCIA CAP 1 / " XP,-3 /.8" bead Q.C. dia;aeter ..crew, 3/4- X 1/4+ 16" c.c.. CROWN STAPLE SOFFIT -max. '_2-i_nch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, i_i_C ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J' i MAIL I FASCIA BOARD PAINSS. ' 1 FASCIA CAP l SOFFIT t r CROWN STAPLE GPEM RAFTER i fASCIA BOARD ii EA 3 B'?-!IEi 16F- 1 SOFFIT & FASCIA W 6F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA f' CHANNEL-'-" NANNfLDETAIL 1 SOFFIT: MAX. 16" i SPAN MASONRY 1 ----,, I{ SUBSTRATE 1 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. CREEKIvTECHNICALSERVICES, L.LG No. I Installation Detail utln. ;!3:. ,ad dJa. ,_clzi ._th. min, 11P' a_.Dili .e,at.!for -woc:; ,ubzt.rc, t ? •::r min. S'71 diaL. T-avail !>r >.u;- nail w ; mini. traced as r...sd abc:vc. ASCIA SLIP BOARD ASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 I I I I \—"F" CHANNEL Won't, coriv-,rN or FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" Y 3/8" STAPLE 16" O.C. S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This, evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r CREEK t TECHNICAL SERVICES, LLC 16 F-4 No. I instaliafion Detail. 3/4` X 1/4' CROWN STAPLES USING A DIAMOND PATTERN I 1-3/4' TRIM NAZI F' CHANNEL CAN BE PAINTED S.S. 48" INSTALLED WITH THE O.C, NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B 3 OPEN RAFTER sr SOFFIT STAPLE 1,Q1AMOND PATTERN DETAIL. 1/8' KTVEErl FACIA BOARD FASCIA CAP 3/4- X 1 /4' CROWN STAPLE "8' ON CENTER SOFFIT- of . _'r_• h st rr 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCW CAP 3/4' x 1 /4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation,. recommended use, or other product attributes that are not specifically addressed herein. CREEK T TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. t g° TRIM HAIL j FASCIA BOARD PAINTED S.S. I FASCIA CAP SOFFIT i 1*q' CROWN STAPLE OPEN RAFTER C. j FASCIA BOARD 1-Xj- CROWN STAPLES I. SOFFIT & FASCIA LISINC A DIAMOND DETAILPATTERN- REFER TO 16F=2 SOFFIT STAPLE 16F_6 DIAMOND PATTERN DETAIL L """ FASCIA CAP;. REFER TO SOFFIT & FASCIA DETAIL 8 F^ CHANNEL 1 SOFFIT; ,MAX, 16' SPAY WOOD—,-," 000 SUBSTRATE j SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC m No. I Installation Detail OPEN RAFTER 3/4" X 1 /4" CROWN STAPLE "24- ON CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4" TRIM NAILA PAINTED S.S. 48' O.C. SOFFIT -max. 16 -inch spat WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B 3 sT' y', SOFFIT STAPLE E DIAMOND PATTERN' r 1 FACW BOARD 1, 31ss BETWEEN r DETAfL STAKES / f r FASCIA CAP 3/4` X 1/4" CROWN FACIA BOARD STAPLE "B' ON CENTER 1AS-'S, PAINTED FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page B 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 J" TRIM FASCIA BOARD PAINTED S,S. - )— 1'z CROWN FASCIA CAP STAPLES ,i - SDFfIt. ti ! US:NG A. DIAMOND E PATTERN; REFER LE >< T't " CROWN STAPLE SOFFIT STAPLE _ TO DIAMOND PATTERN '\ DETAIL \ _... 1 TRIM NAIL FASCIA BOARDPAINTEDS.S. I{ SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 j 1"z2" CROWN STAPLE FASCIA CAP; REFER TO SOFFIT i FASCIA \ DETAIL / \\ B Nominal 1'x2' SYP ((( Batten Apr' 1r. 0 to 'SOFFIt; MA%.'34'" 3r B F-CHANNEL Rafters v,h ore 70 T— Ring Shank .Ma4 at every Rafter WOOD SUBSTRATE 1 SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. LCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t"TRtM NAIL FASCIA BOARD PAINTED S:S. I+ SMOOTH SHANK f- - I j\ I FASCIA CAP ROOF NAILS f :SOFFIT ( i 1"=}' CROWN STAPLE 1 j" TRIM NAIL FASCIA BOARDjPAINTEDS.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 - 1",J- CROWN 51'A?LE FASCIA CAP: .REFER 10 SOFFIT 6 FASCIA DETAIL Nominal. l"x2' SYP 8a4ten Anchored to SOFFIT: MAX. 24" F-CHANNEL Rafters with one 7d Ring Shank Nail at erery Rafter WOOD SUBSTRATE 1E ALCI5001 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. TECHNICAL SERVICES., LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. I {' TR1M NA1L , / 1 FASCIA BOARD PAINTED Ss. !, 14LA {" T-NAILS I. t :i FASCIA CAP SOFFIT f I' 11 .-I'4` CROWN STAPLE NAIL. . _FASCIA BOARD 1;" TRIMPAINTEDPAUiTEO 5,5. I ? SOFFIT 8. FASCIA DETAIL24F-3 & 24F-6 r CRckowN.STAPLE FASCIA CAP; R£FER TO SOFFIT b FASCIA DETAIL Nominal I"XZ' STP F-CHANNEL Batten Anchored to SOFFIT, MAX. 24" Rafters with one 7d Ring Shank -Nail. at every Rafter MASONRY i I ALC15O01 FL12194-R3 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_ ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail r TRIM NAIL ! / FASCIA. BOARD PA!NTEO S.S. I -),'CROWN FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN; REFER TO J ` rxI CRDWN STAPLE SOFFIT STAPLE CANTILEVERED YYY DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD J SOFFIT & FASCIA I c- Tainxna DETAIL5.5. 24J-1 & PAINTED taowN STAPLE I 24J-2 it --- ,41 FASCA CAP; REFER 10. SOFFIT R FASCIA DETAIL 3 •, \ t 1 Novna I" A 2" 5Yr battens I s-bbed bcw-n a.^.ets and SOFFIT; MAX. 24" 1-CHANNEL i i secure with ai tl) Te ring I I (WankWeMI n mslratgM Walled throeht'te'rslter rta the end W030 - SUBSTRATE or! he en or lwo'2? 7p i rng shank nags tm-nailec on eahw safe of the. harem a: the batten: rafte,Interae tlon / 1 i; SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 1D-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V.1t is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a"shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r r . t 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 Seed: hiph) 1: 20 1,30'.-, 140 450 160 170 180 190 200 " 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 38.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 1 -60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 1 32.9 36.4 Positive Loads) 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 5 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 1 29.5 1 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i-j CREEK, TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design'WindPressuresfor.Spifits"in,Uposui•e"C_" Building Type Zone, Mean Roof, Height (ft)" 13asio-Wind S "eed. mph),. 121 136 140 150 160:'. 1,70 180 190 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40:2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53A 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50,2 56.3 62.7 69.5 50 26.2 30:8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 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 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59 7 67.4 75.5 84.2 93.2 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 M9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5. 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20:5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) L 20 13.9 16.3 18.9 21.7 24.7 27.9 31,2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 1.5.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does notexpress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. s TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design'Wind Pressures for Soffits in Exposure D' Building Type Zone 7.Height Mean Roof ft Basic Wind Speed mph) 120 130 140 " '" 150. 160 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 767.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 JT5 4 40 29.4 34.5 40,0 45.9 52.2 58.9 1 -66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative 20 32.1 37.7 43.7 50.1 57.0 64A 72.2 80.4 89.1 Loads)) 25 33.3 39,1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 173 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48,0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 2T5 31.6 35.9 40.5 45A 50.6 56.1 Positive 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 Loads) 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35:9 40.2 44.8 49.7 5 40 18.8 22A 25.6 29A 334 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 1 34.8 39.3 44.1 49.1 54.4 60 1 20.2 23.7 2T51 31.6 1 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 w TECHNICAL SERVICES, L_i_e 3/8" F-Channel I 3/8" 3/8" J-Channel ALC15001 3/4" — I f— 1/8" HEM 1 5/8- j 3/4" 3/8 FL12 ISOMETRIC VIEW 3/11" PROR E ISOMETRIC VIEW 3/8" PRN)LE ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FCREEKTECHNICALSERVICES, LLC Fascia 5 3/4 1!8" HEM 6"FASCIA 7" BLANK I 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALCI5001 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. LCREEK11TECHNICAL. SERVICES, LLC 16" Q4 Soffit 18" BLANK 3 j 8 PROFILE 2.625 REF. 50 IY . 0.125 TYP.. LI n [f 0 C U oa a VIOL L CtnR97 E6aUN 4FUIU S ai el. LOUVERS FORMED IN SAME DIREr-nON 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. CREEKMN -A TECHNICAL SERVICES, LLC 12" T4 Soffit 1/81, ( 7/8" 1 3 1/8" I_ YB 1- 3 1/8" 1/2" \ ' 1/2" 1/2" _/ 1/2" 25 TM 0..1 Z5 TYP, 13.75" BLANK 3/8" PROFILE 2.E25 RET, 50 TYR ALUMINUM COILS, INC Soffits Appendix D 1/2" DID QQQG J Q Q U Q— Q Q 0 Q Q U QQQQQ- QQQQQQ Q000Q 1Ynr 011IE3 PATTERN (F `I 1 5 ..v Fl LOIIVEP.S Or MED' IN SAME DLfEC1'•Ohl k5 RI?Si 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. TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 57H EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA91'10) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9A 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 F6C 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 61 G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or duality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. LCREEK1TECHNICALSERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels 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 panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the `center vent configuration. See Appendix D for dimension drawings. ALC15001 FL12194-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. 1 CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS; INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5"' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tttttnrrrrr 2015.08.27 No 74021 0 / :05:00 STATE OF 4Ct— 04'00' O R t p P'.` Zachary R. Priest, P.E. No. 74021SiONAL Org Florida zation No. lonANE9641 rrrrnttt 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. i CREEKALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix A APPROVED SYSTEMS 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 toASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows; a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location ALC15001 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Loc tion Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener LocationLocation LocationFL12194- R3 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INC Soffits TECHNICAL SERVICES. LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Location Location Location Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Apo raved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J #I Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MUP No. Width Ps{) Substrate F-Channei Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min.3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown. staple spaced 16-inch inch head dia. trim nail 40.0 24-inch o.c. 0.0, spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.072-inch dia. x min. 114-inch 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced'48- 64.2 inch o.c. Max . One (1) 14 ga. 5l8-inch long T nail One (1) min 3/4-inch x 1/4-inch One (1.) min. 1 3/4-inch long x0.072-inch dia. x min. 1l4-inch 4,812F-3 16-inch Masonry spaced 8-inch o.c. Wood crown staple spaced inch a.c, head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FY ; CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12=inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond inch head diameterlongew Wood 1/4-inch crown staple dia. x min. 1/4-inchinch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. s spaced 8-inch o.c.. head dia. trip nail spaced 48- head dia. 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 18F-1 Max. Masonry One (1)14 ga. 5/8-inch long T nail wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3116- 53.3 12-inch spaced max. 8-inch o.c, 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.114-inch crown x 1- 1-inch leg staples spaced max. 0.072-inch diameter 16F-2 12-inch wood inch leg staples in diamond patternWood 4-inch oand securing. each c. finishing Waif with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12- inch o.c. Max: One (1) 3/8-inchhead dia. nail, min. One (1) min 318-inch x 3/8-inch One ( 1) min. 1 3/4-inch long x 0.072' inch dia. x min. 16F- 3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 164nch 3/16-inch head dia. trim nail 25. 6 inch c.c. o.c. spaced 36-inch o.c. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F- 4 Max. wood crown staples in diamond pattern Wood One ( 1) min 314-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 3of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. t_LG ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 518-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3116- 43.3 16-inch spaced, 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1) 18 ga..1/4-inch crown x One (1) min. 1.75-inch x. Max. Three (3) 18 ga.1/4-inch crown x. 1- 1-inch leg staples spaced 4- 0072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch oc. panel lap inch head spaced 16-inch o.c. Approved Systems.for 1,6-inch overhang with J-Channel Wall,,Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314-inch x 1/4-inch One (1) min. 1 3/4-inch 16J-1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c, crown staple spaced 8-inch o.c- min. 1f4-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 Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf.) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch ieg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchoredto 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max, inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0. 072-inch diameter 24F- 1 12- inch Wood leg staples in min. 2.25- Wood le g spaced 8- finishing nail with min. 801-90 diamond pattern i inchnchx 7d ring One (1) min. 4.75-inch c. incho.c. 3/ 16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch c.c. 24- inch o.c. finishing nail with min. 3116- inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 807 24F- 2 12- inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head. spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c, securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored.to each panel lap inch crown x 1-inch 0. 072-inch diameter 80! 24F- 3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76 6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001 FL12194-R3 5of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. t CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems'for24-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) 18ga.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 inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80l-60 diamond pattern inch x 7d ringshank One (1) min. 1.75-inch inch o.c. and securing 3/16=inch head spaced spaced 16-inch o.c, nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 1.1 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nait.24-inch o.c. finishing nail with min. 311.6-inch head spaced 4-inch o.c. One (1)18 ga.1/,4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min_ 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 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. 3/1'6-inch head spaced. 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 9 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 psi) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.114-inch Nominal 1 x2 min, 2.25-inch x 7d ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3)18 ga:1l4-inch crown through shethe rafter into the end stapless acedp 12-inch o.c. securing One 1 18 a. Y4Og One (1) min. 1.75-inch x 0.072-inch diameter 24J-"! Max, rafter with One x 1--inch leg. ofthe_batten or two (2) each panel lap Wood inch crown x 1-inch finishing nail with min. 60 12-inch 1) min. 2.25- staples in diamond min.2.25-inch x7d One (1) min. 1.75-inch leg staples. spaced 3/16-inch head spaced inch x 7d ringpatterns p aced 16- ring shank nails toe x 0.072-inch diameter 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 24-inch o.c. the batten at each battentrafter 3/16-inch head spaced intersection. Max, 4-inch o.c. rafter spacing is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d. ring shank nail crown x 1-inch leg Nch SYP Three- ich 18 straight -nailed through staples acedpp One 1 18 a. Y4- t) g One (1) min. 1.75-inch anchored to ga.1l4-inch crown the rafter into the end 12-inch o.c. securingg 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 le staples acedgpp finishing nail with min. 53.3 16-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (t) min. t75-inch 8-inch o.c. and 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- x 0 072-inch diameter securing each panel 16-inch O.c. Shank Hall inch O.C. nailed on either side of finishing nail with min.. lap 24-inch O.C. the batten at each batten/rafter 3/16-inch head spaced intersection. Max. 4 ndh•o.c. rafter spacing is 24-inch o.c. ALC15001 FL12194-R3 7of7 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. tjK a CREEK h h TECHNICAL SERVICES, LLC INSTALLATION Note -Refer to the APPPovEo SYS7Ems section of this report for additional installation details of a ALUMINUM, COILS; INC Soffits Appendix B system and maximum design pressures limitations. System No. Installation Detail woc'e'. =tik.wtrsce., o£ cU_t . 1'-1hai _._ F.tut, .^.Arl FASCIA SLIP BOARD i -FASCIA TRIM 4 SOFFIT (OVERHANG WIDTH VARIES) 12171 & 12F- 3 F" CHANNEL or 7N.11 STAPLE SOFFIT TO ZFASCIABOARD #T50 z3/ 8" X 3%8" STAPLE 1' 6" O.C. FASCIA LIP 1/4"_/ S. S. PAINTED1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed heroin. CREEK TECHNICAL SERVICES, LLC System No. Installation Detail 12F-2 3/4' X 1/4" CROWN STAPLES USING A DIAMOND PATTERN I F` CHANNEL CAN BE INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE 1-3/4" TRIM NAIL PAINTED S.S. 4W O.C. ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ; " s , SOFFIT STAPLE DIAMOND PATTERN DETAIL l ]/ 8' YEiYFFN j srna s FACIA BOARD \ / r r CAP 3/4" X 1/4" CROWN STAPLE "8" ON CENTER SOFFTr- rrta!_. 12-_rrch spar_ 1-3/4" TPIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCW CAP 3/4" X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12J-1 OPEN RAFTER 3/4" X 1/4" CROWN STAPLE -24" ON CENTER USING A DIAMOND PATTERN I J—CHANNEL 1-3/4" TRIM NAIL err_ eci Co u`Lit PAINTED S.S. 48* O.C. d a*rat.erscr.4 n*,. WOOD OR BLOCK SUBSTRATE SOFFIT — max. } 2 - i.^.eh Span ALUMINUM COILS, INC Soffits Appendix $ I 111 U ST°E..E SOFFITSTAPLE' DIAMOND PATTERN DETAIL FACIA BOARD ti, 3. s' eerVEEN / t STAPLES N i iASCIA CAP 3/ 4" X 1/4" CROWN FACIA BOARD STAPLE " 8- ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. FASCIA CAP 3/ 4` X 1/4" CROWN STAPLE SOFFIT SOFFIT & FASCIA D ETAI L 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 notexpress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK s TECHNICAL SERVICES, LLC ALUMINUM COILS, ING Soffits Appendix B System No. Installation Detail 1 e TRIM NAIL ----FASCIA BOARD PAINtEU S.S. r FASCIA CAP I OPEN RAFTER SOFFIT ' I-x}" CROWN STAPLE FASCIA BOARD I .— IT G4.a1S' 1 77Ji 16F-1 SOFFIT 8, FASCIA 16F-5 DETAIL FASCIA CAP; REFER t TO SOFFIT & FASCIA I DETAIL F" CHANNEL I i--SOFFIT; MAX. 16" i1 SPAN f 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 rn No. I Installation Detail snrya,amanra{__,. .,::c.? _.._.atx-.a-,a or 0 .097" di a, ..-mail or .. tul- :::1 _.l with min. conL.rer.a or 1of.j, :,,.ilaac:.z ac } e 4 _d a6 nc:LGd ah-<'V e . FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 I \\—„ F CHANNEL. or FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8 STAPLE 16" O.C. SS -- . . 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL. ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16F-4 No. I Installation Detail 3/4` X 1/4' CROWN STAPLES USING A DIAMOND PATTERN I 1-3/4` TRIM NAI f" CHANNEL CAN BE PAINTED S.S. 48' INSTALLED WITH THE O_C. NAIUNG FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ," n , SOFFIT STAPLE DIAMOND PATTERN DETAIL 1W @ETVEEN/ STAPLES FACIA BOARD ` lJi 3/4" X 1/4- CROWN STAPLE "8" ON CENTER SOFFIT— 71ax. 5-.Z.:cYi slut: 1-3/4- TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD. FASCIA CAP 3/4" X 1/4" CROWD! STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 ?" TRIM NAIL c ASCIA BOARD PAINTED 5,5. FASCIA CAP SOFFIT 11 1'r," CROWN STAPLE1OPENRAFTERI FASCIA BOARD 1"x= CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOND. f DETAIL 16F 2 & PAT TERN;. REFER. TO SOFFIT STAPLE 16F-6- DIAMOND PATTERN DETAIL FASCIACAP; REFER TO/ TO SOFFIT 8 FASCIA - DETAIL 8 F" CHAKYEL 1 3/8 I, SOFFIT; MAX. 16" I SPAN 1 WOOD SUBSTRATE I \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 7of12 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. ur CREEK TECHNICAL SERVICES, LLC 16J-1 No. I Installation Detail OPEN RAFTER 3/4" X 1/4" CROWN STAPLE "24" ON CENTER USING A DIAMOND PATTERN ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN FACIA BOARD ti\ 1-13/8, WrvEEwi DETAIL STAPLES / AACIA CAP 3/4" X 1/4" CROWN FACIA BOARD STAPLE "6" ON CENTER 1-3/4- TRIM NAIL CHANNEL 1-3/4" TRIM NAIL PAINTED S-S, PAINTED S.S. 48" FASCIA CAP O.C. 3/4- X 1/4" CROWN STAPLE WOOD OR BLOCK SUBSTRATE SOFFIT—inax. 15-inch span SOFFIT SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Y' -TRIM NA;L FASCIA BOARQ PAINTED S,S. I l 1°z; STAPLESPLES I 1i FASCIA CAP SI I ` I/- U5tNG A OSAMQND SOFFIT 1 PATTERN; REFER TO I SOFFITSTAPLE1`." CROWN STAPLE 1 OWM086 PATTERN I DEIAfL --- - I TRIM NAIL FASCIA BOARD PAINTEDS.S. SOFFIT & FASCIA DETAIL 24F- 1 & 24F- 4 ,i _ rq" CROWN STAPLE FASCIA CAP; REFER 70 SOFFIT L FASCIA \ DETAIL / 8 Noninal !' X2- SYP Batten An0m,ed to SOFFIT; MAX. 24' F- CHANNEL Rafters wth one 7d Pill Shanjc Nalt at -..._ 1... -* very Rafter ` W000 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 61.1320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FCREEKTECt-iNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System .No. Installation Detail 1 }"-TRIM NAIL FASCIA BOARD PAINTED S.S. I 71-} SMOOTH SHANK I Ij—rA5C1A CAP ROOF. NAILS SOFFIT 1 P'xt' CROWN STAPLE 1 (" TRIM NAIL FASCIA BOARD PAINTED S.S. I\ I SOFFIT &, FASCIA DETAIL24F-2 & 24F-5 1 1'rt' CROWN STAPLE J I FASCIA CAP; REFER 10 SOFFIT & FASCIA OFTAiL I Nominal 1"x2" SYP Batten -Anchored to SOFFIT; MAX, 24" F:CHANNEL Rafters with one 'id ShankRing Nail at eery Rafter WOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK11' s t ..> TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail f, I }- TRIM NAIL , I FASCIA BOARD PAINTED S.S / I I 1% I FASCIA CAP146Ai" T-NAILS SOFFIT I I'a;' CROWN STAPLE I _ 1i I I }" TRIM NAIL FASCIA BOARD. PAINTED S.S. SOFFIT & FASCIA 24F-3 & iI DETAIL 24F-6 1`r,'" FROWN STAPLE FASCIA CAP; REFER I 70 SOFFIT b FASCIA DETAIL Nano»alt'xY SYP Batten Anchored to SOFFIT: MAX. 24' F-CXAN4EL .Rafters .11h one Id t Ping Shank Nail. at every Rafter MASO4RY i ALC15001 FL12194-R3 Page 11 of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK F•t TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t TRIM MAIL FASCIA BOARD PA INIEO S.S. I'x}- CROWN STAPLES FASCIA CAPEUSINGADIAMOND PATTERN: REFER TO CANTILEVERED SOFFIT Il„. 1I K' CROWN STAPLESOFFITSTAPLE DIAMOND PATTERN RAFTER II_ t JJJ DETAIL FASCIA BOARD 1 }- TRIM NAIL l SOFFIT' & FASCIA PAINTED S.S. DETAIL 24J-1 & l,,_ CROWN STAPLE , 24J-2 FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Ndrnlna' I" a Z" SYP battens 8Y uaobed Derveen asters and SOFFIT; MAX. 14" 3/8 V J-CHANI:EL I 5eCl:le7 vtU1 One (1) 70 sing 1shankcallslaight.nailed through the roller Into the enC WOOD SUBSTRATE-trt the batten7d I ring shank nails tcastce•nanalled on\ l c¢he. side of the b3nem at I•he ba;te.;1a"r iotenecUnn II SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 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. r CREEK TECHNICAL. SERVICES, LLC DESIGN WIND LoADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, 11, 111, 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 lessthan 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,,it is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft.shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4%Q 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design; Wind Pressures for Soffits.in Exposure 6 Building Type Zone Mean- . Roof Hei ht fh Basic Wind Speed mph). 120 130 140 150 160 170 1,80: _ - 190 , 200 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 3T9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 1 -22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 411 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 1 -26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 3T6 42.8 48.3 54.1 1 -60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21,7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 1 13.8 16.0 18.3 1 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28A 31.3 34,7 Enclosed 60 13.1 15A 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads) 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 2T 1 30.0 5 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 1T8 20.5 23.3 26.3 29.5 32.9 1 36A ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS; INC Soffits Appendix, C Design Wind Press&ds` & S6ffltSan aposure'iv Building_ Type Zone Mean Roof Hei hY ft Basic Wind speed mph) 120- ' 130 140 150 160 = 170 180 190 200 20 21.7 25.4 29.5 318 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 65.54 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed Negative 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75,5 Loads) 20 26:7 31.4 36.4 41.8 47.5 53.7 6.0.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56D 62.8 70.0 77.6 5 30 29.1 34.2 39.6 45.5 51.8 584 65.5 73.0 80.9 40 30.9 36.3 42A 48.3 54.9 62.0 69.5 77.5 85.8 50 32A 38.0 44.1 50.6 57,6 65.0 72.9 81.2 1 -89.9 60 33.6 39.4 45,7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17:0 19.7. 22.6 25.8 29.1 32.6 36.3 403 4 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 2& 1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46,7 Enclosed 60 1.7.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 20 - 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22'6 25.8 29.1 32.6 36,3 40.3 5 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 1 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 AL015001 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. kO TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures fo'rSoffits in Exposure D Building TypeYP Zone Mean Roof" Hei Ht ft Basic Wind S eed mph) 201' . 130 140 150 160 170 18Q 190 200 20 26.0 30.5 35A 40.6 46,2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29A 34.5 40.0 45.9 52.2 58.9 66.1 73.6 1 -81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40A 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37:7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35,9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 1 42.3 47,2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6' 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC16001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/4" — 3/8" J-Channel I 1/8" HEM 1 5/8" j } 3/4` J- 3/8' ALC15001 FL12194-R3 ISOMETRIC VIEW 3 /8" PROFILE ISOMETRIC VIEW 3/B-RROFIL€ ALUMINUM COILS, INC Soffits Appendix D 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 TECHNICAL SERVICES, LLC 3/4 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Sous Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 18' BLANK 3 / 8 PROFILE 2.525 REF 50 TY?. rl, TYP, 77 0 CC i ao 01 I G Ll 11 C n i WIDE LOWER (W `='P3.1 LOUVERS FORMED N SAME DIRE OM AS Rt85). ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of A 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. Fr' CREEK TECHNI.CAt_ SEF.VICES, L.LC 12" T4 Soffit i 31/8" 7/8" 31/8" 7!8" 5/16" 1/2" / 1!2`' 1/2" 3/4" 1f8" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE 2.625 Rr. 50 'rrr. 2 TYR 0.125 TY.?. ALUMINUM COILS, INC Soffits Appendix D I II ac aJ m, oa a WIDE l0 t F>t PATE RN (FLI I ¢CyF1 tLDtNERS rOR.fE'R. IN SAME DIRECTION AS Ries; 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. l 4/28/2017 Florida Building Code Online BCIS Home ;. Log In I UserRegistration Hot Topics 1 Submit Surcharge Stats & Fac Approval dOorProductUSER: NblicUser Product Approval Menu > Product or Application S_e.rctt > Application Jst> Application Detail i FL # FL5444-RLO Application' Type Revision Code Version 2014 J' Application Status Approved i Comments r ws€€ Archived Product Manufacturer CertainTeed Corporation -Roofing Address/ Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 mark. d.harner@saint-gobain.com Authorized Signature Mark Harrier mark. d. harner@saint-gobain.com Technical Representative Mark D. Harrier Address/ Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark. D.Harner@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 Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 RIO COI 2016 01 COr Nieminen.pdf Sta nda rd ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 https:// www.floridabuildi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtahl g07CSsoycOr]28CcpCJinU eXw7i bKvl UzOW 4hL8w%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method i Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/1S/2016 Date Approved 02/07/2017 ummary+ of Products FL # 1 Model, Number or Name Description 5444.1 j CerkainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Limits of Use Installation Instructions iApprovedforuseinHVH2: No I FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Approved for use outside HVH2: Yes i Shingle FL5444-R10.pdf Impact Resistant: N/A I Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use j Evaluation Reports I FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10.pdf 1 Created by Independent Third Party: Yes IT1 Contact Us :: 2601 Blair Stone Road, Tallahassee. FL 32399 Phone: BSp-467-1824 The State. of Florida is: an AA/EEO employer. Copyright 2007-2013 State of Florldas :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not wantyour e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to Section 45S. 275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide. the Department with an email address if they have one.. The emails. provided may be used forofficial communication with the licensee. However email addresses are public record, If you do not wish to,supply a personal address, please provide the. Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click her- . Product Approva l Accepts: CA P mwnEt - Credit. Card Safe https: llwww.floridabuilding.orglprlpr app_ d.aspx?param=wGEVXQwtDgtahlg07CSsoycOr128CcpCJinUeXw7ibKvlUzOW4hL8,v%3d%3d 2/2 i EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certficate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity)ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 ON •.. I I slj i- i it The facsimile sealappearing was authorized by Robert Nieminen, P. E. on 12/08/2016. This does not serve as an electronically signed i. zry z \iSL'ss`k document. Signed, sealed hardcoples have been transmitted to the s Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityiERD 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. Trinityi 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. doesnot have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 3 1 tl TRINITY 4ERa t 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 51h Edition (2014) Florida Building Code and Sth Edition 2014) Florida. Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL(TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786S70826 02/12/2015 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 478719S678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/201G ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certijicote of Authorizotion t19503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITYERD 4. PRODUCT DESCRIPTION: 4.1 CT201"" XT` 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle®, Grand Manor Shangle®, Landmark'", Landmark'" IR, Landmark`" Pro, Landmark'" Premium, Landmark" TL, Landmark'" Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'"" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake", Presidential ShakeTM IR, Presidential Shake TL` and Presidential Solaris•" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland SlateTM IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'"', Shadow Ridge'", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 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 D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vasd = 150 mph (Vuit = 194 mph). Refer to Section 6 for installation requirements to, meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V,sd = 150 mph (V,,it = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these Limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Vasd = 150 mph (V„it = 194 mph) for residential buildings located in. Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 TRINITY 1,ERQ Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R90S.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20`, XT` 25, XTr"".30, XT` 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 mm) (305 man)-- -(305 mm)- i 25mm) — Sealantlant i"(25mm)-y 5 -/a" (145 mm) 5 t12,'loi Not aod Plant T METRIC 1"(25 mm} Sealant 1" (25 rnm) 61 Figum 11.3: Use four nallsfor e"yfult sbingle. Use four nails and six spots of asphalt roofing cement* for every hill shingle (Figura 11-4.). Asphalt roofing cement meeting AST,H D4586 type ll is suggested. I _ s 7 - Roating Cement Apply 1" (25 man) spots of asphalt roofing cement. under each tab corner. Figure 11-4:'Use four nails andsir rspou ofasphall cnittent on sleep slopes CAUTION. Excessive use of roofing cement can cause shingles to: blister. Hip & Ridize for CT20T", XTT" 25, XT" 30, XT` 30 IR: Cut Shingles 1 I- Remove Smm) Jew jCaCap 305 mm) ShinShingla, Figure 11- 24:.Grit tabs, then hint back to make cap sbin& RnXisb dimensions shown). I 12" ( 305 m)-" FWNRF1 51. m' . Wo125 m) 5 s lctitn 5 a Sho` t+n Figure II- 25: Insfalkilion of raps along lire hips and rklgec. 6.4. 1.1 For ASTM D3161, Class F performance use BASF "Sonolastic' NP31""' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate of Authorization N95o3 FBC NON-HVHZ EVALUATION FL5444-RIO Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 Use SIX, nails for even, fill( shingle located ;ts showil €telow. Nail' i= nail L Nwl ll¢e I Figure 3: tse six itailsfior t t err ffdl sbin le. l se Slk, nail's and F011t spots or".Gsphalt roofiirig cetlicpt for mcry full slum lc as shown below apply asphalt roofia, cement 1"(25 rani) froth edge of shingle. Asphalt roofing cement nn sting rt.S"{1i t) vW Type- H is suT;ested. Hip & Ridee for Arcadia'": Cedar Crest'", Cedar Crest`' IR I 1 t:l i'tg ira j—•- IIII}'I Flglf ;q: ImI si.r nrfils uxdElul, s/rcAs gj'iisn/xr/f rogjbcement frr" 46ep dopes, Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'"" adhesive or Henkel "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 NP1 or PL adhesive between the shingle layers. Exterior Research and Design; LLC. Certificate of Authorization 49503 FBC NON-HVHZ EVALUATION Hand - sealing adhesive 1 / 4" — 14- 314" 7 Dab of asphalt cement between silingie layers Evaluation Report 3532.09.05-R11 FL5444- Rio. Revision 11: 12/08/2016 Page. 5 of 12 TRINITY;ERD i 6.6 BELMONT TM. Low and Standard Slope Steep Slope (greater than 21:12)`. 2:12 to 21:12): Use SEVEN nails and EIGHT spats of Use FIVE nails for every full Belmont shingle, asphalt roofing cement*' for every full located as shown be -lour. Belmont shingle. Apply asphalt roofing t cement 1" (25mm) from edge of shingle. T`" i .'16, See below_ Asphalt roofing cement meetingrass AST%t D4585 Type II is suggested. i t zz r= l t 1. t r rr•r4 j,r S'!25 rctr;)—+.) dcMI 6.6.1 Hip & Ridge for Belmont`": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest"" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge l g" Remove tape t,° Exposure from the right side 1' f g and fasten SECOND Fasten the Ie(t,slde 81A This RIGHT This Tape FIRST LEFT rigure 17-19:1nstallntion gfSbangt06 b'l(l je shingles figure 17-1Sr Shangle'o Ridge. on hips and ridge . 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPl"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.0S-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12. 6.7 6,7.1 6.8 61RRIAGE'HOUSE SHANGLE0 AND GRAND MANOR SHANGLE" ' imm AND STEEP SLOPE STANDARD SLOPE l=se five nail: for everFhill tilwnJe. t25 mm) rj5 rim}' I Li I Lj51ti" 8 td„ tYgreuL7 r t'sr firreurlrleJorr art!ry_rffGi•,iird;lta»nrs'6arrgJe, f,'utrirrgc 1/nnse S'lairg/c. or 6'irn trnuigl S&rt% zTRINITY ERD Cse: sesen nails wid flrrce.spols of zpfi d) roofing cement for every fill] Grand Mwiur Skm*gle. l-sc live 'Ilails aitd tl,ree oftots of i1splitdt roofing cfiioi( for every full -Cam tie I1om. SDadgleaad Ceatenuiaf SNIc. Apply a:p1mit ronfing urmenl 1" (25 mill) frrnn vdg(s of •Dingle Figrrrc J7.5). Asphalt rooting cement -meeting A.S1'3 6.586 INK ll Is, sugg-este(L t ( 3d mr ) I J or less L: r25 nrs 1 (25 mm) Irpm--,;I f " i16 tzr, mm)` c...__._-........-.-....... ...r........... RoofingCement-.--__._-J i• igrtm 17-.5. When iirr%idling-Gimrrl?t,errrnrSbaitgh s On sleep slnjKs. ice seren.wids and three sputs rrfaspbidf rarying rid ma, Hip & Ridge for Carriage House Shangle'O and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARK m,.LANDM' 110" iRr LANDMARK'"' PRO, LANUMARKT"" PREMIUM, LANDMARK'TL, LANDMARKT""' SOLARIS, LANDMARK'"' SOLARIS IR, NORTHGATE- LOW AND STANDARD SLOPE METR(( DIMENSIONS fT, l4a/4' 12" 305 mm)--(375 mm)--- --(305 n)nt)-- I ( 15 nun) fiE hdse Tape1 Nail3ble { Ared LANDMARK TL NorthGate: 13112" 13 I3112" 343mm)— ,-( 330-mm)----•(343mm)--j 1"( 25 rnmJ 1" (25 nun) - i7grne 1 j;.t: t:u! fair naflo foreroy full sli ftle. mitre t t(11Yi, 12" 1494' .2': nit I-•- 305 mrs) - t375 min) —. - .- t305 mill; r' t altrg T fs C_ I' J25 Upp raII'm crwnr nal ire Noling amss, for low and ttaudard slopes (from 2:12 to.2i 12) - NAIllom ertUrpCt.&;n" f tmai5 m'iiOayp, Exterior Research and Design, LLC. Evaluation Report 3532.04.05-R11 Certificate of Authorization #9503 FEC NON•14VHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails mid four spol t of asplialt roofing cement for evei3 full lam6tnted shingle. xe Melon; Aspit:th roofing, cement should meet ASTili D45$61,pc R_ Al)ply I' spots of asphalt roofing cement uncle each corner,and at abota 12" to tY in from each edge. METRIC DIMENSIONS 12'--- I,la1t.,_, 1F—. 305 ruin) 375 mm) 305 mm) 11.25 gtm) 25 mm) 1 Release Taoe 2.5mm) Roolino Cent 4 i T INITY I ERa LANDMARK Tl 13112 13" 13112'= 343 mm) (330 mm) (343 mm) 1 "( 25 rnrii) 1 "(25 mm)-1 I I 1„ m) - 25mm) -{ , Figure 13-5: Use six nails and•%trr spots of i" asplinttmo ngceinentonsteepslopes. aim; NorthGate: STEEP 12" 14-34' 12" SLOPE: I..-(306 mm)-• — (375 mrit -•-(305 rr NAILING Nailin imils AREAibetve9t, aw'er r-t"(25 mom) nal itnes. 1"(25 mm; M, 7 1" 25 mm) Nailing areas for steep slopes (greater than 21:12) and " Storm -Nailing" Nail between lower nail lines: as shown above. 6. 8.1 Hip & Ridge for Landmark T'", Landmark'" IR, Landmark' Pro, Landmark'"" Premium, Landmark"" TL, LandmarkTm Solaris Landmark"" Solaris IR NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory IT 97/8' 305mm) ( 250mm) 050mm) T (150mm (125mm) ( 125 nm) Notch for Notch for Centering Centering 12' i { 131/4' 337mm 305mrn) Notches forAlignrmntto ( ) Notches for Alignment o the Top Edge of the Previous (18 r0mmthe Tap Edge of the Previous (175/8, Capfor5"(125mm) Exposure Cap(er55i8'(149mm)Exposure —t English Dimension Metric Dimension Shadow Ridge'"' Shadow Ridge - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1311 Certificate of Authorkation 119503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 911r.t7.. I iu'12.mni) Cericrta pl;ich a i 11:I \ 33?11im) \ Alit)tt tfre:;e r.ot llcs to top T 519' e4(le u! (19 + mn) hde.itgis :5i,ts „ NorthGate Ridge TRINITY!:. ERD 13 1/8" 333 6 918'-I4 8 5/8° 168 mm) (168 mm) Centering 131/t. Notch 337 mm) `\ sign theso , notches to top 7 51 8 edge of (194 rrirn) previous course. j NorthGate Accessory 12" JJ 3p5mm) `_I Laying Notch I Figura 13-20:-Ose.laying nokbas to cenkr sbingles on Gips and, rid es, and'to locate the coned eaposu% For ASTM D3161, Class F performance use BASF "Sonolastic® NP1" 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 Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 i` a ti X t TRINITY ERD 6.9 PRESIDENTIAL SHAKET" I PRESIDENTIAL SHAKE'"" IR, PRESIDENTIAL SHAKE TUm,, PRESIDENTIAL SOLAR15TM LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and slungle as shown below. apply 1' diameter spots of asphalt roofing cement under each shingle tab. After appift 5 nails in between the nailing guide lines, apply 4 nails 1' Nailing 1,--- 40" above lab cutouts making certain tabs of overlying shfugle cover nails. Guide Lines (1016 ffirn) 5 114- — 133 mm) 141/4' 1 1f2' aft mm) (362 mm) NOTE: Apply nails on painted guideline. Figure 16-6. Fastening)resuleetNrstandNesidenitid ASfinke sbingles on laraand standard slopes T 1' dianteterasphalt roofing cement. Figum 16-7. Fastening Presidential and Presidential P/L SAake sbingles on steep slopes. 6.9,1 Hip & Ridee for Presidential Shake'". Presidential Shake'" IR. Presidential Shake TLTM. Presidential Solaris1m: 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up.to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory withtwo fas- teners. The fasteners must be 0/4" long or longer, so they penetrate either 3/4' into the deck or completely through die deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,. AL is 12` x 12"; Portland, OR produces 97/8" x 131/4" accessory. 6. 9.1.2 For ASTM D3161, Class F performance use BASF "SonolasticO NP111" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to instructions herein for Cedar CrestW, Cedar Crest'" IR hip and ridge shingles. 6. 10 HATTERASTM. LOW, STANDARD AND STEEP SLOPE: » m «...-._ g'_._r..__g- •__ I i?muq i23fi:nn0 (2:fnT+mi) ('lJnntrcl I1( 230 mat) (230 mm) (2.30 will (2, m n) 25 nun) _I + 1240 mm) i- 9361 40• mm) Figure 15-3: f't"Ieuing lhdlmws.vhiu,Sdrs en Lau• nurl SlmrrlunLValws ror Iche and siandard slopes. use rice nails For each full ltalteeis shingfe di "Nunn alio"'v. Exterior Research and Design, LLC. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FiQrur• / Ri: kn'livrinl; lIn!!r'nrs SUfnllrn nx Sfrr•P,SYoj";< For wop sfnpes, t+sc five a:lts;urd e.ighispoil of asphalt roofing couent fm each hill Ilatlerai stlugle as sluff i above. Apjily I- Uioim) dl:irnelL'r spou of roofing. ceumit (M I'M n 4536'A it u};; erred) ruder tarh inb corner: Pressshinr,+c inw pbice; rfn nor spore ceuteut. CAIrrION: Tan much omfing w000 ant crust' shingles w Miller. Evaluation Report 3532.09.05-1111 FL5444- R10 Revision 11: 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras`': 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14, 18 tAi-w piece tin its septirate to make 54 Hatteim Accessory'shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles I I ,. as' Jngle 1203Cap Cap l;ap Shingle Shingle Shingle Figure 15-20. Gut Hatteras sfringles to make cover cap. Figure jj 21; Installation of cnp"salong lifps and rlrl os 6 10:1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATETM HIGHLAND SLATET"' IRt. LOW AND STANDARD SLOPE: STEEP SLOPE: Figuic, 11-3: Use MT nai4 for every Higbiand Stata-shingly i1se FIVE nails and F IG11Tspots of asphalt roofing cement"tor. Caclt- inll Highland State shingle. for AIlami-Dade, S1X nails are required. Apply l" diameter spots of asphalrrool ngatueut under each tab comer. Asphaltroofingcemenl meelingASTTrl ll4586'1* it 6, suggcstetil. 9 Y Y- 9•—..-. A4mn: De e r=quie z0i.2 Six rail; f ir; i,leA her xnlar n taut ev shoiu) RoofGigCgmenl Figure If-3A, tise F/VE nails and eigbt spots of'asphalt roriJtnb cement under acb tab corner. CAUTION: l .ecessive use of rooting cement can cause shingles to - blister. 6: 11.1 Hip & Ridge for Highland Slater"", Highland Slate'm IR` Refer to instructions herein for Cedar Crest", Cedar Crest`"" IR or Shangle RidgeT"" hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09,OS-R11 Certificate of Authorization #9503 FEIC NON-HVHZ EVALUATION FL5444-R10 Revision M 12/08/2016 Page11 of 12 6.12 PATRIOT`': LOW AND STANDARD SLOPE US(. FOUR li,ii,ls (or every lull shingle Itiolle(l os silown lwlmv. ralarl t r TRINITY ' ERD STEEP SLOPE lse FOIT mils :mid $,ur spols of asiillall roofing cenwnl for elviv fill shin- ,Je ;ts All it belokv. _Asphalt roofing Celli lit a col lg AJT11 11=1586 Tylx It is su!_gu led. Apply t'(Li ,uni) spols of asph:dt r(x}ling ccanca,l as sltotcu. CAIJT10M1: EAUssitfe use of rooflq; Cemcnl can t--mse shinnies to blister. S:imm} Zwj^— — ISnrmt I • U Cement FS-53 i. j.:a'r,K 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest1m, Cedar Crest'"" IR, Shadow Ridge'" NorthGate or Shangle Ridge'm hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07,2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce productscovered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414)248-6409; karen.buchmann@us.uLcom END OF EVALUATION REPORT - Exterior Research and Design, L-C. Evaluation Report 3532,09.05-Rll Certificate o/Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11; 12/08/2016 Page 12 of 12 t TR1NITY ERA EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA AN£1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 12/08/2016. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity) ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD' is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity 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. ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5`h Edition (2014) Florida Building Code and 5`h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. t v4 A ' l Rl%11TY ERa 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 REFERENCES: Entity Examination Reference Date UL(TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL(TST 1740) ASTM D3161 03CA12702 06/16/2003 UL(TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 OS/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL(TST 1740) ASTM D7158 10CA41303 10/27/2010 UL(TST 1740) ASTM D3161 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM 07158 4787380357 LI/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/201G UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.0105-R11 Certificate of Authorirotion #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY i ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XTT"" 25, XTT"^ 30 and XTT"° 301R are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 ArcadiaT", Belmont`", Carriage House Shangle®, Grand Manor Shangleo, Landmark'", Landmark'" IR, Landmark'"' Pro, Landmark'" Premium, Landmark`" TL, Landmark"" Solaris and LandmarkTm Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate`"' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TLT' and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate`"' and Highland SlateTM IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'"' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'"', Shadow Ridge''", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: S,1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product, 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and 11905.2,6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to Vasa = 150 mph (VI, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Va,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 (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V,,d = 150 mph (V It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, U.C. Evaluation Report 3532.09,05-1111 Certificate ofAuthorizatlon #9503 FBCNON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 a TRINITY ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / 11905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20T'", XT,M 25, XTT^' 30; XTTm 30 IR LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305nun) (3)5rnmj (305ncn)-i r+-1" (25 mm) — Re lan t 1 " (25 mm) 5 s/a" (115 aim) _ 1 5 r12',Ponhot4w METRIC 1311e" 1X/e" r 1311e" t 1"(25mm) I —Sealant 1' (25 mm) t 61 ( 1 T Figure 11-3; Use fora• nails for emyfull sbtngle.. Use four nails and sLv spots of asphalt rooting cement* for every full shingle (Figure 11-4). Asphalt roofing cement meeting ASTM D4586 Type I1 is suggested. I - - - looting cement Apply " (25 min) spots of asphalt roofing cement under each tab comer. ligtire 11-4. 0sefour nails and six spot3 ofasplxdt cmirenton sleep slope., CAUTION: Excessive use of roofing cement can.cause shingles to blister. Hip & Ridge for CT20TI, XTTM" 25, XT` 30, XT'' 30 IR: Cut Shingles 1"—M.) Remove U yf — — _ l — Cap%ap (305 m) ShingleShingia figure 11-24, Cut tabs, then trbu back 16 tuake cap sbingles English dinteiufons sbown)'. 5"— 1?' (305 min) Figure 11-25.. Insfallation of maps alongtbe, bifs and riilgYe. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic" NPJT'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, L-C. Evaluation Report 3532.09.05-1311 Certificate ofAuthorizarion #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 I ARCADIA'": LOW AND STANDARD SLOPE Use tiff nails for even' full shingle. located as shomi helmv.. 1' i!5 oxn) t' (25 wi,) --+- Hail Lea hall Hall Leis i Figure 2': Gse six- nails _/nr rrert' fdt sbingle, TRINITY 1 ERD STEEP SLOPE Use Sft nails and POUR :+pots of asph:dt roofing cement for eSTlf (till shingle as Shown btlnnc apply aspliah roofing, cement 1"(25 n(n) from edge of shin,le. ,lsphelt roofittg cement uteetiug AST l D 4586 type 11 is.suggesled. r-- i I l I : l it I .mil F,kurr ;: 6'sa six urrits and /bra• s/rats afaspbatr roa rlq ccruent oil steep slopes. 6.5.1 Hip & Ridge for Arcadia'": Cedar Crest'", Cedar Crest' IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class_ F performance use BASF "Sonolastic' NPI'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headiap. 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 i 4" 4" •i-- 3/4" — I •— Dab of asphalt cement between - shingle layers fir" Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization 119503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 r- 6.6 V if 1 f RINITY BELMONTT": 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 t" (25mm) from edge of shingle. VM See below. Asphalt roofing cement meeting vI ASTK1 D45S6 Type II is suggested. 6:-Y 72 I mr,,t t 1 1(2' B3 mrr) ai Icu: o:lwi:5c,:;l ilsiir•;gtir.•. +. I.•-_I•i:SrrsU Id r ( POmrrl t _ r:,_•fucacWCe:;mil.......,-..__..-.-- 6.6.1 Hip & Ridge for Belmont': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest—, Cedar Crest— IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17-18.- ShartKle" Ridge. 13" Exposure Remove tape from the right side g"- and fasten SECOND Fasten the left side 85is RIGHT FIRST LEFT f,rgure 17-19: Inslalldtion of4hdug1e0 6'ldge shingles on hlps-and rldges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic" NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Certificate ofAuthorization #9S03 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-1111 FL5444- R10 Revision 11: 12/08/2016 Page 6 of 12 f T I I ERD 6.7 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE R: LOW AND STEEP SLOPE STANDARD SLOPE Use seven hails and three sputa of asptiult roofing cement for every fill Grand Ftnnor5han,jc U.,(! five nail, and llntt slims of asphall- l.='se five nails for eret frill Changte' turfing cement for evr rl toil Carriage House Sh wde and Centennial Slate. Appiyii phalt roofing milem 1" (2i nu) from edgy of shliifle Plprlre 17-S). Asphalt roofing cement ieeling,ASTM D4580'1'VIw 11 1 p is surested. 2S ntm) 5/8" 16 MITI 8 56, t22) mmil 38:mm} or less y { A' Ngum.17 r lsefirrrnuilsfrrei,er /idl(;rnnrl.lfunryrSfarrtgle. t mm) i 220nun1fnrraReJlartse,tiGrargle.urfcnleuulrrlSGde. j ZSbSn tr 4. .-_.............. l grhr. 17-5, 11`7beu histallltig (;rlurz1.11gnc-i ,S(angks in slaep .dap rs. BIV, sereu fuid.c and three spols afasp'bidt rj(yhrg temeut 6.7.1 Hip & Ridge for Carriage House Shangle8 and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles 6.8 LANDMARK',m, LANDMARK"" IR -LANDMA,RkTI PRO, LANDMARK'"" PREMIUM, f LANDMARK`f' TL,'LANDIVIARK'm SOLARIS, LANDMARK'"' SC)LARIS IR, NORTHGATE , LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 10/4' 12" 3/5 mm)---.-(305 Tim)--{ 1 {95 min) Relcasebpe Nailauief-- Area /. LANDMARK TL NorthGate: 13'/2" 13`` 13'/2" 3'A3 nim)-----(330 I„ (25 mm) 1" (25 1 Pibrirx+ I;;. is t'se fr In ptails far Yvr 1'l dl sl rngfe. WIDE t141 % 12, 14 3 4 a2' AArA- -..- 1305 mml -•_ ..— +375 mm1 (305 mni} -r-1 r'k`.`^1-- r--•--1";26:^.2ty Lu rr91(nu 1`- (25mmi - s— I,riwernalIre, { Nabig arias for law and standard dopes (ham 2:12in 21121 halbao4xwnuirperdk:aa l ay8±ctmrijatme. Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate o/Authoriiation'N9S03 FBCNON-HVHZ EVALUATION FL5444-RlG Revision 11: 12/08/2016 Page) of 12' STEEP SLOPE Use six nails and four spols of asphalt roofing cemew for ecet} fall laminated shingle_ See below.. Asphalt roofing, cement should meet MI'M D4586 Tillie if. 4pl)ly I" slots ofaspitah roofing cement unde each corner and It( about 12" to 13" in from each edge. METRIC DIMENSIONS 305 rim) (375 mm) I (305 mm) i;--1' (?5 rnm) II"(25.mm)-' Release Tape I Nail Area 1 -----. --- - ---t For Rooting Cement R. I \iITY I ERD i LANDMARK'TL 1312" 13" 131(2„{ 343 mm) (330 mm) (343 mm) 11 + 1 "(25 min) 1."(25 mm) I 25 mm) -j - - -- NorthGate: Figure I3-5 Use sLY nails.andfotrr spats of asphalt rnofirig cenitnt rni steep slopes STEEP 12" 14-314" 12" SLOPE I—(305 mm)- + -•— (375 mrnj— —(305 mmy NAILING AREA.I N?i(EFlo limits betw'eeil wvr I 1'(25mm)—• netl nee z 1" 25 mm) Nailing areas for steep slopes (greater than 21:12) and Itorm-Nailing" Nail between lower 2 nail Ones as shown above. 6.8.1 Hip & Ridge for Landmarks", LandmarkTM IR" LandmarkT" Pro, Landmark'"" Premium LandmarkT" TL LandmarkT"" Solaris Landmark'" Solaris IR NorthGate: 6.8.1.1 Option 1: Shadow RidgeT" or NothGate Accessory 12' g7I9" 305mm) (250mm) G i Ei 4f5/iG' 415/1G- 150mm) (,SOmit) (125mm) I .125mm) Notch for Centering 5n" Notches for Alignment to the Top Edge of the Previous 7 Cap forTf125mir, Exposure (t English Dimension Shadow Ridge" f Notch for Centering 131/4" 337mrti) Notches for Alignment to 75/8 the Top Edge of the Previous 1( 6 n Capfor55rB"(141mm)Exposure Metric Dimension Shadow Ridge'" Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate oJAuthorizotlon #9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 8 of 12 s z7 z.1 a n i.tt I 4I, Oz., Crrtcfl j Ncic6 337 i .rr.} y Align th;s L lies fo top 7 54- tLic sj ` f 135 mm} P it)tis t s rsr E NorthGate Ridge TRINITY ERD 13 1/8" y :.._:..,(333 mm}: 6 5t0' '14. 6i68mm)l (i.6E Centering t3 t14. Notch 337 mm `,Align Iheso 7 5/8' notches to top (194 corn) edge of previous course. j NorthGate Accessory f 2" JJ 3p5mn1) J- Laying Notch I II I Figrey13-20: Use ,laying notches to -center sbingtos on hips and, ridges, and to'locdte the coffect exposure. 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1" adhesive or Henkel " O 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, L-C. Evaluation. Report3532.04.05-Rll Certificate of Authorization #9503 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 3= TRINITY! ERD 6.9 PRESIDENTIAL SHAKE`”, PRESIDENTIAL SHAKET" IR, PRESIDENTIAL SHAKE TLT"",'PRESIDENTIAL SOLARISTM: LOP! AHD STANDARD SLOPE: STEEP SLOPE: For lose and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below: apply I' diameter spots of asphalt roofing cement under each shingle lab. After applying 5 nails in between the nailing guide lines, apply 4 nails I' Nailing I. 40• .— r{ above lab cutouls.ulaldng certain tabs of overlying shingle cover nails Guida Unes (1016 MM) 5 114— 133 M, 14 114" NOTE: Apply nails on painted guideline, T Figure 164: FiaslenUigPresaenlialmtrlPresu(ential TL Shake 1' diameter asphalt ruofing cement shingles on lour and standard slopes, Figure 16-7.' Fastening Prestdet:tW and Fimidentfal T11 Shake shing/zs on steep slopes. 6.9.1 Hip & Ridge for Presidential Shaker'", Presidential Shaker" IR, Presidential Shake TILT'" Presidential Solarlsl: 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL AUESSORY Presidential accessory shingles can be used for. covering hips and ridges. Apply shingles up -to the ridge (ex ose no more than 7" from the bottom edge of the "tooth." Fasten each accessory Mth two fas- teners, The fasteners must be 13/4" long or longer, so they penetrate either 3/4° into the deck or completely through (lie deck, Presidential accessory comes in two different sizes: Accessoryproduced.in Blrmingham,.AL is IT' x12",; Portland, OR produces 97/s" x I31/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastice NP1TM"" 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 Crestr" IR hip and ridge shingles. 6.10 -HATTERASTm:, 101, STANDARD AND STEEP SIOPE: 1t, y im) (2?llrtenYi nm l !2ti I t23t1:nm) i23t1etmi Fi¢ ure t,5>$ f'naYertQt I1n!(i rna•SEiGrglrs ar Zorn gnASiond al3iopes Iv)[ low and standard. d ilvs,Ux hve nails for each full Ilniterm shiogglu as slxhra above. Exterior Research and Design, LLC. Certificate ofAuthorization k9503 8" ntn) FBC NON•HVHZ EVALUATION t r (240 rig"" r I: t; f""Iraing Ilxakvrts:Tldu lee n:CM pa'ar frsNor steep'161W" e#c fico flails Ind vightilu4.i o(zlih:dt routing crown( for each lnif itoL e• shingle ae shines Aim. AIyly 1" tt5mntl ihuutier lnktottvafias,.cimeut t,4S7\[it4i36T}qx [( aig rgedi under catch tab canner, rretis ahinideiuto place; riunut csnose combo:. C,tFI' 1'IbN: T•no ranch rn l'uq; ctKncm s.W r:urtc siiuglrs aahtiflea Evaluation Report 3532.09.05-Ril FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 T R INITY ` ERD 6.10.1 Hip & Ridge for Hatteras'"": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14: 18 for piece units separate to ??take 54Hatteras Aceessoq shingles: 6. 10.1.2 Option 2: Cut Hatteras Shingles 9"_ 23t1 mni) . I I i g1g_(460 03 mmlri o h 2rrl). — 460`mm} Cap Cap Cap Gap Shingle Shingle Shingle Shingle Figure 15-24. Cut Hatteras sbfnges to wake cove!, cap. Figure 15-2I: Installation of caps along hips and ride m 6.10.1. 3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPJTM11 adhesive or Henkel "PL® Polyurethane Roof .& Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE ,-H16HLAND SLATE m (Rt LOW AND STANDARD SLOPE: STEEP SLOPE: Figure 11-,31 Use HV6nails for every tltgbtand,Wale sbbigla Use F6'R nalls M EICItT snots of asphaltrooOng cement* -fora. each full Highland Slate shingle. For Miaml-Dxie, six nails are required, Apply !' diameter spots of aslihaltroofiogcemen(undcr each tab comer, Asphalt rodng: amen( nleeting,AS'1'M D4)86'rype 11 Is suggested. psn.w)' Inn...,. t• I Rsnvn) I rzs' mml_ _ su^ Minn"rOnOe tegtrra `, 25—) 7an n g SIX ns cpw uis in k Bn1 over reeler. '-- aAiutes shnrt j. ROOthtg Cement Figure 11-3A: We FIMT uat1s and eight spots ofasphalt rooftng,camaif imdar eaeb' tab corner. CAUTION: Lxcessive.use,of roofing;mnenl cqu cause shingles to blister. 6.11. 1 Hip & Ridge for Highland Slate,", Highland Slate"" IR: Refer to instructions herein for Cedar Crest—, Cedar Crest'' IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FEIC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/09/ 2016 Page 11 of 12 6.12 PATRIOT-: LOW AND STANDARD SLOPE Use FOUR nAl-s for cx'ery full sliiu;(c located tts sltown bekiia. Soala i u t;R_ y I Ii°n m S3 rMrrI 3x IA= 41 TRINITY! ERA STEEPSLOPE Use FOR u:uG and four spots of asplult roofihq, cement for cvm fail shingle as shown haloc¢,Asph.dt roofing cenientmectm :Iti'I'6I D4586 r} pc ft,Ls ,uti ested.-Apply I"(25 nttii) slots of asphalt rooGiig semen( m Shown. CAUTION: I i slice use aC regaling cenieail can cause shin!!, es to blister. 13: rmi tv. fluaiing Cement;: 1 33T,t 'I'_ 6. 12 1 Hip & Ridge for Patriot—: Refer to instructions herein for Cedar Crest—, Cedar Crest" IR, Shadow Ridge"", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7. 1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7, 2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507, 2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorizatian 119503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2616 Page 12 of 12 Florida Building Code Online BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge j Slats & Fans I Publications ;; FBC Staff i BCIS Site Map Links I #;Search badpr Product ApprovalfUSER: Public User IT Product Aooroval Menu > Pr. duct or AoofiCation 4 ar h > Aoollcatlon Lis > Application Detail FL # FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived [f Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@ interwrap. cum Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 . 778)945-2891 elozano@interwr-ap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - 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 Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 0 Validation Checklist - Hardcopy Received FL15216 R2 COI 2015 01 COI Nieminen odd[ http://imw,floridabuilding.orglpr/pr_app_dtLaspx?pu=am GEVXQ%vtDgv3yVVKJZIQRAdhyl2u8kQGQyljaHhVeiOpVSvxwSdCoQ%3d%3d[8/24/_0171:57:59.RM] .. Florida Building Code Oaline 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # I Model, Number or Name 1 Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15716 R2 II 2015 04 FINAL PR INTERWRAP RHINOROOF Fl J S716- R2.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2Todf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florlda is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Staternen' :: Refund Statement Under Florida law, email addresses are public records. if you do notwant your e-mail address released In response to a publle-records request, dD not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for offlclal communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: 0 i Zia 25 Credit Card Safi bttp:// hvN;nv.floridabuddulg.orglpripr_app_dC.aspx?parm vGEVXQNaDgv3yVVKIZIQRAdiiy]2ugkQGQy,iaHhVeiOpVS.NxwSdCoQ%3d%d[81242017,1:57:59PMJ EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 tlltl+ rlrlfl; Sk 5.i1 6 FS"' •r'..1.•.: - The seal a ppearing was authorized by Robert Nieminen, i, o °r pal kLE•: dl,•ur 1 r,\\J P.E. on 04%27/2075. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administratorand to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it Intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity lERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY ERn 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 ASTNI D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1S07.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1S09) 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 underayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Nail -On Tile Foam -On Tile Metal Shingles Shingles Simulated Slate RhinoRoofU20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1S07 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 CertiFcote of Authorizotion N9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 TINITYI ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL15216-112 Revision 2: 04/27/2015 Page 3 of 3 TRINITY r ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada SCOPE: EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon. request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing wasauthorized by Robert Nieminen, P. E. on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardoopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity) ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY. ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein, 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1S07.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9,5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 1COS39395COQ-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. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/eras used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1:ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization N9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 INITY ERQ 3 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 underiayment, 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, LLC. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 F1.15216-112 Revision 2: 04/27/2015 Page 3 of 3 4/28/2017 Florida Building Code Online BCIs Home t Log In I User Registration Hot Topics Submit Surcharge i Stats & Facts Publications i FBC Staff BCIS Site Map j Unics i search r-Eorith,l Product Approval F i1 I USER: Public User Itll Product Approval Menu > Product gr,kWj ra on 5e c > pp InIrntloDD,, > Application Detail FL # FL3792-118 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/ Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-65i1 acarter@lomanco. com Authorized Signature Andrew Carter acarter@lomanco. com Technical Representative Andrew Carter Address/ Phone/Emafl 2101 West Main Street Jacksonville, AR 72076 501) 982-65i1 Ext 361 acarter@lomanco. com Quality Assurance Representative Andrew Carter Address/ Phone/Small 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext6163 acarter@lomanco. com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Mlamf-Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlaml- Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A https) Miww.tloridabuilding.org/pr/pr app dti.aspx7param-wGEVXQwtDgsFgPhXouzz9PGbeVJdl1<Ek7oGQ6zyYrunk%3d 1/3 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online 09/30/2015 10/06/2015 10/09/2015 08/16/2016 Model, Number or Nance Description,- 3792.1 135 Roof Louver T Aluminum Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable bultding 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 helghts greater than 33 feet. 3792.2 730 Roof Limits of Use Approved for.use in.HVHV Yes Approved for use.outslde HVHZ:.Yes Impact.Resistants N/A Design Pressure: N/A , .. Other: 1. Refer to-appliicable.building codes forrrequlred .- .: ventilation. 2,.Lornanco's Model 730,750,770 Roof Louvers. shall comply with applicable building code, 3, Wmando's Model 730,750,770 '.Roof.Louvers shall not be instal led.onroo mean heights greater than 33 feet. Certification Agency Certificate FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA 11- 0602.02. ridf Quality Assurance Contract Expiration Date 08/17/ 2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602 02 pdf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: i Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602,02. 0f Created by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate, FL3792 R8 C CAC Lomanco 700 Series - NOA 11- 0602.04. odP. Quality Assurance Contract Expiration Date. 08/16/ 2016 Installation Instructlo. ns: FL3792 RB II Lorndnco 700 Series - NOA 11-0602 04 'pdf Verified;Byi Miami -Dade BCCO - CER Created by Independent Third Party:. Evaluation Reports FL3792 R8 : AE -Lo co 700 Series : NOA`11.0602.04: dr Created:by Iildependentlhird Party: Yes 13792.3 1750 Roof Louver I Aluminum Roof Louver I Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1, Refer to applicable building codes for required ventilation, 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730, 750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 3792.4 770 Roof Louver Limits of Use - Approved for. use In-HVHZ: Yes Approved for use outside HVHZ::Yes Impact Resistant: WA - Design Pressure: N/A Other: i.. Refer to appllcable building cotles.fbr _required ventilation. 2.- Lomanco's Model 730i750,770'Roof Louvers shail,coinpiy with:applicabie bulding code.: 3;1.9m6nco.'s .. Model 730, 750,770 Roof Louvers shall not be installed on roo mean heights greater. than 33 feet. . 3792.5 1770D Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL3792 RS C CAC Lomanco 700 Series - NOA 11- 0602.04. Ddf Quality Assurance Contract Expiration Date 08/16/ 2016 Installation Instructions FL3792 R8 II Lomanco 700 Series - NOA 11-0602.04 pdf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04 pdf Created by Independent Third Party: Yes Inum Roof Louver - f Certification Agency Certificate FL3792 RB C CAC' Lomanco 700 Series - NOA 11- . 0602:04odP Quality -Assurance Contract Exptration .Date 08/16/ 2016: Installation :Instructions FL3742 R8 II Lomanco.-700 Series- NOA 11-0602 04pdf Verified By; Miami-Dade. BCCO - CER Created by inde'pendent Third Party-. Evaluation Reports: FL3792.R8 AE Lomanco 700 Series - NOA 11-0602 04 ndf Created by. Independent Third Patty: Yes Aluminum Roof Louver Certification Agency Certificate I FL3792 R8 C CRC NOA 15-0709.09,odf Quality Assurance Contract Expiration Date 10/04/ 2020 Installation Instructions F1_3792 R8 II NOA 15-0709,09.pdf Verified By: Miami -Dade, BCCO - CER Created by Independent Third Party: Evaluation Reports https:/lwww. tloridabullding.orglprlpr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbeVJdllcEk7oGQ6zyYnmk%3d 213 4/28/2017 Florida Building Code Online FL3792 R8 AE NOA 15-0709.0g.odf Created by Independent Third Party; Yes Contact :: 2601 Blair Stone Road, Tallahassee Fl. 32394 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Acressl[Nlky Statement :: Refund Statement Under Florida law, email addresses are public records-. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F,5, must provide the Department with an emall address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record, If you do not wish to supply a personal address, please provide the Department with an email address which can be made avallable to the public To determine If you are a licensee under Chapter 455, F.S., please click hIM. Product Approval Acceptat 0 Fail sGhi } NEW SLCIiTil'7'METKI Fi ' htlpsJ/www.floridabuilding.org/pr/pr_app dti.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbaMdikEk7oGQ6zyYnmk%3d 3/3 T IAM -. 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 ADMINISTRATION DIVISION T (786) 315-2590 F (786) 3I5-2599 NOTICE OF ACCEPTANCE (NOA) vww.miamidade.avlecoaomv 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 Mianu-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 Floiida 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 Iogo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code -negatively affecting the performance of this product. TERMINATION of this NOA. will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.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 No.15-0831.07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. AW -L NOA No.: 16-0510.28 ADEco u_- Exrypiration Date: 08/16/21ntry 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(Q) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacks.onville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Center for Applied Engineering MDC-98&9.9. TAS 100(A) 03/16/95 PRI Construction Materials LOM-013-02-01 TAS 100(A) 05/21/67 . Technologies RRWA-001-02=01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 MIAMI-DADE COUNTY Expiration Date: 08116/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge Iine 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'%4" from roof louver end and a minimum of 6" o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail 11/4' from:roof louver end and a minimum of 8" o.c. at sides of louver vent. perpendicular to ridge, keeping heads of nails under shingles where possible (see. 700 Series louver roof vent profile drawing). Seal 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 MIAMI-DADE COUNTY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply '/? wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between. the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net. Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMPTATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomaneo's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shatl'not be installed on roof mean heights greater than 33 feet. 4. Lornanco's Model 730,7501750-S, 750=E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . MiaMNpaDe COUNTYr Expiration Date: 08/16/21 Approval Date:.06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 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 OF 750 FASTENER NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C nv,p,kyy n 4 4/28/2017 Florida Building Code Online BCIS Horne Log In { User Registration Hot Topics Submit Surcharge j Stats &. Fads ; Publications FBC. Staff I. BCIS-Site Map j Links Search ol I Product Approval USER: Public User Product Approval. Menu > i-rodack.or ,1P2iiration Search > Annlicatros,l iyF > Application Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary, Comments Archived Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete,com Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete,com Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year AC1 318 2011 ACI 530 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https:llwww.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquegl%2bT71%2fFl92gnRzHNuiccd5pgLXkU6g%3d 112 4/2812017 Florida Building Code Online Date Validated 05/ 06/2016 Date Pending FBC Approval Date Approved 05/ 06/2016 summary of Products FL # Model, Number or Name Description i5S,1 — 't High Strength Concrete Lintels 4, 6, 8, and 12 inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes I FL158 R8 C CAC NOA 14-0903A3.Ddf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03.Ddf Impact Resistant: N/ A1 Quality Assurance Contract Expiration Date Design Pressure: N/ A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe a Installation Instructions load FL158 R8 II NOA 14-0903,03,pdf FL158 R8 II NOA 16-0126"03.Ddf E Verified By: Miami -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: 850-487-1824 The State of Florida is an AAJEEO employer. Cooyriaht 2007-2013 State of Florida.:: Privacy Statement-:: Accessibility Statement.:: Refund Statement Under Florida law, email addresses are public records. if you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions,. please. contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effectiveOctober1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee. under Chapter 4SS, F:S„ please dick here . Product Approval Accepts: 2J ( O ' I -k - mec§. Credit Safe Whit IC9" https:// www. floridabuiIding.org/ pr/pr_app dtl.aspx?param=wGEVXQwtDquegl%2bT71%a2F192gnRzHNulcgj5pqLXkU6g%3d 212 MIAM I-A E MIAMI-DADE COUNTY PRODUCT CONTROL, SECTION DEPARTiKENT Or REGULATORY AND ECONOMIC RESOURCES (RER) 11805 Sw 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 NOTICE OF ACCEPTANCE (NOA) w)vw.miamiclade.aov/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 per%im 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 tight to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane. Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parritio,.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 Parritio, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the. Miami -Dade County Product Control Revision statrip with the Notice of Acceptance number and the expiration date bythe Miatni-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 strait 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.. Warty portion of the NOA is displayed, then it shall be done in its entirely. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No.14-0903.03 MIAt -DADECO f!t-~ ff f f - t' "' 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 903-060.5.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared vy Craig Parrino, P.E., dated March 24, 2003 and DimvingAlo. LT4612, titled Cast -Crete 1 ", 6" R 12" Lintel Scfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision 41 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report or flexural testing on 4 ", 6" & 12 " Precast Concrete Lnrtels Filled and Unfilled 11/odels, total of (13) concrete lintel specimens, per AST1I E-529-94, prepared by Applied Research Laboratories, Report Mo. 30404A, dated 04110103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS 1, Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, A..E., signed and sealed by Craig Porrino, P.E. D. MATERIAL CERTIFICATION: 1, Quality S1)stenr111anual for Cart -Crete Machine 11ade Precast Lintels revised on dlay 1, 2002. 2. Cast -Crete Quality System Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drcnvhjg Xo. LT4612, titled Cast -Crete 4", 6" R 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated dlarch 24, 2003, last revision dated Mcn,ch 11, 2008. B. TESTS 1. 1Vorre, C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. 13y Aliand-Dade County Building Code Compliance Office. E, MATERIAL CERTII+ICATIONS 1, Aron. Hy A. Maim-, P,E., NUS. PI' oduct Control Unit Snlml-visor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E- 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing rVo. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.L., dated March 24, 2003 and Drawing t\to. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables", sheets I through 3 oj*3, Prepared by Craig Parrino, P.E., dates! klarch 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, P. E., on March 22, 2012. B. TEST'S 1, None. C. CALCULATIONS 1, None. D. QUALITY ASSURANCE 1. By Miami -Dade Coujaty Department of Permitting, Environment, and Regulatory,jjoirs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter.ji-om Cast -Crete Corporation, doted February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. d. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1 None. D. QUALITY ASSURANCE 1, By Aliand-Dade Counly Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None, URtny A. Makar, P.E., MIS. Prodact C nh ol Unit Sri{ervisor NOA No. 14-0903.03, Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 2 Cast -Crete USA, Iue. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing Alo. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, AE., dated kfarch 24, 2003 and Dralvirrg No. LT1612, filled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, AE., darted March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pcu•rirro, P.E., orr August 19, 2014. B. TESTS 1. Arone. C. CALCULATIONS 1. Calculationsfor Cast -Crete Linlels, slated 0811912014, pages 14.201 through 14,236, prepared by Craig Parrino, P.E., signed and sealed by Craig Porno, P.E. D. QUALITY ASSURANCE 1. By A41ami-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed 43' Craig Parrino, P.E., certifjring compliance with the Florida Building Code, 201.1 Edition. Hel ' P Talcar, 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 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE "s TYPE "A" STIRF i TYPICP B" TOP STEEL LENGTH. 12• PRECAST U-LIIITEL 2' PRECAST / 2• RECESS MEIR 0-11NTFL R' PRECAST V-tINTFI. y.SO DCJyIiL 311 siipRups 1.6 NPRE" me``•e• Snz uPs TaTt2Rauri '' 4" SOLID LINTEL DATA TABLE I R3slam iFlt•R 7{7T'7 PaTr A" PRECAST U—LINTEL DATA TABLE v= Km VL'11 aB PHO 13Ci7 El:![FI3iL7D rlam©a[: r T>l9 IL[9ata KyLl EIQ 31iU7®[1a>i[i BR'76 9ni SEEM ngmlrz o, E$9[•1nf7® °TTl1i[ffi irF$Ria90 Rma [r9S1l ia 7mmil lr0QcsrFslm1wmmrr.mamomao 12" PRECAST U-LINTEL DATA TABLE Sti7[ F SII3 Vr:fIL"J j;5Fill017 6L'Yar>Ea3tl:no3i E1mO Paiaff- wrmsWm r sa m. rFZL1ZC1 lmmillCSO, UK s= mnX:Iml[amaim Q'znmomlsuar> au:eimmrl,a r.E romlo m® rraI rx3: E. Fn G'1O A" ' BOTTOM STEEL LENGTH 6" & 12" PRECAST LINTEL RfLNFORCING CAGE FABRICATION MODEL tl• Will. ism E3 nneTCR- e art IQ1/ Rl>/SRi rLw[ rFa[Qusav lvar rsRr. BB2¢!>•vua :Lr vaFo par+¢ 1r Tea+ lct:•yrTCTs ELUB6B r:: artau,a om vAr IL r® TP7IS5o1ilEf1' I[7[im no 6i7RS*. TQOC7FSfil7T! iA7JisSP'Sii/iif.•R1iS61iC94 4olti EYIL• RO MEMEIEER OF 12' PREC—ASLO_ur•r LIN.m TWS PROVRLL7ARi IMFORHAIION LL_PROTIOEO FOR, P0.000o MPROYAL R IS MECICO BT COPYRIGHT UWS AND CANNOT BE REPROWCED OR DISTRIBUTED WIiHOW DIC PRIOR WRITTEN .CONSENT CAST-CRCTC vSb RIG. GENERAL NOTES: 1. IILINTORCINO STEEL•. 7/32 W ASFM A3101 01. RA. MO 0 PEW L STRVPIX. STAENOM: B 00 12 INC. UNTIES - 2— PSI CMAL SO ASN A113 S H.11, THC TOTAL... IT OF SnRRUPt PtW1RC0 ARE LdH11LD S—.. 2. T.ON .. STRO RTHSt f" v bDOo n1 MR ALL 6 I— — 12 RICH — Ga. N. OF THE RONTORCIRD GCE. FOR MWEE - NO. OF PSCC ST UIR , 1'• a SBOO PB "It l ... LINTELS SDRROK - a, rIt ME REINFORCItM GDC —FOR MODR SMOFa 1. BOTTOM MEL SHALL BE CUT B K ONE INCH 10 BE T—R TRIM EHOS 2 null's TROY EACH EN0. ON BAN. 12 NCN UHlCES NICK .101.4 M. Tom VA G• GEN• •OL YAOIIUCCtcCV; S1 TC{D 0. 4 tSR uxnPtC b 6 u 3-n3 wif. O Att PYt' hO P. Wna uY T7 tG o1,1 Zc u iL • S T OF S Oc ' P 1 , i' CRAIG PARRINO OR1Q. 1Dodff'n ct 4 G 4 84 oON/1 NL N0. CLEF. C 4g1 PRECAST_ AND PRESTRESSED LINTEL DETAILS ll:E NAYCt OBSUB{-1/ DAANN RY: lOHl4 A9NAU0 NJAFt AS SHOWN OATL' 3/ 2E/03 OH"R. BY: CPA. PARAIRO, PF. D.BAWRIG FD4612 SNCCT: I Of GENERAL NOTES 1) Matedak I'c 4- pr 't lintel - 3000 psi f'e 6' & 12pprresesal lintel 6000 s7 f< grout = 3000 psi with maximum S/8 inch aggregala toncrele. masonry undo SCMU) per ASffA C90. with minimum net areacampresskea4englI I W pv rebor per ASTM A615 Erode 60 manta per ASIM C270 lypa M. or S 2) AH safe load labia: based an minimum 4 inch nominal bearing. 17- 6- So(. foods fan lintel pp 6U8, 12US and 12RU6 must be reduced by OR if bearing length is Ies, than 6 1/2 inches. 3) Provide full -.to, bed and head ioi.LY. 4) R.e number in parenthesis indicates the p,=nL reduction for grade 40. Fled added mbar. EzmTrloles17 4`,,Un tl 12n2; 1428 fyy(.86) ,ay leapIf 1428tig 5) Al I' mtets meet or exceed VJ60 daneclion. Fxte 11, lintel typo 8 k 12FO 17'-4' dr longer meet, at —,d L/180 deflection. Use is limited to tandilions anubn99 Ibe 9.dda BLOOfng Code Seelicm 16043. 1 as applicnble. 6) Shorn filed linlels m required. 7) 4' solid Weis 10 be installed w/ 4' dimension hodiontat and 8' dimension redkal. 8) InslalaUan/oflnehmenl of lintel moat ce.* .11h the orchilaelural and/or structural doe--Y. 9) The designer moy evaluate can—Untad loads from the sale food W. by cokulating the rn. 4num msi ling moment and sheer at d-away from the fan of s. Pp"t. 10) N.R. - Not Rated 11) Bottom tied added rebar to be located of 1M bottom of the IinW cavity. TYPF DESIGNATION r r - rum w:u morn / u - uauts 1 r aura a°xB1Ruvn 121`16-213/ 2T w rwc ,amJ Laaxm aP is p>ae4 ,Ooa WW AT 1v H uaw M ter ICY. tt a• Fs,— rim non " )COII.i0 Rauaa usmss-s/s• orA.. 03 low ux 0) wruaaa now if arms p)nswwm nos s• uses aonar rswolw.o 11 5 - ACTUAL Pla law) m 12' NOMINAL WIDTH 12) 6' 8 12' Untet, eve rmm floured with 5-1/2' long notch. at the ends to occwnodala radial eel reinforcing and graining. 13) The W., kr sudaceal lintels ,atoned in eek.riar concrete masonry walls atoll fi— a cXg of stucco afopied in «oand.. wild AST1A C-926 or other app—.d cooling. 14) Untels landed sh' tlonrousy wiu, YaBcal (grovih or glifo and hoda.Mgl jin -1) Inch should be chk2farthecombineA. be mg with the following equate,: Applied vzNcol land Law horQoMol load Sore vertkal bad + Safe I.A.A.) food 15) For composfte WO heghts at shown, me sale bad from nest lower height shown.. 16) For finial Mngft not sh-n. — sofa hood from rl.A largest length shown 17) Sole lands am sspe rnp—d allowable lands. 18) Safe loads based an rational design amyl's per AO 5J0 oast ALI 318. 19) Addili nol W- 1 Toed eapady can bs obtained Dyy the dotl:r by providing add;U0AsJ mmfamed concrete mn,-ryunits (RCMU) above the lintel See sketch below: F'm=150Opsi 1/ 2' C'tR a 4S8 MEMBER OF SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDMO14AL RENFORCEO CMU (RCMU) FULL COURSE 5 REBAR FOR 6' UNIEIS 15 REBAR. FOR 12' LINTELS or GR60 61.18 6F8 r mal I fit TE SAFE LOADS FOR 4" SOLID LINTELS 4ws140*4-1— GRAVITY TYPELENGTH 4S8 3'- 6" ( 421 PRECAST 1180 4'-0" (48") PRECAST 959 4'-6" (54") PRECAST 789 5'-10" (70") PRECAST 460 V-6- (78") PRECAST 360 7'-6" (90") PRECAST 260 9'-4' (1121 PRECAST 156 10'-6- (126") PRECAST 116 i si ns IN C 1 12U8 4- 4— UPLIFT LATERAL TYPE LENGTH 4S8 458 3'- 6' (42") PRECAST 687 371 4'-0- (48 PRECAST 597 320 4'-6" (54' PRECAST 529 258 5'-10" (70") PRECAST 407 148 8'-6" (78") PRECAST 366 118 7'-6" (90' PRECAST 280 87 9'-4" (112-) PRECAST 187 55 PRECAST 152 43 12FB 121`12 12F16 C C 1 Q9- 0- ur" e PPODUu RGV!sl;D IJ * m axnplying nilh the Fh;rilla UWIJiny l'ur!s qr F ; /r: Un. CRAIGPARflINO oc 1 63248R 579R..• AmplxntcNa%4-CEzpinhonD, c 3' °j S'.• aC`,SE-FFNER, FL 335sa ry;th Al-j4sss M4dA d`A'`" uaConh.v;' FL. P.E.LIC- NO. 44756 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES fRi tcWC: DBSU85-14 DRA" BT: 30HAN ARNAUD SCAC N.I.S. DATE: 3/2A/03 CHECKED By'. CRAG PARRIHO, P.C. - REG. NO. 4415E 1 DRAN1110:60. LT4612 SRECI I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4-41" m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 6F8-1B 02-I11 6F16-16 6F20-18 6F24-IB 6F28-18 6F32-IB S-6" (42") PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (48") PRECAST 2025 2313 3892 5050 6118 7227 8297 9357 4'-6- (54') PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5-10"(70") PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6" (78') PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6" (90 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112-) PRECAST 564 660 1056 1523 2084 2795 3731 5017 10'-6-(126') PRECAST 503 566 895 1270 1706 2235 2898 3747 11'-4'(136-) PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(144-) PRECAST 425 477 744 1042 1377 1769 2238 280E 13'-4'(160') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0'(168') PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(208") PRECAST N.R. 299 455 620 794 985 1198 1437 f) THE NUMBERS 1N PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS FOR 6" PRECAST U.LINTELS 1'"'' V 1tt SAFE LOAD PLF TYPE LENGTH 61.18 6F8 RCMU S-6" (42' PRECAST 587 1055 596 4'-0' (48") PRECAST 487 787 445 4'-6" (54") PRECAST 416 609 344 5'-10"(70") PRECAST 300 350 198 6'-6- (78') PRECAST 263 496 157 7'-6- (90-) PRECAST 222 367 116 9'-4' (112' PRECAST 173 352 1 74 10'-6-(126") PRECAST 151 276 58 11'-4-(136") PRECAST 139 311 49 12'-0-(144-)PRECAST 131 277 44 IS-4-(160-) PRECAST 117 223 35 PRECAST 1.11I 202 32 17'-4'(N8") PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 110wsT•4weftE SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 6FB-17 6F12-17 BF16-IT 6F20-17 BF24-IT 6F28-iT 6F32-IT S-6" (42") PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48') PRECAST 1225 1800 2357 2913 3470 4027 4583 4'4" (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(70-) PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6' (78') PRECAST 723 1097 1437f1 1777 2117 2457 2797 1-6" (90") PRECAST 648 Wj 86306 1249f4 15441H 1840(6I 213517 2431 9'-4' (112') PRECAST 575 571(I( 980D 1252 1492 1732 1972 10'-6"(126.) PRECAST 514 462(n 787 1121 1336m 1551 1766 I1'-4"(13q PRECAST 474 404Da 685 985 1213W 1442 1645 12'-0-(144') PRECAST 454 367(t) 619 888 1093 1299 1506 R IS-4-(I60") PRECAST 402 308 n 516 736 906 R 1076 R 1247 14'-0"(168") PRECAST 368 285 bt 475 677 I 832 989 1145 R 17'-4"(208') PRECAST 253 20B 338 476 585 693 803 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 PRODUL`f BIEVI9,p awlJ(n nD M'ith tLc ,^•lurid:, CudcAecefgKn Dir?Jion y P •. ( p ,a, CRAIGPARRINO 5'3 , R 1 G• 6324 CA 579 A!im EJ' 11ic (1. 10 AL E?s,• SEFFNER,FL 33564 FLPEU 001a. nt r,1 G. ENS O- 44 E :. a,. T I F `•; G NO.44756 Cp. Ry REVISION I 'DATE 4 28 03 MEMBER OF -,-CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES JMA .. - C GENERAL REVISION AMP, 14 FlLF NAPE: DBSORS-1l OARAN BY. lONL4 ARNAUO SCALE: N.1S. 6""'` • w DAtE: 3fib/01 CHECKED BY. cKm PARRINO, P.C. - REC. H0. 1475b DRAVA4;H0, 04611 SHEET 2 OF 3 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4CM-44asa SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 12UB 12F6-29 12F12-28 12F16-29 12F20-26 12F24-28 12F26-28 12F32-28 S-6" (42") PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4.'-0" (48") PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6" (54') PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10"(70') PRECAST 1612 2320 3218 5234 8487 11060 12755 1443!)„ 6'-6" (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 1443g9 7'-6" (90') PRECAST 1138 1628 2131 3218 4676 6758 9763 1352q 9'-4" (112' PRECAST 795 1216 1535 2230 3083 4167 5593 7552E 10'-6"(126 PRECAST 614 1043 1295 1853 2516 3323 4334 5632E 11'-4"(136'1 PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0'(144-) PRECAST 456 878 1073 1513 2020 2617 3333 4206L8 13'-4"(160") PRECAST 359 767 1 926 1294 1709 2188 2743 3409p 14'-D'(168') PRECAST 321 720p 865 1204 1584 2017 2451 31061 17'-4'(208") PRECAST N.R. 451, 631E 8810 1141I 14280 1750E 2102p, 19'-4" (232') PRECAST N.R. 343, 477, 700 p, 925,) 11521 1380 1609p, p THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl 2" RECESS DOOR U-LINTELS 44447ffr SAFE LOAD •. POUNDS PER LINEAR FOOT LENGTH TMPE 12RM 12RF6-2812RF10- 12RF14- 12RF18- 12Td22- IMA- 12R00- 4'-4- (52'1 PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 V-8- (68") PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 5'-10"(70") PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-B" (80') PRECAST 924 1430 2633 4415 6884 1035„ 1257 1480q 7'-6" (90-) PRECAST 703 1203 2157 3494 5259 1922p, 9623{„ 1132q" 9'-8" (116'1 PRECAST 389 843 1451 D 2157 32030 44271 54171 63801, FF1R 19" PRFCA9T 11.1 INTFI A 1/ V" SAFE LOAD PLF LENGTH TYPE 12UB 12FB RCMU S-6" (42') PRECAST 1295 4841 393 , 4'-0- (48') PRECAST 1295 4841 2994 4'-6" (W) PRECAST 1049 3922 2417L 5'-10"(70-) PRECAST 681 2547 1552 6'-6" (78') PRECAST 579 2167 12 4pB 7'-6" (90") PRECAST 474 1771 914„T 9'-4' (112') PRECAST 355 1326 58q, 10'-6"(126') PRECAST 306 1143 454R4 11'-4"(136' PRECAST 278 1041 388E 12'-0'(144") PRECAST 260 971 345, 13'-4"(160') PRECAST 229 857 178 14'-0"(168") PRECAST 216 809 251 17'-4" (208") PRESTRESSED N.R. 633, 16;,, 19'-4"(232") PRESTRESSED N.R. 534 130p acc A,tNtKAL Wit IO SAFE LATERAL LOADS FOR 49-' P=r'ACT w19" RFl:FCC nnnR 11_I IMT01 C SAFE LOAD PLF LENGTH TMPE 12RU612RF6 RCMU 4'-4" (52") PRECAST 1295 3692 1 25831 4'-6-. (54") PRECAST 1213 3458 2417p,I 5'-8" (68') PRECAST 784 2236 1550p,I 5'-10"(70") PRECAST 747 2129 1552, 6'-8" (801 PRECAST 602 1716 1170, 7'-6" (90") PRECAST 504 1438 914P0 9'-8" (116") PRECAST 355 1011 4F 9°1 SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS cws7 mM SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12F8-2T 12F12-2t QF16-21 12F20-2T 121`24-1T 12Q8-2T 12F31-2T S-6' (42") PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0" (48") PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6" (54') PRECAST 2113 3291 431D 5328 6347 7355 8384 5'-10'(70") PRECAST 1623 2527 t,l 3310 4092 4875 565E 6441 6'-6" (78") PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6" (90") PRECAST 1267, 1767„ 2583t1 3194 380601 4417, 5028 9'-4" (112') PRECAST 1028 R 1171pT 20061 2590E 3087p 3583, 4079 10'-6"(1261 PRECAST 9201, 947 „ 16121 22811. 2764p, 3209, 36531 11'-4"(136' PRECAST 853 p, 829 1404p 19821 2441 2202W 33641 12'-0"(144') PRECAST 814 753, 1269p 17B81 2201, 2616 3032p, 13'-4"(160") PRECAST 678 cm 6330i) 1057 14851 18261 2169 25131 14'-0"(168") PRECAST 622 p 5861,p 974 pq 13651J1 1679p, 1993P 23091 17'-4" (208") PRECAST 434 In. 427 ,, 695 p 964 p, 1182E 1402, 1623 19'-4" (232') PRECAST 366, 370 p 523 817 p 1002 1187p, 1372p I) THE NUMBERS IN PARENTHESIS ARE PERCENT REOUCTONS FOR GRADE 40 FIELD ADDED RESAR. SEE GENERAL NOTE NO.. 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS 4',,M C,mm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 12RF6-2112RF10-2112RR4-2 12RF18-2 12RF22-2 12RF26-2112RF30-2 4'-4- (527 PRECAST 1626 26B5 3746 4806 5867 692B 7969 4'-6" (54-) PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-8" (681 PRECAST 1210 2042 2850 3658 4466 5273 6091 5'-10'(70') PRECAST 1173 1984 2769 3553 4338 5123 5908 6'-8" (80") PRECAST 10201 1538 2426 3114 1 3802 4489 5177 7'-6" (90' PRECAST 9041 1226 2163 2776 3390 4003 4617E 116") PRECAST 703 p, 77114 1472, 2181,j26631 3145 3628 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTDNS FOR • SEE GENERA. NOTE 18, MIXBERS IN PARENTHESIS ARE PERCENT REDUCTIONS fOfl GRAM 40 F1EL0 ADDED REfl4R. SEE GENERAL NOFE NO. 4 G . E Al S+"• 40 FIELD ADDED REAR SEE GENERAL NUTE NO. 4 447 F ODUCT RF.vISLD a- o Plyi ,g 0, H1c 176H,l, fit• .* Wldos Coda a T E F/- Awep-No ` og oP, 3 R10P.\: 6324CR5AIG R790 y' ,.t SS/ .+` ISEFFNEf ,ft 33584 afimu'r;t" nve5' SEE GENERAL NOTES - SHEET 1 OF 3 '•4„ 4 4+` PL. P.E.%fC.:00. 44756 vlsD 4 nHeAABeR oe :CAST-CRETE 4", 6' & 12" LINTEL SAFE LOAD TABLESNAPECHANGE1! 08 l/J m•«""°°" . A .. t2 14 - fUf XAIff: DBSOBT-11 OAAttN 8f: JONAN AANAUD SCALE: N.TSz& 3/2//03 CHECKED 8T: CRNO PARPIRD, P.E. - RCC. N0. 4tl56 DRAtl1NG: ft LT4512 SHEET 3 DF 3 M CAM I•IDADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) It 805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33 i75-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) ww,v.miantldade.gov/economy Cast -Crete USA, Inc. P.O. Box, 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the.. applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section, MISSILE IMPACT RATING: Large and Small Missile Impact. Resistant, LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA 4 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H lmy A. Makar, P.E., M.S. NOA No. 16-01/2017MaMi-oat e courtrr Expiration Date: 45/2.1/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 996-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of], 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 ],of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 0713 019 7, signed and sealed by Christopher A. Hamon, P.E. C. - CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11111196, 45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo 94 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 920-8345 dated 11113I95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04125196 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report 9844WI9614 dated 02129196 for 45 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 458-A66332 dated 01128196 for #4 rebar by Birmingham Steel Corp. z Mill Certified Inspection Report #84-M20749 dated 04105196 for 45 rebar by Birmingham Steel Corp. 8. Mfll Certified Inspection .Report #84-_M19805 dated 03106196 for 94 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for 44 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for 45 rebar by Birmingham Steel Corp. d. 01/ Flefiny 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-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certifired Inspection Report #84-M20749 dated 04105196 for 95 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2., EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 901-0209.03 A. DRAWINGS 1. . None. B. TESTS 1, None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication ,Details", sheet 1 of 1, prepared by Craig Parrino; P.E, dated June 7, 1996, revision #2 dated January,28, 2003, and Drawing No, LT8, titled "Cast -Crete 8" Lintel Safe, Load Tables", sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed andrealed'by Craig Parrino, P.E. B. TESTS: 1, Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintelapecimens, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Ramon, P.E. C. CALCULATIONS: 1 Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets L I through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002.. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. uy ,k. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16: 0126.03. Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details",, sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated Jame 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-orn Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H6Wy A. Makar, P.E., M.S. Product Control Section Supervisor NOA no. 16-0126.03 Expiration Date: 05t2l/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 .,Varch 22, 2012. B. TESTS 1. None. C. CALCULATIONS' 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory affairs.. E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letterffrom 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 of3, 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 fi-orn Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A, Makar, P.E., M.S. Product Control Section Supervisor NOA No, 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department 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. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 IC40%® 4941742 HIGH STRENGTH PRECAST AND yy y PRESTRESSED CONCRETE LINTELS' f i, i.• PRODUCTRISNE D os c9tnplyipB With.thC FlorldR TYPE "A" 5TIR2UPS 7/32"0 BAR M STIRRUPS 6 1 4" _ 8 LINTELS STIRRUP DETAILS XA.1 N.T,s. R" PRESTRESSED U- 7/32"0 BAR STIRRUPS TYPE "8" STIRRUPS < M TEL STIRRUP DETAILS SC P + I.SS DATA TABLE LINTEL VO VYC W[IBST ituAVPJPILENVIIITYPEILEEGTSPAGHO it14 -8 0.134 bLLL2 3 1 -3 32 OAR 74 -6" 4. 3'-0" 9 15 -4" 0.140 557 R. 2 BAR 1 -3 7 32 OAR IS -2' 170. 9 17'_4' 0.158 39. 7 32 BAR 1 -3 7 32 BAR 17 -2 0O 1'-a" 8 1. 0.176 713 32 BAR 1 -3 7 S2 k 19 -2" 4 O 4' -2 B 767 7 32 BAR. 30 7/J2 BAR 21'-2" S O 3'-8 3/4" 100.194 1 H24-" 0.200 Bill 7 32 AR. ig 30 7/32 BAR O 3'-10 3/6' TO 0.219 883 7 32 BAR 1-3 7/32 BAR 23'-10" b O 4'-3 1/a- SOI, -0 r w / n11 0rrCCC nnn0 I1_I IMTM RATA TART r LINTEL VERA-L ppEELECES3NOT1 VOiUNE Wf f7 C NGTH rMIMO 4IR 1 4'-4" 3'-0" 0,036 146 JS KEBAB 3-0 7 32 BA 8 3'-8" N A 4 4'-8" 4 0.037 150 3 REB 7 32 BAR 3-TO N A A 4 -0 5 -0. 4 -4 0.047 7 S2 B R 5 -0 N 6 A-4' 5-10 4-8 D.047 A B 9-2- IIA 6 7'- G' 4 6'-4" 0, 54 0.060 24 4 REQAR 3 3REB 6 -0 6'-10" MIA NAIS 9'- e 0'-4 0.078 4 REBAR 3 KEBAB g'-0" 2---- B MEMBER OF r) rc •A' rnLan au Nrrss wins TDE A•sAbG1f MA RINIR DNIW SIILLMrf- j fYh 011. UNTLLe Binifc [SS IMIII! pgSp T TNT RFINFO@ iNC CAGE FABRICATION NODFI 07 % ttr ' A'aN.11uh i)IE ar tlo rS J lirK.l I1' l l )fh' )1 i• PRFSSTR SG Q LINIELffEINFORCING CAGE FABRICATION I'DO17i B" PRECAST U—I_INTEL DATA TAKE LWIFt SIZEVO YAIE Y! IGS T r" O S7EE G sr:cae f N ) S'- B" O,D32 l26 93 REBAR 3'-5" 7 32 BAR 3'-2"" N A 4 4'- 0"- 0.037 1461 3 REBAR 13 1 V 7/32 BAR 3'-B" H A 4 162 3 R BA 4'-5 7(32 OAR 4-2" N A 4 b -, C 0,049 9 1 BEGAN 5-3 7 32 BA t 5 -0 N A B 034 3 RE A 9 32 5- 6" 0.080 234 4 REBAR 6'-8" 7/32 0. 069 270 4 REQAR 7'-6" 7 32 BAR 7'-2" H A 6 4'- L" 0.088 336 L REBAR 9 3 REBAR 10'- 6" 0.09E 37B REBAR 114i.# 3 REBAR 11'- 4" 0 104 OB: 5 REBAR I V-3" 3 REBAR I l'-O" 3- 6 12- 0" 10.110 32 5 DEBAR 11 -11 3 REBAR I I -e. 3 -D B 3'- 4P 0.I22 480 S REBAR 13 -3' 3 REBAR 13' 9 4 5 REBAR 13 -f I 3 gEBAR 13'-8' 1 V-01 8. THIS. PROPRIETART INFORMATION IS PROVIO£0 f0R PRODUCT AWROVAL. tT 19 PROIECfED BY COYIRICHT LAWS A. CAHHOT BE REPfl001:GE0 OP. O]STRIOVTEp WITHOUT THE PRIOR VIR%TIEN CONSENT OFF CAST- CRCIE USA, IRE. AOR::) /;. x " IBIEI aNutag. ya+=•nm I. RCINFORCRIG StE£l; 7/32 RAN ASIM ASICI $3, 14, S. ROSSI THE TOTAL NWDER OF STIRRUPS. AND / 5 REQAR OAADE 90 ASTN ASIS; 7/11 INCH REWIRED IS COUNTED 9tARIIXO FROM. EACH MAUVE 2TOKS1 LOYI-RVL ATION PRESTRESSIRO ENO Of THE RENIFORCOIG CAGE: FOR EXAMPLE SRTARD ASIR A416. NO. OF STIRRUPS a 4. THEN THE 2. CONCRETE SIROIDTNS: f - 6OOD PSI FOR B' REIHFORCRIO CAGE MODEL SHCVIS 2 STIRRUPS PRESTRESSED LINIEISI 1'N - 4000 PSI FOR ALL FROM EACH 'END. PRECAST B INCH UNTCL9. S. 2.5 POUNDS OF POLTPR9FILENE IT6ER3 PER INITIAL PAEStAES3 FORCE a 0.70 c. 1Pu. CV. TO. OF MKCACTE NAY. BE USED IN LIEU OF PRESTRESSED UNTEL REM RCING CAME 4. STNPPIRO ?THENOTNI PRESIRESSED TO RESIST UFTINR AND NANDLINC FORCES. GEC r. • "v J ENS / rnouticrRtvlsl:u vY Bs sM yHyl Iquilh OwPluNdM tAilWlnB CMdt A— pl+ NMI¢-o9 o3.o 2. iHot17) 4Ia jfr-7-yo! G R E 0 • z t ;( ` CRAIG PARRINO 6324 CR 579 M,lSnil ua ci tnDNl R q SEFFNER,FL 33584 FL. P.E. LTC. N0.44756 CAST- CRETE 8" LINTEL FABRICATION DETAILS OBSUBI- 14 I WWK 8Y: CRAE PACRKO, P.C. - RE6. R0. 44756 SCALE: $01 CO SCREE 06 07/94 1 CHECKED Bt; EMS; PARRKO, P.C. - INC. NO. 4475E CRANING RR. FDB SREET 1 OT 3 SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL LOADS FOR 8" PRECAST S, PRESTRESSED U-LINTELS 4/ Am. 4 SAFE LOAD PLF TYPE LENGTH 8U8 BFS RC AU Y-6" (42')PRECAST 1025 1024 1598 4'-0- (481 PRECAST 765 763 1309 4'-V ,(54') PRECAST 592 591 1073 5-4- (64') PRECAST 411 411 745 5'-10" (70') PRECAST 34D 339 616 V-6" (78 PRECAST 507 721 490 Y-6" (9F1') PRECAST 424 534 363 9'4" (112') PRECAST 1 326 • 512 230 10'-6" (126') PRECAST 264 401 180 I V-4" (136") PRECAST 260 452 154 12' 0" (144") PRECAST 244 402 137 IS-4-(160 PRECAST 217 324 110 14'-0' (168") PRECAST 205 293 100 14'-8" (176') PRESTRESSED N.R. 264 91 15'-4-(184') PRESTRESSED N.R. 259 83 17'-4" (208-) PRESTRESSED N.R. 194 64 19'-4"(232') PRESTRESSED N.R. 148 52 21'-4-(256') PRESTRESSED N.R. 125 42 22'--0"(264') PRESTRESSED N.R. 116 40 24'-0' (288') PRESTRESSED I N.R. 91 1 33 SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS 4 4 -c- 1 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8F8-I1 8F8-ZT 8F12-IT BF12-21 TIM-IT 81'16-21 BF20-1f BF20-2i aF24-1T BI21-21 SF28-1T w -21 BF32-1T BFJ2-21 3'-6' (42') PRECAST 1569 2655 524 4594 5283pll 32 7 Kll 1559 2655 3524 4394 52032 7001 4'-V (48') PRECAST 1363 2305 3080 HIS 4570325 6079 1383 2305 3060 3015 4510 5325 6079 4'-6" (54") PRECAST 1207 2040 2707 3375 4043 4711 5379 1207 2 440 2707 3375 4043 4711 5379 5'-4' (64") PRECAST cols 171 a 2276 211M 3399 3961 4522 1016 1715 2276 2838 3399 3961 4572 5'-10" (70") PRECAST 90B 1567: 2 25W 31071.) 3620 4133 cqj 929 1567 2080 2$93 3107 3620 033 C-6- (78") PRECAST 835 1407,, 186 2329, 2790x 3251 3712Eu 635 1407 1868 2329 2720 3251 3-F72 T-6' (90') PRECAST 727 1005 624 , 2025 2426 2827 n S22B , 727 1224 1624 2025 2426 2827 32ZB T-4" (112") PRECAST 691 708(.1 1136 1474 1815 21571.4 25D0 H 591 862 1318 1843 1969 2294 2619 10'-6" (726") PRECAST 530 575 916 , 1188 u 1461 1738 2011 630 695 1160 1472 1753 20S5 2346 11'-4(136"] PRECAST 474 504 u BOD 1037 u IZ74 1513 1753 u 494 607 10421w1 1372 m 1043 P 1915 Pl 2187 , 12'-0" (144"] PRECAST 470 458 a 724 . 939 u 1153 u 1369 1585 , 470 550 940 : 1302 , 1560p 161 u) 2075 13'-4"(160') PRECAST 418 386 607 785 964(.11143 1323 P, 4 88 • 460 780 o1l 1159 D.4 1416 16 , 1 1887 oi 14'-D" (1681 PRECAST Saw of 358 560 nml 724 eml USIA 1054wl 1210 410 425 717 1083 1358(ml 1582 c.)l 18D7 14'-B"(176") PRESTRESSED 249 334 , 520 672 B25 n 978 1131 246 395 863 v4 930 N) 1303 x 1518 1744 n 15-4-(1841 PRESTRESSED 224 313 486 cml 627 oml 769 zpq 911 1054 2W 358 618 j 008 o4 1240n., Mgpn 1668 17'4" (208') PRESTRESSED 1B7 263 j.4 405 wl 521 iml 638 iol 756 iml 573 im 192 1 306 1 $06 , 740 a 10051ml i271fjol 1473 19'-4' (2321 PRESTRESSED 162 229 0+11 348 in 447 mil 547 L,11 647 cml 747 166 in 4 99 623 j,qI B41 ml 1059tol 1227col 21'-4-(256-) PRESTRESSED 142 204 „ MO 393 1, 480 a 568 „ 655 n 142 232 373 537 n 721 a 905 1048 22'-0-(264 PRESTRESSED 137 197 D 295 379 462 546 , 630 414 IJ7 223 358f 513 , 058 u BG3 n 999 24'-D-(288') PRESTRESSED 124 In om 267 1, 342 416 n 492 567 124 202 319 ml 455 : 606 757 p 816 B) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GARDE 40 SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. U) TH S iP/1RENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 41 ' FIELD ADDED REBAT4. SEE GENERAL NOTE N0. 4 ON SHEET 3 OF 3. E GENERAL NOTE NO, 4 ON SHEET 3 OF 3. PRonucrl: u conmlyi w V.•' GEN B NWa FIutiAa - P1t0DUC7RBV7S8DBuilGin6Cx4o i4caPla,crlro / 0 G B.46%L,,ImdIIw IOoNdaPnD.vr 14 7, YK-o3 1 F 2capimec Nx/ F Qa7,Fm(ton Dala o > 0 Z b p . TE 0:: CRAI(3 PARRINO -? Mim,; p Doan c l (tip: 6324 CR 579 Dr SEE GENERAL NOTES -SHEET 3 OF 3 .R1 pG\ SEFFNER.FL33564 M "NJ40TicfCnn6oTl` No By N 1sm Ar q SS 0' FL. P.E. LIC. NO.44756 lam - CAST 1tCRETE 8" LINTEL FABRICATION DETAILS MEMBEROF ow,_. ' A N ;Il ialoonnui"fQ1` t 4' ^ FAE NA9G DRS681-14 DR41YN BY, [A,Uc 1AeFWD, f.E. - RCD. K0, u756 SCAiL N01 10 SCALE 0A1[, 05/07/96 CHECKED IA: CFAE PAININO, PL - 8[0. kD. 11756 DFAi1llfO Ho. TOO SEUT 2 OF 3 SAFE GRAVITY LOADS FOR 8" PRECASTw12" RECESS DOOR U-LINTELS O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE No. 4 GENERAL NOTES 1) MaledoM: re 8' paced laid = 41100 psl re prestre ed balel = 50D0 psi 1 noul J1700 psi eih-maasmum 3/8 loch aggrayo)elenasonry 'I" ICMU) o ASTU C90 with muutrxam MIareatilerASlarei5Gr190Dpal a per AS'ttt A615 Grade W pm. eer A416 Crode 270 to r hxtwn mW per ASM C27D Tips M S 2) A4 sale bed tables Wed rKirilreurm 4 inch a -Ad Oee(ng Fv Dloi p; safe bads I. fold type SUB and GNUS moat be 4.ed Eyy 20X It besdnq hrglh Is lux Una 6 1/ 2 irehes. 3) P- ldo fall mortar bed and !reed. jdntA. 4) The n—be, 1. pn,,A)ar 4 1ndlm1,s it, pameak r drctlon for rode 40 Rae-odded rebut. jigmAly 7'- 6' Unld U32-18 so(e yroily loud - 6472 00 n/ 15% t,Oact;on a61T .2 L.85) - 5501 p11 5) Al liolels rn,al or eueed /35D de(kcV?,. , Fri-p11- F. dIeas W1 tlpe BF8 17'nd lager ..,Is or email L/ 1(:O ddkc(IaA. Use is Emuled to co 114 a -.1inq the R.N. Buddgg Cade --as 1604.]. 1 ad appltcobk 6) Shoe freed Im.1, as requ! 7) Ono 11 rebar may be suL6l04d for Oro 15 rtb- 8) [mla oli 101oeh—A of Tahl must °amply (, b tha arc it,d.rol gad/er Wularel dorxlmenls. 9) 7h, dastgmt muy. maluah comantrsled Imde Irani Val tale Igad labs, by coko.11,9 the —..am tesu'q tna t aI'd he. at d-way Iran the I- of wppal. 10) P.R. „ Not RaW 11) 0a1lam 11, W added mbcr to De kcolsd of the 15o1om d III. Fnld Gorily. SAFE LATERAL LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U•LINTELS caxa aaxa V M SAFE LOAD P_ LF LENGTH TYPE 8RU6 BRF6 RCMU 4'-4' (52") PRECAST 758 757 1164 4'-6e (54") PRECAST 694 693 1073 5'-B' (68") PRECAST 408 407 655 5'-10' (70') PRECAST 382 381 616 6'-B' (BO') PRECAST 595 788 464 7'-6- (90') PRECAST 509: 674 363 9'-8' (116") PRECAST 370 490 214 0 SEE GENERAL NOTE 18 11) Linkk - mg dxlprad witi 5-1/2' lay rratcaes of the ends to —.data rel•Nol eel'. 1'Nacing crA 9rou6ng. 13) His !grin surloco of 6nkts inelo6ed k extcdw concrete masmry lh shag haw sting of t— ppk d_b a dorcg 1h ASIU C-926 or a0u opp,.,4 a ng. 14),11 (1s Ioaded nm:Claneousy with r 11cal ((gmw? or vpprill) and hoduslet ((lotgeol) loud should be cf lad t - thembAcd loadnit with it. 9u11aslnq cgad— AppkW r tficol load kppg d hart ontal load Sat ubcal load + Safe hodtmkl bad S 1.0 15) For composite Nnlel htIVA, not sham, use We lead Itaril next Taxer Might abaen. 16) For Wei lengths gal. 1*.n, ate safe Iasi ham nW bagUt lenglh shown. 17)Sofa bad, I. c.pAvq..d aflaanble beds 10) S41g bade based on raGtnal d.Ny —yr per ACI 530 sad ACI 318 1g) Aed*.V— 1 lateral loud eapadty con 6e 4W.4 b lh dnirB,l by pmvWriq ad&Z 1 teudmced cosarate masonry .. Us (ROAU) obws k Intel ' 'm. sketch below: SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS f) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE. 40 FIELD ADDED RESAR. SEE GENERAL NOTE 140. 4 TYPE DESIGNATION 8 BF12 BF16 m CROUP / U - UNEO r F - FIUED WITHFlII rIQWMRy OF p REM AT I 801109 EF UH10. CW" 8F16-1 B/ IT NOWNAL 1DDTHJ L QUANTITY Or IS NOMOML MEIM REW AT lOP FS NEW Al TOP 15W ai gniiiSEE SAFE LATERAL LOADTABLES t\(2) FORLOADRATING EACH ADDITIONALREINFORCED BF32 BF28 '+tFOR CMU (RCMU)FULL% COURSEPRODUCTRENEWEL) CLR TYP i%. A 05 REBAR- GR40 or GR60 m cow Hying with Ulc Florida 1°1/2' 110dina C.* O' Acapt c No boa- Expo ion Data- / 7 .' 7 o uy ..,_, _ -.. Q wit\ •: c/ R. UIN.. (1) REO' 0 1-1/2. CLEM C.M.U. 3 CROUI y. is REPAR AT VOTION OF iSOR C' Nifi Aa 20 00ifOM NONFORCING PRWOE0 IN UNIEL 7-58' ACTUO8' NOMINAL WIOIN VARIES) G •*7- OF P!: kJ' CRAIGPARRINO y0e•'+ 0 6324CR579 SEFFNER. FL 33584 PRODUCT IlETVtSUD ascomplyihe )riW the PI III, Gurldias Cod, Acceplonce Nn 14_.,p_ r) . GZ Bxpinalon Datc c: KWTnm CAST—CRETE 8" LINTEL FABRICATIONDETAILS M MBFR OP' ewittENA1lf: 065UP3- 14 PP.IWN BY CRWO PAARINO P.E REC. I10. 4/)56. SCAIit NOi TO SCAIEYT1M tSr-.A'r a. Doc ester/Ac M IAM I-DADE XUAbII-DARE COUNTY e PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOYIIC RESOURCES (RER) I t805 SW 26 Street, Room 208 BOARD AND CODE ADN'tMi STRATIOiN DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 NOTICE OF ACCEPTANCE (NOA) ]vinv.minmidade,eovlcconomy 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 file 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 Nvithin their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No, LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Mianu-Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large: and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sates, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be 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'manufacture.r or its distributors and shall be available for inspection at the job site at the request of the Building Official, This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. 14-0903.03 MIAMI DADS COUNTY < - . '` f I .( = ' motfi %— Expiration Date: 09I11/2018 i f;t4.Approval Date: 10/09/2014 Page I 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 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drenvirng Aro. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables", shcets 1 through 3 ol'3, prepared br, Craig Parrino, P.E., dated rllarch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P. E. 13. TESTS 1. Test report on flexural testing or 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled Afodels, total of (13) concrete lintel specimens, per AS'Ti11 E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hannon, P. E. C. CALCUL,ATIONS 1. Calculations_for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, AE.., signed and sealed by Craig Parrino, P.E. 2, Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared bti, Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualify System Hanual for Cast -Crete Alachine Alade Precast Lintels revised on 11a v 1, 2002. 2. Cast -Crete Quality System dlan ual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated 11arch 24, 2003 and Drcnving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables", streets 1 through 3 of 3, prepared bl+ Craig Parrino, P.E., dated dlarch 24 2003, last revision dated Aikach 11, 2008, B. TESTS 1. None. C, CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. Br, rlliami-Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Alone. ; r H' q A. Maim-, P.E., M.S. Product Control Unit Sulni-visor NOA No. 14-0903.03 Espiratiou Date.: 09/11/2018 Approval Date; 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 12-0209.12 A. DRAWINGS 1, Drawing X6. FD4612, titled "Precast and Prestressed Lintel Details", sheet I vl 1, prepared by Craig Parrino, P.F., dated klarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 1 ", 6" & 12 " Lintel Sgfe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated kfareh 24, 2003, last revision dated Alarch 11, 2008, all signed and sealed by Craig Parrirro, P. F., on Alarch 22, 2012. B. TEST'S 1. Arone. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. Byj0arni-Dade CounlyDePartnrent of Perrnilting, Environment, and Regulatory,4ffairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated February 03, 2012, sighed and sealed by Craig Parrino, P.E., certifying compliance wilh 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. None. D. QUALITY ASSURANCE 1. By Aliami-Dade County Department of Regulatory card Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. 1Vone. JjWdy'A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 2 Cyst -Clete USA. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing 1Vo. FD4612, titled "Precast grad Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino; P. R, dated March 24, 2003 and Dralving iVo. LT4612, tilled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on tI ugust 19, 2014. B. TESTS 1. None, C. CALCULATIONS 1. Calcrdations.for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed bit Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Aliani-Dade Counh, Department of Regulatorj, rnrd Economic Resources (R! R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr•orn Cast -Crete USA, Inc., dated August 19, 2014; signed and settled by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. f Hel 111attar, P.E., M.S. Product Coutrol Unit Supervisor NOA No. I4-0903,03 Expiratiou Date: 09/11/2018 Approval Date: (0/0912014 E - 3 1 157'E7'E® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE "8" STIRRU TYPE "A" STIRRUPS., bA" 801TOM STEEL LENGTH Ivs rttlo IIEf "... r s 5 y yl < liinie>ztiS r ¢ may a 4" SOLID LINTEL DATA TABLE RUN Emilia A 6" PRECAST U—LINTEL DATA TABLE r2f.IDi I®r?nin.E iffi=?t:1F'aS rJL1[tf s»rcc rc»r>aa i37r r>8.>aru r+r va® ma nanl®r arr,arv o trrtt mrFaat rr rt r:vra o, 12" PRECAST U-LINTEL DATA TABLE mI13 1p1 7E3 C L1O I sEi:a c+,o e»r rsta t rvsmsaI iumm o w"mnalmn3a ERii Q'iT irf i'10 r r rrra E1I3il i f2yT 3 E3GiO mma r T 1 mmium FORaIEM am"mmuffil mEc"MrF1Rmr:ita 12" PRECAST W/ 2" RECF-SS DOOR U LINTEL DATA —JAM il 7777EEI{rj t1a I MCI"." 'Lg!E[iiltttYl fiTiiTli I I aalu»aESDDi.n u iQ Pil C7Cy® y Ili®fi(®©QAI Ir rA.lY^Jo rNx,. 40 rfar oar omammarmwimvr aLva[c7Am""W Uvezl L:a ©n v circa Ra arnrrraritarra RLvlV.a_aT fIdl Ei E " mcaas crn Eimvlarvitcl:TPRsie.'liL9S,v11111M I L49MpSlER OF RJi_Su+-U-.-RE TNIM PROP1 1—" I"l-TION IS PROY1OE0 FOR PRODUtt MPRQYAt. R IS PROTEM0 RT COPYtOW UWS AND CANNOT RE REPAODUCEO OR DISTRIRUTLO WO M ME PRIOR WAM m CONSENT CAST-CRRE UMy M 1. tFNFORCINO SREU 1P] tM MM ASIO: RM. 0. MR RS RE— L STIVMN. SIRENDM: i AND 11 INC. UWELS - — n' OWE FO NM A6" S. MOM. ME TOTAL NY.IER OF O.RRUrs REQUIRED ME c-- sfMTUC 1. —at MUOMa: P- : WOO FS7 FOR ALL i LYCR NO M WCR FRO. GCN END OF ME RUNTORCINO CAGE: FOR E -ml - RD. OF RECAST WWI.; C. - SOOD - FOR A NC. UWELS SRItuPS - A. TMEN ME RUMFORORO CADS FRRACADON YODEL $—R 3. RQTTO. STEEL— REM DAER ONE NO. TO RE mO . MM EMDS R Sulm FRO. mm ENO. ON R AND 1R IROM UMIELS Mu RIN.PINO FRO. /OM. VPCEN O's yaonucE Rt:vI5r11 OymnDtY.E i11.IhO Fta:iJR o.4 mald,n,c...i l ogc3.n3 Acce pl. 1 . N. YSTOFplNuuuuo3iflzol 4 CRAIGPARRINO'f O VD ., CR cnt oRa a,Iu Gu E"i ' R 6324 579 I',SS A NG0, FL 34475EP.E. FL3584LC. N0SFFNER, PRECAST AND PRESTRESSED LINTEL DETAILS ME W..0 DESU8{-1{ U DSCAAPIEN: RN 3/24/03 CHCKEDRT: ERNrA— G FADSKSNTD SREEt: 1 OF IDATL• GENERAL NOTES I) Molerials: 1'e 4' precast fntel = 3000 psi I'e 6' & 12' yy eseost Rnl<I = 6W0 psi 1'a grout = 30W psi With maximum 3 8 inch aggreyoh: concrat. masonry units ((CqU) ppse ASiiA C40 Klh mnimurn ncl m <ompress'ae. a4cnglh - 19D0 Psi rebar per ASTM A815 Grada 60 mabr'per ASTN C27D type Il or S 2) AN sale two tobles based on minimum 4 inch nominal beorDg. FdsaRL.rc Sole roads for lintel lyP 6U8, 12US ;and ISRG6 must be reduced by 20R if bearing length in less shoo 8 1/2 inches., 3) P-Ado 1.1 mortar bed and Mad )orate. 4) The number in parenthesis lodicates the psrcenf rvducGon for grid. Q fId added ESaIDR1D. reba 7do28f(qq ry8o1428paw/ 14. d #42.8122f 5) Aft lintale meat or nseeed Ud6o ddtrcGo. i,RctpygD;. UnG3' types 8 & 1211 M4' 1, longer meet, or —,d L/180 do 1,06% Use is limited to —dill.. miming Iho Florid. 806q Code Section 16G4.3.1 - m apOk In. 8) Shore tilled Bole[, as rsq..d. 7) 4' solid lintel. to b. instdisd e/ 4' dhassion hoii-tnl cud 8' dimsmlon verlicaL 8) IaslaRalion/ attachment, of lintel must comply with tha urchitaetural and/or stnxluml documents. 9) the dnl9nu may rroWate wncenbaled locos from the safe bad table by calculoting fM -.;—m —isling moment and shear ot. d-ancy 4dm the - In" dl a.pp.,L 10) N.R. - Not Rated 11) Bottom field cddad n. b., to be 1—ted of the bottom of the profit wavily. TYPE OF51GNA71ON rr . .I vista e:m can nine a'Fl via N 12F16-213/2T vramo. wow- J L osvmv w is t?aal le]0a K" Ay TO is rsut u 1. sn Io) e[aua8o roe sa' llnnEt4 I) IEpreta Iqt. e' afelil5 A j o r of p i ' • 1• • • 4.. GA91Yf IL' t ( a) ffuaem qi 12' I1VW5 b) lar/lltaa row ,' liras 11 5 - ACTUAL 12' NOMINAL VhDTH 12) 6' & 12' Untels — manufactured with 5-1/2' long oalchea of Iho ends to accomodoh kneel cd reinbrcing and grouting. 13) The ertedor surfoae of Enlels i(nto!fed in exterior concrete mason watts shall have a coaling al -stucco applied inc—dunce wTlh ASTN G-926 or other apprwad coating. 14) Umda twded'-m 'lanaausy '! n —ticol (qr or uplift) end h.6—te3 (lateral) loads ehouttl be checked forWithcombinedtcnqwiththefollowingequalcmAppaln,G.l td AppHed horimtol load So1a aarlicol load + Sat. herimnbal food S IA 15) For composite nntel helgbls m,L shown. use sale luod ham next sower hdgu ah..n. 16) For 1W.1 length. not 0-,'us. sofe load from next longest length shown. 17) Sol. foods ... superimposed allowable loads. 18) Safe foods Dosed Pn . banal design anplysls per ACI 530 and ACI 318. 19) AddG... I lalemt food capadty con b. obtained by Iho dan — by providing pdd' i m.1 reinforced-cucrsle masonryunits (RCHU) above the lintel See sketch beta.: 1/2' CLR a 4S8 MEMBER OF C— L4_ J—& is viawe SEE SAFE LATERAL LOAD TABLES FOR LOAD RAZING FOR EACH ADDTHONAL REINFORCED CMU ( RCMU) FULL COURSE 15 REBAR FOR G' LINTELS 15 REBAR FOR 12' LINTELS 1 or GRGO SAFE LOADS FOR 4" SOLID LINTELS 4-14 m GRAVITY TYPE LENGTH 4S8 3'-6' ( 42') PRECAST 1180 4'-0" (48' PRECAST 959 4'-6" (54") PRECAST 789 5'-10"(70") PRECAST 460 6'-6" (78") PRECAST 360 7'-6" (90") PRECAST 260 9'-4" (112' PRECAST 156 PRECAST 116 12UB Cwrn a4rra UPLIFT LATERAL LENGT_ H _` TYPE 4S8 4S8 S-6" (42') PRECAST 687 371 4'-0- (48-) PRECAST 597 320 4'-6" (54' PRECAST 529 258 5'-10" (70") PRECAST 407 148 6'-6- (78') PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4` (112`) PRECAST 187 55 10'-6"(126") PRECAST 152 43 12F8 12F12 121`16 0 LM v r . 1 EROE)UC f' RIiVI,^ s1EO vmylying with the T)osfda li wilding l.'.xi: F: CRAIG PARRINO Aca p crcrC:o !4• - o c c: j ES ImUaniuco - e 6324CR579 SEFFNER. FL 33584 Ml di ale ` uucl Corirtol` FLP.E_LIC.NO.447567—CAST—CRETE 4", 6" & 12 LINTEL SAFE LOAD TABLES[ ME WE: OMM-14 1 DRAWN P: JOHAN ARNAUD I SCA(E: N.1.5. CHECKED BY: CRAG PARRIN0, P. E, - REG. No. SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4c--4~" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-18 6F12-18 6F16-1B 6F20-18 6F24-18 6F28-18 SF32-18 S-6- (42') PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0" (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (54") PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5-10"(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 01 6'-6' (787 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6- (90') PRECAST 779 883 1459 2188 3151 4524 6654 9357 V-4" (112-) PRECAST 584 660 1056 1523 2084 2795 3731 5017 16-6"(126") PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0-(144') PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4"(160") PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0-(168-) PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4"(208') PRECAST N.R. 299 455 620 794 985 119B 1437 j) THE NUMBERS IN -PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET i OF 3 MEMBER OF Y u SAFE LATERAL LOADS FOR 6" PRECAST U•LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4~ RP SAFESAFPILIF AD SAFE LOAD POUNDS PER LINEAR FOOT APE 6U8 6F8 RCM U TYPE 6F8-17 6F12-111 6F16-17 6F20-17 6F24-IT 6F28-1T 6F32-ItLENGTHLENGTH 3'-C (421 PRECAST 587 1055 596 S-6" (42') PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0- (48-) PRECAST 487 787 445 4'-0" (48") PRECAST 1225 1800 2357 2913 3470 4027 A583 4'-6' (54") PRECAST 416 609 344 4'-6" (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5-10-(70') PRECAST 300 350 198 V-10'(70-) PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6- (76") PRECAST 263 496 157 6'-6" (78') PRECAST 723 1097 143711 1777 2117 2457 2797 7'-6- (90") PRECAST 222 367 116 7--6" (90-) PRECAST 648 " 3861$ 1249T n 1544111 1840 w 21351V 2431 9'-4- (112 PRECAST 173 352 74 9'--4- (11.21 PRECAST 575 57156 98D 1252 1492 1732T 1972 10'-6-(126') PRECAST 151 276 58 10'4"(128') PRECAST 514 46211n 78711 11211 1335 1551 1766 11'-4-(136-) PRECAST 139 311 49 11'-4-(136-) PRECAST 474 4041 j 685 985 12131 1442 1645 12'-0-(144-) PRECAST 131 277 44 12'-D"(144-) PRECAST 454 367Tu1 619 888 It 1093 1299 15061y IS-4-(160-) PRECAST 117 223 35 IS-4-(160-) PRECAST 402 308" 516 736 t j 906 fv:1076 1247 14'-0-(168-) PRECAST 111 202 32 14'-0-(168') PRECAST 368 285E 475 677 832 989 1145 17'-4-(20B') PRESTRESSED N.R. 130 21 17'-4'(208') PRECAST 253 208 338 476 585 tj 693 BU3 SEE GENERAL NOTE 18 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR, SEE GENERAL NOTE NO. 4 Gy PA`'•. o • • ENSQ-j;'. 44 1•'RODUCf 1t1:V18gD G fc : I mp1y'"u w'Oh Iht Auddo 9F1 : Q 2 ilcccPAOpwlce "A u G Zo/ T• RI CRAIGPARRINO r tS • G 6324 OR r l .) Mi"9 a- 579i97, ONAL: :% SEFFNER.R 3.1s64 Ca,el FL. P.E.UC.N0.44756 f m-CAST—CRETE 4, 6" & 12" LINTEL SAFE LOAD TABLE FUE HAVE: DISU86-14 DRAZ 6(: 1014XFARM,IAXAUD CAIE: N.1S. DATE. 3/24/O5 CNECNED 8f:. CRAN; FA, P.C. - RED. NO. 44756 ORAW186:N0. L14611 SHEET 2 OF SAFE LATERAL LOADS SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FOR 12" PREE AST II•LINTELS SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS' waFoa4® SAFE LOAD • POUNDS PER LINEAR FOOT LENGTH TYPE 12U8 121`6-28 12F12-28 12F16-28 12F20-28 12124-28 T2f28-28 12F32-28 3'-6" (42') PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48")- PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6" (54) PRECAST 2396' 3464 5304 7619 9352 11060 12755 14438 5'-10"(70") PRECAST 1612 2320 3218 5234 8487 11060 12755 1443J., 6'-b6 (78") PRECAST 1383 1986 2679 4196 6421 10032 12755 14434,p 7'-6- (90') PRECAST 1138 1628 2131 3218 4676 6756 9763` 1352 9'-4" (112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552E 10'4'(126") PRECAST 614 1043 1295 1.853 2516 3323 4334 5632 I1'-4-(136") PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0"(144') PRECAST 456 878 1073 1513 2020 2617 3333 4206E 13'-4-(1.60") PRECAST 359 767 (i 926 1 1294 1709 2188 2743 3409(,i 14'-0-(168") PRECAST 321 720,,,. 865 1204 1584 2017 2451 31061 17'-4"(208") PRECAST N.R. 4510 631(, 881 ,, 1141E 1428p, 1750,,, 2102 19'-4' (232") PRECAST N.R. 343 (, 477 P, 700 B, 925 n, 1152,m 1380 1609 seam w 7 SAFE LOAD PLF LENGTH TYPE 12U8 12F8 RCMU 3'-6" (42') PRECAST 1295 4841 393 , 4'-0"' (48") PRECAST 1295 4841 2994E 4'-6' (541 PRECAST 1049 39,22 24117,m 5-10`(70') PRECAST 681 2547 155 6'-6" (78") PRECAST 579 21,67 123 , 7'-6" (90') PRECAST 474 1771 914On 9'-4" (112")PRECAST 355 1326 580„D 10'-V(126')PRECAST 306 1143 454 n 1l'-4-(136")PRECAST 278 1041 3881,7 12'-0- (144") PRECAST 260. 971 345p0 1Y-4"(160") PRECAST 229 857 278E 14'-0'(168") PRECAST 216 809 2510 17'-4-(208") PRESTRESSED N.R. 633 162, 191-4"(232") PRESTRESSED N.R. 534- 130n, was SAFE LOAD -POUNDS PER LINEAR FOpT TYPE LENGTH 11f8-2t 12F12-2f 72f16-11 12F10-1r 12f24-IT 12F28-2t 12f32-2T S-6- (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (48") PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10"(70') PRECAST 1623 2527- 3310 4092 4875 5658 6441 6'-6' (78'.) PRECAST 1444 1 22890 2972 3675 1 4378 5081 5784 7'-6- (90") 'PRECAST 1267D, 1767 , 2583„ 3194,j 3805, 4417, 5028 9'-4" (112") PRECAST 1028,1 006 2590E 3081 3583„ 4079 C. 10'-6"(126') PRECAST 920612 2281E 2764 3209E 3653 ll'-4"(136) PRECAST 85814040 19821 2441 29D24 3364E 12'-0"(144") PRECAST 814,1269„ t829,,,1404v 1788, 2201, 2616 3032, IS-4"(16D-) PRECAST 6781057 1485, 1826n, 2169(, 2513E14'-O'(1W) PRECAST 622 974 13651„ 1679D, 1993n 2309E1T-4'(208') PRECAST 434 695 Dy 9640 1182 1402(.1623E 19'-4"(232')PRECAST 366593 817 n 1002,,, 1187uT 1372n fI) ik£ NUMBERS IN PARENTHESIS ARE. PERCENT RWUQTIONS FOR. ntL UcNLIO ..:..I[ to (1) THE NUMBERS IN PARENTTESIS-ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD MOM REBAR SEE GENERAL NOTE NO. 4 GRADE 40 FELD ADDED REBAR. SEE. GENERA. NOTE la 4 . SAFE LATERAL LOADS FOR SAFE GRAVITY LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS 12' PRECAST w/2" RECESS U•LINTELS SAFE UPLIFT LOADS FOR PRECAST wl 2" RECESS DOOR U-LINTELS CCU SAFE LOAD -POUNDS PER LINEAR FOOT t SAFPEL OAD A SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LEN2(4") 72RU6 12Rf6-2B 12Rf10- 12RF14- 11RF18- t2tF22- 1TBf26- 12?30- LENGTH TYPE 12RU6I2RF6 RCMU LEPNGTH TYPE 12RF6-1i l2RFt0-2f 12RF14-2112RFI8-2 12AF22-2 12RT26-2112RFS0-2 4'-4PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-4" (52")' PRECAST 1295 3692 258j,n 4'-4' (52') PRECAST 1626 2685 3745 4806 5857 6928 7989 4'-6PRECAST 2319 2740 5468 75814 9640 11669 13679 15679 4'-6"„(54") PRECAST 1213 3458 2417;,y 4'-6"' (54') PRECAST 1558 2582 3602 4623 5643 6664 716 445'- 8PRECAST13471841355563959640116691367915679k5'-8- (68) PRECAST 784 2236 i65014 5'-8' (68") PRECAST 1210 2042 2850 3658 4466 5273 6081 5'- 10"(70) PRECAST 1259 1758 3361 5954 9358 11669 13679 1557q 5'-10''(70") PRECAST 747 2129 1552, 5-10"(70-) PRECAST 1173 1984 2769 3553 4338 5123 5908 6'- 6" (BO-) PRECAST' 924 1430 2633 4415 6884 10351t4 1257„ 1480Q 6'-8" (80' PRECAST 602 1716 1170(,n 6'-8' (80") PRECAST 10201 1538n 2426 n 3114 3802 4489 5177. 7'- 6" (90") PRECAST 703 1203 2157 3494 5259 79224i, 962301 11326 7'-6" (90"j PRECAST 504 1438 914Q„ 7'-6' (90) PRECAST 904 0 1226u1 2163„ 2776 3390 In 4003 4617(, 9'- 8" (116) PRECAST 389 843 1451 0 2157 3203 4427h 5417E 6380(i 9''-8" (116") PRECAST' 355 1011 45 9" A9;-8' 016') PRECAST 703 (; 771 nT 1472,, 21 B1( 2663119 3145,, 36280 I) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR 4 $ CT4.' NUMBERS IN PARENHESIS ARE PERCENT REDUCTIONS FOR GRADE 40; FIELD ADDED REBe SEE GENERAL NOTE NO. 4 R N S 40 FIELD ADDED REBAR. SEE GENERAL NOTE NB. 4 1 Et0.ExT(,-r ILIVlSLT) 44% 7` " o:• n+nylNnR wi,h (H 1'h,nln b3•. T E F L'1 '- A[WJJIGIYI. J,f1,P7 C3 yy' O ) I •A.` CRAIG PARRINO nn 1 " T 7 A 8 pejc`P c R 6 P \6324 CR 579 eyj,' A1 S7' !G, SMNFR,.F133584 A4ivmT Dacic duct s-iu"",,i. A,,, oNa SEEGENERALNOTES - SHEET 1 OF 3 4+` FL. REfLIChW0 4W,.56 NO BY REVISION A MEMBER or TE-CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES VSD28OSjuloc" ERAL REVISION 6 12 14 8T_ FILENAME: OBSUBi-14 DRAWN JORW ARNIUB SCAIE; k,i.5. DATE. 3124703 CHECKED 01: CRAB PAR81N0, P.E. - REC. N0. 4/T56 ORAWWG:N0. 1T1812 SHEET 3 W 3 MIAM 4DADE MIAMI-DADE COUNTY e 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 AIiJ). 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 put -poses. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as 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. ) D8, 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, 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 RxrING 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 Iogo, 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, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H Imy A. Makar, P.E., M.S. NOA No. 16-0126.03 MfAMFDADECOUNTY Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Pagel Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 996-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast. -Crete 8"Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LTS, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-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 11111196, 45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MA.TERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-82.75 dated 06/20195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/1 3195for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25196 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report 984-M19614 dated 02129196for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01/28/96 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749dated 04/05196 for 95 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report 984-M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121/96 for #4 rebar by Birmingham: Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for 9-5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. Produe ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Allanual 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 I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 92 dated January 28, 2003, and Drawing:No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #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 ASTME-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 Allay 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 406-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June. 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. K B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS' 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig .Parrino, P. E., certifying compliance with the Florida. Building Code, 2007Edition. 4H; A. Ma k a rP.E., MS. Product: Control Section Supervisor NOA No. 16-0126,03 Expiration Date: 05121/2017 App rove LD a te: 04t28 /2 016' 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 RegulatoryAffairs. fairs. E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for ILigh Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By 111ami-Dade County Department of Regulatoryand 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. Ile— t He A. Makar, P.E., K.S. Product Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21t2017 Approval Date: 04/28/2016 E- 4 Cast -Crete USA Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By lkliami-Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION J. None. F. OTHER. 1. Letter from Cast. -Crete USA, Inc„ dared January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. w. ae 11 H&f A. Maliar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 0.5/21/2017 Approval Date: 04/28/2016 E-5 HIGH STRENGTH PRECAST AND449#SST®41oveTo. PRESTRESSED CONCRETE LINTELS MI41l' 6 2 1 G . A;..N Iyi,/.R.4"F '^ .. 4 iv ! $•', t:' ' r0,a2Y4 , ter. t'3',51. ' PRODUCT'R1!NEWED 0mnln17inR .vilh the Flnr di TYPE "A" STIRRUPt7/32"0 BARSTIRRUPS 6 1 4"— 8LINTE STIRRUP DETAIL$ SCR_ ILTS. 7/32.0 BA STIRRUPS TYPE "B" STIRRUPS M 8" LINTEL 1 /4„ _ $, STIRRUP TAILS SGlO N.S.1DE LINSrp(CLSILx YOLLIu YECY ID TCBS EN TH g_ T P YP 8 E 0SPACING N0. OFTINiVPs 0.134 542 3 AR 1 -3' 7 32 DAR 14-6 4 O 3'-0" 9 0140 567 7 32DAR 1 -3 7 32. BAR 15-2 4 0 3 - " 9 0.158 639 7 32BAR 1-J 7 32 BAR 17'-2 4 O 3'-8" B 713 7 32 BAR I'-3" 7 32. HAB 18 -2' 4 9 4 -2 9F-4!' 0.154 707 3AR 1b0 7/32 BAR' III-2 9 O 3'-8 3/4" 1D 0.2D0 blt 32 BAIT 7 32 BAR I-37/32 16'-0" BAR 21'-10" bO3-103/010 805 1 -3'-0.219. 18 -o 32 BA0. 23'y0" b 0 4'-S I/8" 10 8' PRECAST W/ 2" RECESS DOOR U LINTEL DATA TABLE SRE LENORHE LE Q S YDL NE WFLIB Ni 7 N SPxGMO E 2 0 4'-4' 3. 0" 0.038. I/6 j3.REBAR a 7 32 BAR 3 8" N/A 4 3 0 4' 8 3-4' 0.037 1 0 RE8 7' 2 BAR 3-10" N A 4 4- 8. 6 4 -4 0. 7 32 0 R 5 -D 1A 6 A -4"- 9 10 0.047 S- 6-0 5-4. 0.0 3 B b-0 N 6'-0" 7'-6" 6'-4- 0.060 j4 REBAR j3 REB R g'-10" N A 6 8 -0 9r-8 e'-4 0:078 OF me •r alwWta xu 4txLA Yx¢u T E •A• BNADra v3 1' fvM .i[tt,s t4111u pRFf'Att L)NJFL R[: NI FORCING CAGE [ABRICAT{ON MODEL 4; FOR R<1—Nntte o/ 7 u Trr nmma up me •a• xtwxun AT cxFe t{ t I P 1 1 DNBfI se t/ s• 7 1 s' PRESTREIUD UNTCL RF'INFQRC NG GAGE FABRICdTION MDOFI. PRECAST U-LINTEL DATA -TABLE L N7EL YO,UM Y/FIBS t 3'-6" 0.032 126 03 REBAR 3' -3" 7-32L•BAR 3'-2 4'-0" 0.037 1 144 6AR 3 -11 7 32.BAR 3'-0" N A 4 4'-6" 0.091 182 A 0A. 4'-8 7 32 BAR 4 -2 A 4 jS REOAR S -3 AR 5 -0 tl A 6 5-10 O1. 3R 7 2-BAR 5-6 6 6'-6" 0D60 2 4 4 REBAR 6-3" 7 32 BAR. 6'-2' IN 6 T-6"- 0.068 2T0 4 REBAR T-5" 7 32: BAR V-2" N 6 0' -4" 0,086 336 4 REBAR. 9'-3" 3 RE DAR 0" 2 «0 0 0.096 378 4 REDAR IU'-5" 3 REOAR 2-0' 8. 11'-4" D.I04 4 8 SREBAR 11'"d" 3 REBAR 11'-0" 3'-0" 8 1z-0 0:110 432 5. flE8AR11 11 SREBAR IJP-4" 0.122 400 5 NEW i3'-3 3. REOAA 13'-0" 3.-0 8 14'-0" 0 29 6O4 5 REBAR 13 -11 F3 WAR 13 -O 3'-0 8 THIS PROPRIETARY INFORMATION IS-?Rt"UED FOR PRODUCT APPROYAL. IT n PROTECT EO BY CO7"TR10NT LAPIS ARC CANtOI 6E REPRODUCED OR OISTEIOUTED WITHOUT INC PRIOR VIRII7EN CONSENT OF CAST-CRETE USA. INC. f!N >NSYti 8" PRESTRESSFp U-LIN.T.EJ,. I. NEINFORCBIG SIEEL. 7/32. PAR ASIY A5101 03, 114, 5. NOTES 1NE IMIL WRITER OF SIIRRVPS ANO j3 RLOAR ORAOE 60 ASfY A613:1/Ifi INCH AEWIR[0 ISLOOHIEO STARTING FROM EACH DIAYEtER 27OX51 LOy/-REUJIAIIOH PAE51AE551N0 EMIT OF iHC REINFORCIRC CAGE; FOR CffAYlEE Sp7AN0 ASTY All6. N0. Oi BTIRAVPS v 1. TNEII 7ME 2, COHCRETE STRENOIRS: Pe c 6000 PSI FOR e' REINFORC1110 GCE MODEL S40VIS 2 STIRRUPS PRESIRESSEO LINTELS;V, • 4000 PSI FOR ALL FROM CACN END. PRECAST 8 INCH LHTCLS. p. 2.5 POUNDS OF POLTFXOPnEAE nm.s PER 3. 1NIIIAL PflESTRESS FORM 0.70 x W, 4:V.YI1 OF CONCRETE MAT OC USED Ill LIEU OF PRESTRESSED LINTEL RDNFORCINO CAGE 4 S7RIPP NO 1(ENCTNI PRESTRESSED TO RESIST UFUX0 AND HANOLINO FORCES. G ""ENS ' PRODUCTa MY151ID ofL ylyi.g"ilh the MaidG ITJIdlnB Codc 3j' ; 7} : AcrPlxnee NG /¢-- O g O 3, O Z TLay11F1,o.,0A,e o , Z''l"J-iorsro : e o CRAIG PARRING T, c('p' YW;lmnmQ ifddclk/•, 6324CR679 t \C .• SEFFNER, FL 33584 bnL-¢ul^ AL FL. P.E. LIC. NO.44758N,:` A CAST-CRETE 8" LINTEL FABRICATION DETAILS p83UB1-14 DRAYM DY: CRA10 PARPoRO, PS. -AEC, ND. {4736 SCALE: X01 TO SCALE O6/07/8b CNCCNIO 60 CRNG, FMAKO. P.E. - REO. NIL 44756 1 ORAYINC Nv, FOR SHEET 1 M 3 SAFE LATERAL LOADS FOR SAFE GRAVITY LOADS FOR 8" PRECAST to PRESTRESSED U-LINTELS 6" PRECAST 9 PRESTRESSED U-LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST & PRESTRESSED U-LINTELS qs[-e ig4 ta' SAFE LOAD POUNDS PER LINEAR FOOT 110 v, SAFE LOAD PLF a SAFE LOAD -POUNDS PER LINEAR FOOT aF32-1T BF32-2FTYPE LENGTH 81768 8 BF16-08 8FI6-19 W20-0B BF24-CO BF29-1B 8F24-IB BF28-aB 8F28-18 8F32-0B em-18 TYPE LENGTH --, 3`-6v. 42' PRECAST SU[3 1025 8F8 1024 RCMUt 159D TYPE LENGTH III-11 BFa-zT 8 12-IT BF12-2T 8116-1T Bf16-2L SF20-1T 8F20-2T 6F24-1i BF24-21 U28-1T 8F28-2T 3'-6" 42' : PRECAST 1569 2655 3524 439h 5263' 6132 7001 3'-6' (42") PRECAST 2231 W2.1 5163 9607 8054 9502 10951 2655 3524 4394 5263 6132 7001 6113 754) 8974 10394 _ i1809()(1569 4'-0" (46') PRECAST 1363 2305 30a0 3815 A5705325 6070 h'-0" (48') PRECAST 1966 3820 4890 5961 1034 8107 4'-0'" (48') PRECAST 765 763 1309 11a3 2305 3060 3515 4570 5325 6079 6113 7547 9974 ID394. 11809 4'-6" (54`) PRECAST 5'-4" (64') PRECAST 5'-TG" (70•) .PRECAST 1207 2040 2707 3375 4043 4711 5379 4'-6" (54') -PRECAST 5'-4' (64") PRECAST 5'-10"(70°) PRECAST 1599 1217 1062 1169 2110 2931 3753 4570 5400 8224 4'_8" 54" PRECAST 5`-4- (64') PRECAST 5`-10" 70" PRECAST 592 411 340- 591 411 339. 1073 745 61 tj 1207 1015 2040 171 n 2707 2276 3375 2&$ 4013 3199 9711 3961 SJ79 4522 2189 13+9 4375 1438 6113 1999 7547 2560 8672 3123 10294 3686 11809 2249 t 863 1405 3090 1173- 5365 163t 7547. 2090 7347" 2549 9733 a long 10127r 3479 Cols ns 1567 2276 20 2836 2593 3399 310710 3961 3620 , 4522 4133 1451 7b22 4360 7168 n b4736 a 181 n a32B 929 1567 2080 2593 3107 3620 4133 6 -6' (787 PRECAST 507 721 4$0 6'-6" (78') PRECAST 835 p, 1d9T a 186 2329 2790 n 3251 a 3712 " 6'-b" (78") PRECAST 908 1238 2177 3480 3D31 1707 43B3 5061 635 1407 186H 2329 27N 3751 3712 1233 2177 3480 5381 9360 1033 8625'„1 7'-6" (90") PRECAST 424 534 363 6" j90") PRECAST 727 1065n J624 2025 2426 2827 322H„ 7'-6' (90") PRECAST 743 1011 1729. 2632 2205 2698 3191 3685 727 1224 1524 2325 2428 2827 322E 1011 1729 2661 3698 56HI " 8467 6472 w 9'-4" (112") PRECAST 554 699 also I6z5 2564 3486 2818 33oz 9'-4" f12' PRECAST 326 512 230 9' 4" (112 PRECAST 59s Ina n 1136" 1474 1e15 2157 2500 > 762 1245 1B43 2564 3486 470.5 i 6390 59t Bat 1318 IB43 1969 2294 2619 10'-.6'(126") PRECAST 530 1188 n 176310'-6"(126') PRECAST 475- 535 890 1247 2093 2777 2163' 2538 10'-6" 126' PRECAST 264 401 180 SSa 695695 18 1 1180 N72 , 1783 20551120112346: 643 1052 1533 2093 21a1 3643 4754 ' 11'-4"(136") PRECAST 474 504 , goo 1037 , 1274 1511 1753 I1'-4".(136") PRECAST 367. 562 s45 136s Ia— 2423 3127. 4o06 1'-4" 136" PRECAST 260 h52 154 434 607 10421 w 1372P 1643 1915 Nt 2187 i 582 9+5 1356 1046 2423 3127 4005 12'-0"(144')PRECAST 294 402 137 12'-0"(144")PRECAST 470 458 n 7241. 93!1 1153 a 1369 1585 1 IV-0' a PRECAST337 540 + 8_1 1254 1684. 2193. 2805 3552 479 ssa sno„ 1302, tsEol 181 w 2075,, 540 b71 1zs4 t684 z193 2aos 35s2 13'--4"296 471 755 1075 1428 1838 2316 2063 13'-4"(160") PRECAST 217 324 110 13'-4"(16'3") PRECAST 418 n J86 607 - 785 964 1143 1323 , 471 755 1075 142a flea 23fa 2aas 26 460 780 1159 1418 155 , 1887 , 424 14'-0"279 7a6 1002 1.525 1697 2127 2630 14'—O'(168') PRECAST 205 293 10U tk'-0"(168") PRECAST 384 s 35$ a 5W n 724 8891n.v220 442 706 toot 326 1697 2127 2630 410 a25 7n 1o63 135au 15a2n 1807 14'--8'{176")PRESTRESSED 134 it 5201 612 825 " 928 X 1131 14'-8"(f76') PRESTRESSED N.R. NR NR MR MR MR MR MR 14'-8" 176' PRESTRESSED N.R. 284 91 1 216 395 663 980 W1 iJ03 M 1518 , 1734 , 411 T'l 1370 1902 2245 2517 2712 PRESTRESSED N.R. NR. NR. NR NR MR G1 NR' 15'-4-(184") PRESTRESSED N.R. 259 83 15'-4"(184") PRESTRESSED 224 313 488 627 , 769 3 911 Ot, lo54 4t2 710. 1250 1733 2058 2320 2513 230 See 616 0'' oa w 1240 1469 166B 1T-4° (20B') PRESTRESSED N.R. MR MR MR MR MR MR I$t 17.-4" 20d" PRESTRESSED N.R; 194 64. 1T-4"-(208' PRFSTRESSF.O 187 263 n d05 521 638 a 755 87.3 r 300 54B 950 1328 1604 1849 2047 t92 306 506 740 , 1005 1271 , 1473 h 19'-4"(232") PRESTRESSED N,R. MR MRMR N8 MR MR MR MR 19'-4"(232') PRESTRESSED N.R. 1413 52 19'-4"(232") PRESTRESSED 162 229 (,n 348 3 447 547 n 647 747 235 7R 1037 tzaz i51s 17Is ass zsl 429 623 ,n e41r 1059 1227 21'- 4-(256") PRESTRESSED 142 204 307 393 a 480 a 568 ", 665 a. 21'- 4"(255') PRESTRESSED N.R. NR MR MR OR NR NR. FR. 21'- 4'(256") PRESTRESSED. N.R. 1 25 42 142 a 232 373 537 , 721 905 1045 Igo a4o 59e 815 1i1a ii58 1a6s 22'- 6' (264") PRESTRESSED N.R. Nfl NA NR NR NR NR NR 22-0" (264) PRESTRESSED N.R. 116 40 22'-0' (264' PRESTRESSED 137 197 p 295 379 452 546 , 630 r 65 315 550 7B4 1a47 txe5 399 t37 223 358 513 , 688 n 863 999. n' 24`- 0' 266 PRESTRESSED f79 26i 342 416 492 567 24'- 0"(288' PRESTRESSED N.R. NN MR MR NA NR NR NR 24'-0' 26D' PRESTRESSED N.R. 91 33 12t tz+ 2a2, 319 r, ass n_ sOs a 757 a76 pnI 1292504506548840921222U) THE NU90ERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 * SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3• (I) 7H[ % 8 ° S RO Kt Nltak515 NKt PtKU.N1 KtVUWIVNV rVA Vm VG 9V FIELD ADDED RESAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. Ucl ' GENERAL NOTE NO. 4 ON SHEET 3 OF 3. PRODUC7RENEWED `C',• L,EN` u n complying' M lhEFIorN. Plt.UOtlC!':RF.VISDU AWlding C. d. E//'',`'/ n< camply4ng NiOi Ilia Florida .'AM i,cc No _ i' 23uildiny Code P+ 4ion Dare Z o3 ,* ' O . * Arcepinnrc No•( By l7 b: TEOFIy Q CRAIG PARRINO RcplmlunUata ° ° 2Ai"mi D° 11 Wes' 6324CR579 av SEE GENERAL NOTES - S14EE7 3 OF 3 .R1 P(' j?SEFFNER FL 335fl4 mf f%'CnuOoC" o,-SS7n. T,".1 GCS.+", FL.P.E.LTC:t40.44756 uwsrrf[ 8" LINTEL FABRICATION DETAILS iM NAMCAST—CRETE fri C lalh111/14E9G11 r,c aalxaderia 9N1i; _ I SAFE GRAVITY LOADS FOR 8" PRECAST w12" RECESS DOOR U-LINTELS Mass-aete SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 8RU6 BRn V 8RFIC-08 BRF14-00 BRF18-OB 8RF21-00 ORF26-CO 8R!'30-DOURF6•I8 81610-IB 8RF14-18 8RFI8-18 RF71-18 BRf26-18 BRF30-18 4'-4" (52°) PRECAST 1635 1749 3355 3280 4340 5421 6493 7567 1891 3699 5206 6609 6059 9479 10893 4'-6" (54") PRECAST 1h94 1596. 30fi3 2992 S9GB 494G 5924 6904 1756 3699 5208 6634 8060 9479 10893 5'-S" (68") PRECAST 8G6 920 1770 1'/1s 2277 2839P7239 3956 1167 2481 45G7 EMS 00601a 4311 5'-i0"(70") PRECAST 810 859 653 1600 2124 2649 3700 103 2342 4242 6639 1 8080 8708 1 6'-6" (BO', PRECAST 797 901 IB25 3120 5048 7747 7360 Sol IB25 3120 5048 7915 10893( 6" (90") PRECAST 669 755 1490 2459 T)76 5743 5623 755 1490 2459 3776 5743 1069 9 -11" (716") PRECAST 411 466 999 1556 2253 3129 4091 3146 526 999 1568 2253 3129 4150 58911 O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD.ADDED REBAR: SEE GENERAL NOTE NO. 4 GENERAL NOTES I) Makrida: Lr... FHOW a 40110 palI'e prntrepse 4nl 1 60W psi c'graul SfR3O ps, h agg,<yole ale nosonq n1 (G2lQ per A411.1 L90 'UI. m,nimam nal- otea o rr,press vo skrngQB,, 1900 pal rebor par ASW AW5 G de 60 preslsessing slrone pef ASIN A416 Grade 270 Im reloaotion Mortar pv AS(At C2)D Type M or S 2) AI sole lab lablm bold no 64mum 4 inch nwhol Lea(n9. F3tcRE y r<f. oducedd. forDyy2DS II b-fng.1 type kln0 in II... Won bo 6 1/2 inches. 3) Prmide WI mortar bed led head jdnt, 4) The iK In par nthed, indk ks the pncenl redodion ter g ee 40 i"d ceded ,bar. Fx9mfEe 7 6 U'nld 0f32 IB aab aAy loud - 1472 ofx/ 15E edacGon B472 ss) 5w pl 5) AA lintels meal or mead 360 d IkcUon. Fettplian; P..I,.s W.1 lypa 8F8 17'-4 and lager meets or sceeds L/I80 ddI4,11on.. Us is 6rohd to condlene mse6nngg the Fladda Ba5e'ug cwd salons 1604.3 1 as opoko6k 6) Sham Rged ID,1eIs as roqulrcd. 7) 000 /7 f'W mop be A'Smed I. 1" 15 remm 8) 1.1 Ibn/a)lachment of Rkl mast campy xD the arWle6krd and/or aWeu,al dowmanh. 9) Th designer rey volosl. oon...k w load, tram the sale Iwo toDleo by wlcUoDng the mm,mom resting moment and sheen of d-onoy Irom [he I- of .uppg6 IC) N.R. = NO Rcled II) 8ollom li.ld added mbn, fa bt keeled ul Um W1tnn oI Ih. WO verity. SAFE LATERAL LOADS FOR 8" PRECAST wl2" RFCFSS nnnR TLLINTFLS I— SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RG- 4'- 4- (52") PRECAST 758 757 1164 4'- 6" (5e) PRECAST 694 693 1073" 5,- 8" (68a) PRECAST 408 407 655 5- 10"(70") PRECAST 382 381 616 6'- 8' (80") PRECAST 595 788 464 V- 6e (90') PRECAST 509 674 363 9'- 8" (116') PRECAST 370 490 214 0 SEE GENERAL NOTE 18 12) Crotch me menoI.Wed Qh 5-t/Y I" notches el It. ands to —modola s 11"I C0 relhfadng and g, Ony. 13) Is. eslofin a rlae oe. ankle, IWW'd In lend. wncr<to moson,ryy nth snap have a 1.06.9. of loam ppE d in -.,do- .1h ASTM C-926 or oUer dppm,,4 oeo". 14) Unkls lood d mwo acuity ,elh vertical Lgm+ or aput) and Fwrirwlol paled) loads sisuld t,! kit for th nbNa! Iw uy altl, lIH fallor,n9 equW.k W. d v r-Iloud 4pplied. hode Id. to.d Sole - UmI bud -F Sole wx.Iol load 15) For amposite.,rAd heghts not Am, ose. sofa Wcd l,am'neat ben hei9N shun. 16) For. Enkl. length. not a8ona, to Soft bad Uom noel tong.sl 1n911, shoal. 17) Sole kods - e.p.rimpased oIW.bl. Ioad> 18) We iaad,-bos.d on r.UnM a Hn nnoy, p , Atl MD one! ACT 318 19) AddRldgl Ink.. Iwo wp.6ty on he Mot led I he.4e,i npr by Fl g&og odd -I leuloree4eonemtemasonryunits (RDAU)'o6wa he .Intel, See WIch below: SAFE UPLIFT LOADS FOR B" PRECASTw/ 2" RECESS DOOR U-LINTELS 4 44%s -4-cm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH BRF6- 1T 8Rf8- 2T 8RF10- IT BRF10- 2T BRF14- FT BRF14- 21 BRFI8- 11 BRF16- 2T MF22- 1I 8RF22- 21 BRF26- It URf2b- 2? 8RF3C- 11 SRF30- 21 h'- 4" (52"} PRECAST 945 1668 2362 3056 37$1 44,5 5140 905 166E 2J62 3056 3751 4445 5140 h'- 6" (54") PRECAST es7 1604 2272 2939 3607 4275 4943 867 1604 2272 2939 3607 4275 4943 5'- B" (68") PRECAST 675 1269 „ 1797 2326 , 2854 3382 3911 675 1269 1797 2326 2854 3J82 3911 5- 10"(70") PRECAST am 1207t,,l MSI),j 22M 2773 1 3286 1, 179919 655 1233 1746 2259 2773 3286 2799 6'- B"' (80") PRECAST 5IU 929 n I530 1980 2429 0 2879 , 0 570. IOBD 1530 19W 2429 2819 3320 7' 6" (90"j PRECAST 506 7420s 1364 »' 1755 1 2166n 2567 r 2968D 506 898 1364 1765 2166 2567 2068 9'-8" ( 1161 PRECAST 395 459 1, 884 12,' 15400 1859t 2180 395 560 1072 1386 1701 20t8 2331 O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR, SEE GENERAL NOTE NO. 4 TYPE DESIGNATION xsast 8F12 Q}1 o F 8F16- 1 ROIDRAL MOTH 1 NDYWAL NEIONi D WITH CROU7 / U - UNFILLED FILLED DJANILFYDF WA7 F-f firNiDIAOF LtI4KIEL 1. CAl'IRB/1 T l.-.'wmmy Or 15 HEW AT TOP 15 REW AT TOP d SEE SAFE LATERAL LOAD TABLES FOR LCAD RATING EL SF28 FOR EACH ADO910NA(. REINFORCED CIAU (KF" PULL COURSE PROD17CTRENEwED ti mcamptying,vilh ( hc Plaids 1/2" CLR TYP (2) 05 REBAR Du(ldiug Cod, GR40 or GR60 TAccaplencc No zpF n DatcoCj-'%EN MIN. ( 1) REQ' D 1-1n• CLEM C.N.U. GROUT s 15 REBVt AT 110TIOM a " OF U1416 Wly A 1 i20 e_ BOTTOM REINFORCIRGPRDVIDED N UNIEI VAiIES) 7_5 8, AC4LUd.. a NOMINAL W1DM 9.44 PRUDUCr ItEY1S[i0 thtc Pldrido roNpmnl1mpElyCaioogJcns. iL1, QF/ tqCRAIGPARRRJOAaU+cu nGZ15Wku1an Dwc iAln Ordi e` t SEFFNER. FL 9358E e( G SIFGESl'-A" - N —. dEI4REMof f a mu: CAST—CRETE 8' e LINTEL FABRICATION DETAILS Y w _ o' ' FILE ME: =113-14 _ ORAWR BY: - CRAIO PARRIXO, P,E. - REC. ILO. 44756 SCALE: N01 70 SCMi b.Wn'.,'t DATE,. 06/OI/9E tBEGKEO 6T: CRAM. PARRIRO. P.L -ACC. RD. 44756. DRAWING A., FDO SNLL13 Of 3 r CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 14- 3 Documented Construction Value: $ (S8153 Job Address: 2043 irng-9 pt-e- (09 4 Historic District: Yes No Parcel .ID: Residential " Commercial Type of Work: New [a Addition Alteration Repair Demo Change of Use Move Description of Work: Pfujy&-n: Plan Review Contact Person: jci 'f;ea-i- 43 z I3Lk_'(6.-e_ Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name ILt ..1 c .. , Phone- _- 2 -?-- 2. 43 3 k_3 Street: 9 c5 t ,= n 1 I Fax: 40 ) -4C> — u City, State Zip: C .u- c 4 ?v f State License No.: C.i , n20 3 14 2_ Name: Architect/Engineer Information Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage bender: 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 TIDE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5`t' Edition (2014) Florida Building Code Revised: June 30. 201a Permit Application NOTICE: In addition to tite requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law; FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current [CC 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 Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Permits Required Construction Type: Total Sq Ft of Bldg: Signature of Contractor/Agent Date Print Contractor/ s Name_ r Signature of Notary -State of Florida Date 4 ?AT SUS: j 1 +- FlY t'OMMISSION # fie 12u o,, T EXPMES: August 25, 2018 ! f r rde'Thru)VotaryPubl:CUntYertiriterc {` Contractor/Agent is Persona Iy nown o Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Building Electrical Mechanical PluJnbing Gas Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30, 2015 UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER.: BUILDING: Permit Application 1_07 State Road 52 123 Miller Road C701 Bachman Road Established 1 J73 iudson, FL 34669 Valrico FL 33594 Orlando, FL 32824 w vu.RJKte!ty.com 27-863-5486 j 813-661-0707 r as L : __} 407-855-2626 State License lr G •)Cl2(i34 R.J. ' Page: 1OF proposal NO: 717-13529 PLUMBING HEATING • COOLING Proposal Date: 7126i2017 repared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford r.- 1064 Or eentwepd Blvd. Suite 124 Model: Discover - 2121 G Lake Mary FL 32746 He Propose hereby to furnish material and labor • complete in accordance tylth specifications below for the Sure of: $6,854.00 ayment to by made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days k1l materials guaranteed to be as specified. All'work to be completed in a workman like manner according to standard practices. Any alteration or deviation, rom specifications below involving extra costs-witr e6 exe`ct'lied only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, a p.irjeWfs or delays b and our control. Owne, to Darr fire, tornado, and ulh r necessary insurance. Cur workers are trr overed by worker's compensation i rance.{z ly AUTHORIZED SIGNATURE: THiS PROPOSAL M, BE WITi{DRA`A1N iF NOTACCEPTED iN 30 DAY. We hereby submit specificarton mates for: Master Bath Up Shower Sterling Accord 6Ox34 Base 72270100 White With Wails And Moen Chateau TL182 Chrome Valve Toilet Gerber Maxwell 21.912 1.28 White Elongated t Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up i Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 CIirome Valve t Toilet Gerber Maxwell 21-9.12128While Elongated i Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21--912 1,28 White Elongated Lav Gerber Maxwell 22-514 Pedestal White Wilh Nicer, Chateau 64925 Chrome Faucet Kitchen 1 sink By Builder Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 lcemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities i Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Backfiiling By Others) Bacldiow, Preventers Included EXCLUSIONS NO Permit lees Included tArater Piping in: CPVC 40' Seger Allowance: Additional $12 per toot 40''Nater Allowance Additional $3 per foot Applies to any direct contract between an owner contractor RJK - Notice of Lien Laws - Florida Siatutes 713.001 713.37. Acceptance of Proposal -The above prices, specification,; and conditions are satisfactory and hereby accepted You are authorized to do the work as specified. Payment will be made as Dullinod above. I agree to pay reasonable altorney s fees court costs in the event of legal action, A monthly service charge of 1 112°t will be added after 30 days. Any sewer taps deeper t`tan 4 1 i2 feet or requires backhoe or dewatering will be an extra charge. SIGNED:._ _ _ 1 :. ',y .. Yv c . f-fir _ ..._._.... DATE OF ACCERTAMCE a PAGE 2 V Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 CITY OF SANFORD BUILDING $ FIRE PREVENTION PERMIT APPLICATION Application No: f ` j` Documented Construction Value: $ Job Address: ; 1, Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New KJ Addition Alteration Repair Demo Change of Use Move Description of Work: 1 > j0 Q Ir`il[j &Rrl }7 a Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: Name I ` Phone:^ Street: ETT__"Qk _ Lo ll1 a Resident of property? : N City, State. Zip: -) Q- 32 70 Contractor Information Name n mt; ( Phone: Street: City, State Zip: — Name: Street: City, St, Zip: Bonding Company: Address: Fax: State License No.: 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application C7 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 govemmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print 0 mer/Agent's Name Signature of Notary -State of Florida Date Owner/Agent'is Personally Known to Me or Produced ID Type of ID ature of Contractor/Agent Date nt ontractor/Agent's Name Signature of Notary -State of Florida Date otstY"oB PAMELA S TERNUS o Commission# GG 110622 N r Expires August 7,2021 FpF t o A Balled TMu Budpot ry Contractor/Agent is7rsonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Construction Type: Total Sq Ft of Bldg: Mechanical Plumbing Gas Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVALS: ZONING: 'UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application CITY OF SANFO D BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 18 2 Documented Construction Value: $ (Pe 50 Job Address: .2(,- I (o Ma , 0 t t `t.s.. ac- historic District: Yes [I No Parcel ID: Residential B Commercial Type of Work: New R Addition Alteration Repair Demo Change of Use Move Description of Work: -PI t_Ly N b iY1Ci - 2- CcJ1.L ,2L ,-k-A2 - )S4, Gr ,'v ocl e i - Plan Review Contact Person: `j( =>' Title: Phone: Pax: Email: Property Owner Information Name Phone: Street: Resident of roperty? : City, State Zip: Contractor Information Name - - k lip F `t I[ tvu cv Phone: -42 Street: C4301 6GLckv,\2.\ P—J, Fax: City, State Zip: State License No.: Architect/Engineer Information Name: Phone: Street: City, St, Zip: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y UR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1. certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constru tion in this jurisdiction. % understand that a separate permit must be secured for electrical work, plumbing, signs, wells, piiols, 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 E: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may in the public records of this county, and there may be additional permits required from other governmental entities such as wz ement districts, state agencies, or federal agencies. tance of permit is verification that t will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal, A copy of the executed contract is requit in o der to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submitt The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the, permit is issued, ace( rdance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction vale cr& it will be applied to your permit fees when the permit is issued. O NER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work be Oone in compliance with all applicable laws regulating construction and zoning. Sign lure of Owner/Agent Date Prin Owner/Agent's Name Sign ture of Notary -State of Florida Date Agent is Personally Known to Me or d ID Type of ID 2-2-t Signature of Contractor/Agent Date Print Cmitra en 's`Nam . Signature oftNotary-State of Florida Date r PATSU" r!t C061M;SSION F12090a XPIRES: August 5, 2018 7h u Notary Public Underwrite Contractor7Agent is L.'/. Persona y no t Produced ID Type.of ID BELOW IS FOR OFFICE USE ONLY its Required: Building Electrical Mechanical Plumbing Gas Roof truction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: N Construction: Electric - # of Amps Fi a Sprinkler Permit: Yes No ALS: ZONING: ENGINEERING: MMENTS : kine 30, 2015 of Htads UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application a, 9507 State Road 52 { 123 Miller Road [ 9701 Bachman Road Established 1973 Hudson, FL 34669 Vairioo, FL 33594 Orlando, FL 32824 www.RJKieity.com 727-863.5486 I 813 681-0707 "` _ 407-855-2636 State License # CF-CO20 2 N.J.KIELTY Page: 1 OF 1 Proposal No: 717-13535 PLUMBING HEATING * COOLING Proposal Dates 712612017 Prepared For: Starlight Homes Florida, l.l.G Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Solstice - 2406 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the. Sum of: $6,850.00 i Payment to be made as follows: 400%Rough in 30% Top Out 30% Finish. NET 10 Clays All materials guaranteed to be as specified. All work to be completed in a workman like manner according to standard practices. Any alteration or deviatio from specifications below involving extra co ,n e xeculed Only upon written orders, and will become an extra charge over and above the estimate, All agreements contingent upon s#tikes, eats or d ays beyond our control. Owner to car tire, tornado. and other necessary insurance. Our workers are lAly covered by workers compensatic surance. AUTHORIZED SIGNATUR THIS P POSAL Y BE WITHD AWPI IF NOT ACCEPTED IN 30 0 S. We hereby submit specifications a . stimates tor: Master Bath Up 1 Shower Sterling Accord "60x36 Base 72270100 White With Wails And Moen Chateau TL182 Chrcme Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev 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 21-919 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder_ Bath _ 1 Toilet Gerber. Maxwell 21-912 1 ,28 While Elongated 1 Lav Gerber. Maxwell 22-51 §:Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome Disposal ISE'Badger V With Cord icemake- Lme With Recessed Box t. Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: 3ackfiiling Included Far Sewer & Water Only (Slab Backfilling By Others) Backfiow Preventers Included EXCL USJONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' W aterAllowance; Additional $3 per foot Applies to any direct contract bePtieen an owner contractor (RJK) - Notice of Lien Laves - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made outlined above. I 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 after23 days. Any sewer taps deeper than 4 1 /2 feet. or requires baGkhoe or de-,vatering will be an extra charge. DATE ACCEPTANCE &PAGE 2: SIGNED:_ — OF Branch:,Hudson Last Edit By.: Last Edit Date: 7/2712017 Revision M Response to Comments Permit # 17-3746 LOT 84 Project Address: 2643 Magpie Way dt _,. zr APR 1 1 Contact: Jason Ornoff Ph: 407-494-9207 Email: Jason.ornoff(cDstarlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 4/10/2018 Fax: General description of revision: Shows Trussis T08 & T09 to be indentical & Interchangeable; specifies LUS24 bucket ILO HTU26 at T08 & T09 Trusses ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building F y. n . Job Truss Truss Type Qty ;. Ply T13721402 WP0081 T08 Monopitch 9 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 08:42:19 2018 Page 1 ID'.BJVZMICe38 OmgpXOyQpGlycRbP-JBjX?Vw8WsZ8NwYv6lvKreFMwDAZJv4jzUwiFSzSWLI 1-11-0 5-0-0 1.0-0 5-0-0 Scale = 1:14.4 5 4 3x8 II 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(ILL) -0.02 4-5 >999 240 MT20 244/190 Vert(TL) -0.05 4-5 >999 180 Horz(TL) 0.00 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=244/0-8-0, 4=167/Mechanical Max Horz 5=132(LC 9) Max Uplift5=-176(LC 8), 4=-99(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-205/296 Weight: 20 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 176 Ito uplift at joint 5 and 99 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. This item has been electronically signed and sealed by Albani, Thomas, PE v«p)NG` using a Digital Signature. 6 Printed copies of this document are not considered SANFORD signed and sealed and the signature must be verified on any electronic copies. INThomas A. Albani PE No.393880 MiTek USA, Inc. FL Celt 6634 6904 Parke East, Blvd. Tampa FL 33610 Date: April 9,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek is always required for stabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 y Job Truss Truss Type Ply T73721403 VJP0081 T09 J Monopitch oty 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.641.) s Aug 16 2ul I MI I eK Industries, Inc. MOn Apr U9 U0AZ:19 2Uld rage 1 ID:8J VZMICe38_OmgpXOyO pG 1 ycRbP-J BjX?Vw8 WsZ8N W Yv6ly KreFMwDAZJv4jzUwi FSzS WLI 1-0-0 5-0-0 r 1-a0 5-0-0 ' Scale = 1:14.4 3z8 ii 4 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=244/0-8-0, 4=167/Mechanical Max Horz 5=132(LC 9) Max Uplift 5=-1 76(LC 8), 4=-99(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-205/296 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-4 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 176 lb uplift at joint 5 and 99 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this J DINc document are not considered signed and sealed and the SANFORD signature must be verified on any electronic copies. L{• i Thomas A. Alban) PENo.393S0 OFpAR MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 9,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. of Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p- a truss system, Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall .iiYY1iiii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 RECORD COPY PloLID Length Product Plies NeL OL J01 38-00-00 16" BCI 6000s-1.8 1 6 J02 24-00-00 16- BCI 6000s-1.8 1 2 J03 ]8-00-00 16- BCI 6000s-1.8 1 13 JOB 18-00-00 16" BCI 6000s-1.8 1 / 1 J03 17-00-00 15" BCI 6000s-1.8 1 2 JO4 17-00-00 16" BCI 6000s-1.8 1 6 J06 7-00-00 16' BCI 6000s-1.8 1 1 J05 5-00-00 16' BCI 6000s-1.8 1 1 J07 4-00-00 16' BCI 6000s-1.8 1 I FGI 20-00-00 1 3/4- x 16' (2.0E 31001 LVL2 2 RMI 38-00-00 1-1/8- x 16" BC RIM BOARD OSB 1 RMI 16-00-00 1-1/8- x 16' BC RIM BOFIRD OSB I RMI 15-00-00 1-1/8' x 16- BC RIM BOFIRD OSB 1 Bkl 31-00-00 16" BCI 6000s-1.8 1 1 7-0-0 N-0-0 7-0-0 e 6 ci cam; m m n7 m m m 36-0-0 u HAM6 HEIGHT SCHEDULE Hanger List 0 H2 LUS24 NOTES: L) REFER TO HID 91 (RECOMMENDATION5 FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACIN6 REQUIREMENT, 1) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER, 4.) ALL TRU55E5 ARE DE5I6NED FOR 1' o.c. MAXIMUM SPACING, UNLE55 OTHERWISE NOTED, 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARING, UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRU55E5 MUST DE IN5TALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HAN6ER5 TO DE 51MP5ON HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO DE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. D.) DEAMIHEADER/LINTEL (HOR) TO DE FURN15HED DY BUILDER, SHOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50.E SOURCE FOR FABRICATION OF TRU55E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF THI5 LAYOUT MUST BE RECEIVED BEFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL CONVITIM6 TO IN5URE AGAW57 CHAN6E5 THAT WILL RE50.T IN EXTRA CHAR6E5 TO YOU. Frond R7: pm BuildersgjN dFirstSource Orlando PHONE: 407-551-2100 FAX: 407-651-7111 Plant Gity PHONE: 813-759-5951 FAX: 813-752-1532 Ashton Woods i1: 2095 Elevation S AL A999155: Lot XX L: ORAP DY: 10/16/17 i Josh l S-R4, ( 41 TRI-COINTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 407-656-9656 PROJECT No: f ` ORDER NO: LLLJJJ j REPORT NO: REPORT OF 11 11 A' I { IN -PLACE DENS rrY TESTS PROJECT -1pti "` r`te'` PROCTOR CONTRACTOR , l'}— r' c-•_o1j SPECIFICATION: 4Srft REPORTED TO: LOCATION: 8/d cS ' MATERIAL: cj"' > s DATE TESTED: & L _I cr- OPTrMUM MOISTURE: / Z, Z °% MAXIMUM DRY DENSITY: 10 b -Z-- LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCEN•r OF MOISTUREINCHESlbs. cu. ft. lbs. cu. It. MAX. DENSITY PERCENT Illu 1 (OV (f , - 1' Z 19.4 c r/'t • 7 1 77.7 ";- r s bi w '1 • `1 c l• 2 4.2 9/ lse. Afmitfpd hv. 0 W y v rn y vt t v v oz a N tp1+r c O vN 0] Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear 20' Side = 7.5' SPECIFIC PURPOSPE SURVEYa , O-rGO Ali z k -i PCP V 291.64' Lo 0 co o_ u7 O N 0 z r, S 89'43'03" W 390.25' MAGPIE WAY CLNERf 50' RIGHT-OF-WAY PRIVATE ROAD) 4CONC CURB PROPOSED 5' CONC SIDEWALK 1•/9I/f '9 NIA LEA /1/1 EAS MENT (P) Q- - - - - -- N-------- 0 W W LOT 83 rL —ruui r-qui rnena LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed revertsBFP - Surve ow Preventer Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control PointID -Description FP&L -Florida Power & Light P -Plat FFE -Finish Floor Elevation D.B. - Deed Book M-Water Meter A.R.-Official Records Book N-Water Valve F.B. -Plat Book 12r-Fire Hydrant Pg.-Page RCM -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver Co -Telephone Box SW -Sidewalk E -Electric Box FFE-Finished Floor Elevation O-Utility Pole Cl -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement t--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Corner Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E. -Drainage/Utility Easement Coo -Clean Out FMGD-MAG NAIL & DISK CVD4-Irrigation Control Valve P.K. -Parker Kalon Nail lo -Sign SIR -Set 1/2" Iron Rod L87768 W>I-Gate Water Valve SPKD-Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2" Iron Rod L87768 Pr-Existing Grade FIP-Found 1/2" Iron Pipe L87768 a -Blow -off Valve FPKD-Found P-K. Nail & Disk LB7768 -----Drainage Flow Direction FCM-Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM L87778 10.2 -As-Built/Existinq GradNote: Some items in above legen may not be applicable.5 REVISIONS Description I Date I Dwn. Ck'd I P.C. I Order No. 11.5". 20.0 10.5' 0 18.0 PROPOSED h 2 STORY RESIDENCE MODEL 0 2095 BEACON - S N GARAGE - RIGHT FORMBOARD FFE= 23.73' 11.5' 38.0 10.5' A 15.7 12.3 O Z LOT 84 AREA = 6,900 S.F. 0 UN N: SIR 60.00' S89043 TRACT B STORMWATER) SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. PCP o— SIR LOT 85 O h SIR WYNDHAM PRESERVE LOT 84 PB 81, PG 93) BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at users sole risk. DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. YPREPAREpD FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H, in Flood Zone "X" 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 84, according to the plat SURVEY) of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Practice set forth by the Florida Board of Professional Phone: (321) 270-0440 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Fax: (813) 248-2266 code, pursuant to Section 472.027, Florida Statutes. Licensed Business No. LB 7768 x" GeoPoint F. J es D. Leviner LS6915FLORIDAPROFESSIONALSURVEYOR &MAPPER NO. .................. NOT VALID WITHOUT THE SIGRNT1RE AND THE ORIGINAL Surveying, Inc. Drawn: MTP I Checked: JDL I P.C.: Data File:BrissonEast-Plat Date: 3/02/18 Dwg: BrbsmEast-Lot% Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Feld Bk: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 5,168.00 Job Address: 2643 Magpie Way Historic District: Yes No Parcel ID: 17-20-31-502-0000-0840 Residential 0 Commercial Type of Work: New X Additio.n Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 ContractorInformation Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401,Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: Fax: State License No.; CAC1816317 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks; and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: ,5"' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requ irements 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 4 3Q2/2018 Signature of Contractor/Agent Date Robert Kul Pr Notary Public State of Florida Arionna C Rosenvrinkel v ,My Commission GG W038 pw Expire51010112025 Owner/Agent is Personally Known to Me or Contractor/Agent is .Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg:. Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps. Fire Sprinkler Permit: Yes[] No APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30,2015 ff Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Permit Application WORK ORDER Job #: 33326 Date: 3/21/2018 Subdivision Phase I Bld I UIJ I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 10841 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 2643 Magpie Way CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford FL 32733 Model/Bldg: 2095 S Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a A/H-2 or Furnac( Job:Contact: S Woolwine A/H-1 or Furnace FB4CNP036L00 Job Phone: Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NBO360OG CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd A 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/H4 or Furnacf Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit No Efficiency Efficiency EAI Pulls Permit: Yes, Zoning Brand:; Honeywell/Johnstone Vent. Damper YB15OA1017 Qty, 1 Builder calls inspection: Yes Zone Kit#1 ZD1 EAI calls inspection: No Zone Kit#2 ZD2 Thermostats ZD3 Ventilation Cost: 38.5.40 Transformer ZD4 Surge Protector ZD5 Bypass Damper#1 ZD6 B Pass Dam er,#2 ZD7 Qty Yes No Qty. Yes. No Grs.Stamped Stl. 17 X Flue Pipe: X' Grs.Stamped Returr 7 X Filter Base X' Grs.White S/A Adj. X Merv,8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duci X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments - Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.98 24.95 Rou hin 2,549.00 04-Installation Labor 29.46 441.83 06-Piping Labor 7.13 121.13 Trim 2,549.00 14-Kitchen Vent Trim 02-Material/Tax 1,297.97 1,482.4801-Equipment/Tax 110.00 Permit 70.0009-Permit/Other 011-Delivery Labor 1.45 18.28 20-Pull Material Labor 2.90 36.56 Total Contract: 5,168.00 12-Startup Labor 250 42.50 Level 1 ivnr p, Job#:AShton-Starlight Homes. Scale:1 /8" = TT PerfnRned for: Energy Air, Inc Page 1 Lotg4-2095SR 5401 Enerc yAir, Ri i"UrUnivasW2017 Orlando, FL 32810 17A28 F-21 11013Sanford, FL 32773 2ot7-5ep-21 13.U5:52Phone: 407.886.3729 -am PresmdLd84 -2095 SRrup wwweriergyair.com GRenrw energyair.c= 7A In2 8x4 m bed 34 Ch 4 ni ba 1 cfm WVTR l0x6 4- 128 r-b S 14" 12xl2 286 cfrn 61., ac; g» rVTR RAWERDOOR 24 x 12 10 x6 634 ch 4- la 1,01 cin 10x6 100cft, bed2 8x4 44 ch 8 I rMYTR 61 CFlihat n 7 VTR O CL3 10 F bat bed.3 W AHU ON METAL STAND 3.0 TON 240V/ 6KIM FIP lOk6 104 On BOOpV Joblt Ashton- Starlight Homes EnergyAir,Inc Scale: 1/8"= 17 Perf--ned for Page 2, Lot'&4 -,2095 SR - 5401 Energy Pir, Ct RkP—WbAM120.17 Sanford, FL 32773 Orlando, FL 3281U 17.028RSU17013 2017— Sep4l 13:,05:52 Phone: 407-88f 729 6m PresewLot 84 - 2095 SRjup wwaenewair. cam GRenner@energyaworn i4J6 W a, J C O t' : r, U o °' o) V' Nz C O N o \ Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' WYNDHAM PRESERVE LOT 84 PB 81, PC 93) rPCP — PCP QJ11 S 89'43'03" W. 390.25' 291. 64' MAGPIE WAY CENTER/ 3 50' RIGHT-OF-WAY L - op (PRIVATE ROAD) 4CONC CURB to o 0 CONC SIDEWALK a 10' UTILITY I> CO EASEMENT ( P) v ------------ tn o Ln G1 00 bo 16. 0, CONC 20. 0 PORCH R 10. 5' N Ln 18. 0 h 2 STORY RESIDENCE 0 n 0 LOT 83 M N 2643MAGPIEWAYM CO LOT 85 FFE= 23.79' Icv O 4) to 11.5' 38.0 10.5' h 0 o PATIO o Z A/CY PAD 9.8 LOT 84 AREA = N 6,900 S.F. 41R< 0PRINCIPAL BUILDING SETBACK ( Typ.)? 2 SIR SIR 60. 00' S89043+031W 6, TRACTBSTORMWATER) LB- L"'"' LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk icensedusinessBFP- Backflow Preventer Sight Distance Easement S - Survey PRM -Permanent Ref. Monument R - Reported PCP -Permanent Control Point D - Description FP&L -Florida Power & Light P - Plat FFE -Finish Floor Elevation D. B. -Deed Book Water Meter O. R.- Official Records Book N-Water Valve P. B. -Plat Book f-Fire Hydrant Pg. - Page RC® -Reclaimed Water Meter Elev. - Elevation RCD4-Reclaimed Water Valve Conc.- Concrete Cable Box BP - Brick Paver D-Telephone Box SW - Sidewalk E -Electric Box FFE - Finished Floor Elevation O -Utility Pole CI - Curb Inlet Guy Pole GTI - Grate Top Inlet Light Pole P. U.E.-Public Utility Easement E--Guy Anchor RCP - Reinforced Conc. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride Storm Sewer Manhole NCS- No Corner Set (Falls in Water) m-Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E.-Drainage/Utility Easement COO -Clean Out . FMGD - MAG NAIL & DISK CVDLQ-Irrigation Control Valve P. K.-Parker Kalon Nail r -Sign SIR - Set 1/2" Iron Rod LB7768 WA4-Gate Water Valve SPKD- Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2" Iron Rod L87768 F119-Existing Grade FIP - Found 1/2" Iron Pipe LB7768 Cl-Blow-off Valve FPKD- Found P.K. Nail & Disk LB7768 ---Drainage Flow Direction FCM - Found 4"x4" Concrete 10.0 -Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existinq Grad Note: Some items in above leaend may not be aoolicable) 1 Description I Date I Dwn.1Ck'd I P.C.IOrder No. I BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout DIMENSION NOTE: shown hereon prior to any construction, and Proposed . building dimensions immediately advise GeoPoint Surveying, Inc. of shown hereon are of the exterior, any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights - of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1" = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H, in Flood Zone " x" DESCRIPTION: LOT 84, according to the plat of " WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 06 26 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440" Practice set forth b the Florida Board of Professional Fax: y , (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to in, 72. 027,. Florda Statutes. s GeoPoint Surveying, Inc. 1 es D. Leviner_ IDAPLS6915Drawn: RCA Checked:JDL P.C.: Data File:BriseonEast-Plat IDAPROFESSIONALSURVEYOR &MAPPER No. .................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 06/27/18 Dwg: BriesonFmt-Lot84 Order No.: ED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: