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4047 Night Heron Dr 17-1417; NEW SFH
If) -JA41 I COUNTY OF SEMINOLE E 3, ci S 3 IMPACT FEE STATEMENT ` r S STATEMENT NUMBER: 17100004 DATE: July 24, 2017 ' l BUILDING APPLICATION #: 17-10000482 BUILDING PERMIT NUMBER: 17-10000482 UNIT ADDRESS: NIGHT HERON DR 4047 17-20-31-502-0000-1810 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVENUE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 4047 NIGHT HERON DR / LOT 181 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Housing N/A 705.00 1.000 dwl unit 705.00 Single Family Housing 00 1.000 dwl unitFIRERESCUEN/A 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 PASingle Family CO -WIDE ORD Hou ing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: 4IGNATURE:)< PLEASE P(kiNT NAME ) I ' / } 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 c. 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT IS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRERRESCUE, LIBRARY AND/OR EDUCATIONAL O ISSUANCE OF A BUILDING PEIT. 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. TH 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 11 — 1 L4 1-1 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: A 0 • -7 Ah Wr ) ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Max Inspection Description7Min10PlumbingUnderground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 F7_ 7 MAY 15 2017 e;ds LA(yA--1 , W'Nt-* wext.'ri CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APGP LICATION Application No: I Documented Construction Value: $ Job Address:%rS jr gc_2a b6\1P _ Historic District: Yes No$ Parcel ID: Residential Commercial Type of Work: • New yX Addition Alteration Repair Demo Change of Use Move Description of Work: v 6 IO n V Plan Review Contact Person: Title: }sirr r C nf-!3. Phone: 46-1.IM- 61(61 Fax: MrsrN Email: Property Owner Information Name ee knc- Phone: P Street: h15 2jN)5e 21`a(cro Resident.of property?: Mo CIty, State Zip: ,1Q Contractor Information Name 1 '-b-1Phone: (7 •7t' Street: Fax: •C3'7CYS City, State Zip: Ld.ce_ nrl 1t Q State License No.: c ` - Architect/Engineer Information Name: Mt l'2Sn K.Phone: Q1g-m- eC14( N Street: _ry' cy,.4h "[ h._ 16C> Fax: City, Si, Zip: ioc. PA E-mail: 51 VP, IYII 1 C1P c 14tu.0 t i`C1 Bonding Company: Mortgage Lender:._i I 1 Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR- LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Applicatibn is hereby trade to obtain a• permit to do the work.and installations as indicated. I.cer* 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 peruilt must be 'secured for electrical work, plumbing, sigds, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code is effect as of that date: 511 Edition (1 14) Florida Building Code Revised: June 30, 2015 I ` , i / { '. 0° O r (, permit Application S - aas Lcplr 1S\ - lJ - N4eror 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 requited from other. governmental entities -such as water Management districts, state agencies, or federal agencies. Acceptance of permit is verification that.[ will notify the owner of the property of the requirements'bf 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 penuit.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 construc 'on and zoning. Signature of Owner/Agent Date Signature n or/Agent bite Robert WilletE Print OwnedAgent's Nanto Print Contract nt's N at Signature of NotaryState of Florida DateMY 00MAM Der 80 RAH WtoOOLWINE w EXPIRES: October t 2oig Banded Thtu Notry Punic Undar w ten Owner/Agent is Personally Known to Me or Contractor/Agent is I Personally Known to Me or Produced ID Type of ID Produced IDType of ID BELOW IS FOR OFFICE USE .ONLY' Permits Required: Building g Electrical & Mechanical Er Plumbing[' Gas[] Roof Construction Type: 497 Occupancy Use: R-3 Flood -Zone:. K "get AZ T gcHE Cotal Sq Ft of Bldg: Z y.s% Min. Occupancy Load: / 3 # of Stories: Z' New Construction: Electric - #'of Amps / SO Plumbing - # of Fixtures 17 Fire Sprinkler Permit: Yes[] No 5J #•of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING:. UTILITIES: WASTE WATER: ENGINEERING:. FIRE: Ok to construct single family home COMMENTS: _ with setbacks and impervious area shown on plan. 20. 1p `/, Lum; nafy , Elev. T, GrP_ BUILDING: ! 1;:' '1• ZS • 12 Revised: Juno 30.2015 Pertnit.Application THIS INSTRUMENT PREPARED BY: Name: Starlight Homes FL, LLC _ __ _ Address 'IzalmuUU19uie 12* NOTICE OF COMMENCEMENT State of Florida County of Seminole illill IIIII illll Itltl IIIII III11 IIII GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER OK 8935 Ps 47 QPsS) CLERK'S 4 2017060806 RECORDED 06/16/2017 01:25:59 F'M RECORDING FEES $10.00 RECORDED BY jeo:kPnro Permit Number: l l - l q It j Parcel ID Number: 17-20-31-501-0000- CIC-46 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the following information is provided in this Notice of Commencement. D4U4 / PN IORt A PRoon nye(L J°ariiocU r L oLthe AcgpeAgndgtteet address if available) G(: Of1StrUCilon OT new F$IfdPJ OVEMENT: OWNER INFORMATION: Name.. Brisson Investments, LLC Address: 27 N Summerlin Avenue, Orlando FL 32801-2929 Fee Simple Title Holder (if other than owner) Name: N/A Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200 Roswell GA 30076 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: N/A Address: In addition to himself, Owner Designates of To receive a copy of the Lienoes Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (rhe expiration date is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penaltie,s of perjury, I declare that I have read the foregoing and that the facts stated in it are true to the best y kn a and belief. x Larry Dale Owners Signature Owners Printed Name Flori 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 w ^'-) The foregoing strument was acknowledged before me this day of 20 / by Who Is personally known to me Nam of person making statement OR who has produced identification type of identification produced: L W t Ay Jr 3 Q O = z 5 z_ W W 41 Yv2 QOWJz W t!tlQtA CHRISTI NA M. LEE Commission # FF 158194 Notary Signature expires October 11, 2018wThuirorFeintne„n„o, 03e5dOtp O 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: 4047 Night Heron Drive Property Owner: Brisson Investments, Inc. Parcel identification Number: Not Available Phone Number: Email: The reason for the flood plain determination is: 0 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) OF ' CIAL US' O LY 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: rNfloodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-1417 Reviewed by: Michael Cash, CFM Date: May 24, 2017 a0 C' O LDp F—1877-9 www. sanfordfl.gov Application for Paved Driveway, Walkway Including Right -of -Way Landscaping in Right -of -Way Sidewalk or Use & Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Lo - IS( Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the E City' s regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or • I . sidewalkconstructionover100squarefeetofconcreteorothermaterialonthesubjectparceland / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any otherqwmp- jurisdiction' s right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the I(aw1-41 below. size and location of the existing right-of-way and use shall be provided or application could be delayed. callbeldreywo1q. 1. Project Location/Address: 2. Proposed Activity: 3. Schedule of Work: Start Date 4. Brief Description of Work: This application is submitted by. Other: Completion Date U Emergency Repairs Properly Owner: Signature: Print Name: Address: Phone: Fax: Email: Maintenance Responsibilities/Indemnification Date: The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees ( appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. Signature:. 0 Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Official Use Only Fee: Date: Date: Date: Date: ' S - 1 c.0 - 26 / Date: Special Permit Conditions: November 2015 ROW Use Driveway.pdf PERMIT # CITY OF SANFORD BUILDING & FIRE PREVENTION DIVISION EARLY START AUTHORIZATION — APPLICATION/PERMIT Proiect Name• Date: C5h M X Project Address: Contractor Name: r. StarligM Homes Flodde LLC EARLY START AUTHORIZATION CONDITIONS City of Sanford and the Owner/contractor listed agree to the following: I . A complete building permit application and plans shall be submitted at the time of the request for Early Start Authorization. 2. This Early Start Authorization is for interior work or other work as determined by the Building Official. 3. Work must comply with any and all other local, state and federal agencies related to the development and construction proposed and compliance with asbestos NESHAP regulations must occur for all demolition work. 4. Work shall not be concealed and must remain open for all necessary inspections. At the time of inspections, any work concealed shall be uncovered. 5. The contractor acknowledges that all subcontractors will be properly licensed and have current worker's compensation coverage. 6. All subcontractors are responsible for pulling their own permits. 7. Inspections of work for any construction trade will not be made until a permit has been issued for the trade. 8. The Early Start Authorization does not guarantee that construction plans will be approved as submitted. All work done prior to the issuance of the required permits shall be at the Owner's/Contractors risk. 9. The Owner/Contractor acknowledge that additional fees, including but not limited to impact and zoning fees, may be due at the time of building permit issuance, and or prior to Certificate of Occupancy. 10. The Owner/Contractor acknowledge that additional site improvements, including but not limited to installation of a grease trap, accessible parking and landscaping, may be required at the time of building permit issuance. 11. The Owner/Contractor agree to indemnify and hold the City of Sanford/Agents free and harmless from any and all claims, causes of action, damages, losses penalties or costs, including but not limited to, all attorneys fees (whether from litigation or administrative proceeding, including cost and fees on appeal), with respect to any person or government authority arising out of, either directly or indirectly, the construction or operation at the premises covered by the Early Start Authorization, whether the liability, loss or damage is caused by, or arises out of, the negligence or the City of Sanford/Agents or its officers, agents, employees, or otherwise. 12. If the City of Sanford/Agents shall be subject to any claim, demand or penalty or become a party to any suit or other judicial or administrative proceeding by reason of any claimed act or omission by any party, or by reason of any act occurring on the subject premises, or by reason of any omission with respect to the construction or operation on the subject premises, the Owner/ contractor shall indemnify and hold City of Sanford/Agents harmless against all judgments, settlements, penalties and expenses, including attorney's fees, court costs and other expense of litigation of defense relating to such claim or litigation or administrative proceeding, at the election of the City of Sanford/Agents, the Owner/Contractor shall also defend the City of Sanford. 13. It is understood and hereby acknowledged between the parties hereto that the City of Sanford/Agents shall not be liable for any act or other obligation to the Owner/Contractor. 14. This Early Start Authorization will terminate upon the issuance of a Building Permit for property covered under this Early Start Authorization; however, this agreement shall remain in effect for all events occurring prior to the issuance of the Building Permit. By signing this Early Start Authorization Application, the undersigned acknowledges and agrees to condition I through 14. Contractor Signature Owner Signature Date Wyndham Preserve (FLBE) CITY OF SANFORD Lot: i8 1 Garage: Subs: Permitting: Amy V 2 Set of Signed & Sealed Plan 2 Sets of Signed &Sealed Truss Engineering 2 Sets of Energy Calcs V1 2 Sets of Product Approval Form and Print -Outs ealed Plot Plans t7'2 Sets of Plumbing Diagramam NOC Check ($16.00 per unit) ITEMS SUPPLIED BY Amy Building Application NOC Power of Attorney Copy of Recorded Warranty Deed Wastewater Capacity Application Window Forms for Building Dept. Reclaimed Water Forms for Utility Dept. Comments: Model#: 1 Q Sa- _ L. t- , I J Address: y 1 vr 9 p. MAY V 2017 CITY OP SANFORD BUILDING FIRE PREVENTION PERMIT APPLICATION—— Application' No: Documented Construction. Valuef-4. 11 M, 15mc - 0_1 Job Address: in\rvk "=Zn h6-QP - Historic District:. Yes 0 Nox Parcel ID: Residential Commercial-0 Ty.peofWor-k:,-.-NevVVX AdditlonEl Alteration[] Repair E],Demo 11 Change 'ofugel[] 'move El Description of Work:.' Plan Reviie.w.C;on.ta.ctPerson: 4_jn0j4Ce. hocop. A Tide: ROMA C^nreA.. Rhone; 4n--i-=2:I-6vw Fax: I'kin Man, !Email:' S_bcu_. I * j T Property Owner Information Q M Mime. Stre6t. City; S remVil " a mar Z_jRe, S1111111111 V Bonding - Company,: Address.: Phone; Resident.. of property?.: No Phone: 4MJdr7- __3-7ftf) Fay. State UcensoNo.,-. Clrni._i rmation. Phone: & P 6-H4 L.O. L'ECM Fag: Mortgage Lenddr-f-. -MIA 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 COMN[ENCEMENT MUST BE RECORDED. AND POSTED' ON THE ;SOB SITE BEFORE' THE, FIRST INSPECTION., IF. YOU' INTE iND.TO OBTAIN FINANCING, C .qNS ULT WITH YOUR: ..-'.R Oli AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Applicatibn is hereby -made to obtain x permit -to do the: work..and instagaii9jus as indicated.. Lcertifk-th4t..no -work or-installAfton'has commenced prior to.the issuance df a.permitind thittal.1 work -Mll bq perf&rfiqft meet standi*6fv4 lgwsgu iedifing-corisuvwdn. in this jurisdiction. I understand that ii ieoAtati6 permit must be secured 'for. elettrIkAl %yqrl4;#!iAihbldg,: slgns;'ivells, pools; furnaces; boilers, heaters; tanks, -and ali 6ndldoiiers,:O. FBC 105.3 Shall beInscribed witli the date of-9ppftcatIon,and-tIfe-c6ae In edict -as of t6t-date:311 iditkn (1614) Florida Building Code. Revised: Awa,30; 2015 Pemit App!fqedoa L4-V 1S\ - QJ %8r* \Aeror NOTICE: -In addition to the requirements of this -permit,, there may be additional i6stdctioits'applicable to this -,property that may be' found in the public records of this county, aad'there:may be -additional permits requiied.from otherogovernmental entitiestsuch as water manageinent districts; state agencies;-orfederal agencies: Acceptance of permit is verification that I will notify the owner of the property of the reguitembnts'of F(drida'Lieti Law; FS :713. The. City of.'Sanford requires,paymerit of a plan -review fee at die time of permitsabmittal. A copy. of the _executed contract is required in order'to calculate. a:plen; review, charge. arid, will=be considered-the estimated construction vatue of the job- at- ihe titne,of'submittal. The: actual coesttuctibn value•aill be figured based.on the current ICC Valuation.Table in effect. at the time the•peimit..is issued, in accordance with local ordinance. Should calculated, charges figured: off the executed contract exceed, the, actual constiuction'value; credit will be applied to your permit,fees when -the perttiit is issued. OWNER'S AFFIDAVIT: 'I certify that in. of.the foregoing hifor.:mation:Is accufate apd that all work will be, done its compliance with all applicable laws regulating eonstrue"on and zoning. 44 Signature of Owficr/Agent Date Signaturo _ on for/Agent Uta Print OwnedAgi nV i Nime Tdnt.Contea at'e N al I% Egaature.ofNotary-state of Florida 'Date Dat SARAHWOO LWINE MY COMMISSION a FF 927159 EXPIRES: October 13, 2019 e+ Bonded That Notary Pubk Uad*.w m Qwnei/ Agent is ;Personally Kaoftlo Me or Contractor/Agent-is Personally.Known-to Me -or Produced M. Type of D Produced ID Type of ID BELOW IS FOR OFFICE USE :ONLY' Permits - Required: Building Electricdl NMechanicgif Plumbing -Gas[-] Roof Construction Type: Occupancy'Use: Flood•Zone: Total Sq Ftof'Bldg: Min:,Occupancy-Load: # of:Stories: New Construction: Electric - #'of Amps 'Plumbing= -#of Fixtures Fire. Sp Mikler..Permit: Yes No # of Heads' . Fire Alarm Permit: Yes No 0 APPROVALS': ZONING:- UTILITIES: V 5 6 /7v`iASTE WATER:. ENGINEERING: FIRE: BUILDING: COMMENTS: . Revised: June 30,.2015• Permtt. Application THIS INSTRUMENT PREPARED BY: Name: StadWht Homes FL, LLC Addrestwo" '`p'uits 12 NOTICE OF COMMENCEMENT State of Florida I Liiill IIILi illll I lii I1111 Idle 111 GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT 6 COMPTROLLER BK 8935 P9 47 (iP9s) CLERK'S 4 2017060806 RECORDED 06/16/2017 01:25:59 PM RECORDING FEES $10.00 RECORDED BY :ieckenro County of Seminole Permit Number. Parcel ID Number: 17-20-31-501-0000-0bL1,6 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chaggpttegr 713, Florida Statutes, the following icnnfoormation is provided in this Notice of Commencement. D U4 / PNIg11t Fi@ron UAye, anfos 0 T oLthe Cpperty $nd Sheet address if available) G6OrIS rUCtlOrl On2W F papJ20VEMENT: OWNER INFORMATION: Name: Brisson Investments, LLC Address: 27 N Summedin Avenue, Odando FL 32801-2929 Fee Simple Title Holder (if other than owner) Name: N/A Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200 Roswell GA 30076 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: N/A Address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penaltie,p of perjury, I declare that I have read the foregoing and that the facts stated in it are true to the best g ny knyw e e7and belief. Larry Dale Owner's Signature Owner's Printed Name ; iflo ' Statute 713.13(1)(g): ' The owner must sign the notice of commencement end no one else may be permitted to sign in his or her stead.' vState - of County of The foregoing strument was acknowledged before me this day of by Who i Nam of person making statement OR who has produced Identification type of identification produced: V °J CHRISTINA•M, LEE Commission # FF 158194 Expires October 11, 2018 ewmed nw rmr fdn Inwmxo eawesaota r J V 20 71 s personally known to me y f= a, g ado Notary Signature ENVIRONMENTS FOR iv v 1'7- 11112 SITE tD: 30M LOT:1e1 BLOCK HOUSE 41W.:.'STREET: NK*ff NERON OR -Cm: SANFORD STATE: FL ZIP: aml COUNTY: BEMOMOLE ACCOUNTR 9MTAFL BUILDER: STARLIGHT HOMES SUBOMSION: WYNOH M PRESERVE COMMUNITY: WA PLAN: MOP 10NB2017 PROGRAM: HERS TESTER: ENWRONMENTS FOR LIVING PROGRAM TEST: BLOWER DOOR RESULT: PASS TESTER: Om Roee9a DATE: 102MI? TEST NAME OORREC WH NEEDED BUDDER VERIFIED RATER VERIFIED WA 5.1 Am A=ess Panel (lully gasketed and insulated x 5.2 Alec dm Sur (fully gaskeled and insulated x 5.4 Recessed Lighting Fissures (ICAT labelsd and "sled to d 0) x 5.5 Whol"ouse Fen qnsulated gasketed to the opening x 7.3 Frosh air venblatron installed per progfums cs x Blower Door BID ToMal 80 Add BUILDING ORIENTATION PROGRAM VOLUME CODE VOLUME PROGRAM SHELL CODE SHELL 270') WA 12.310 0 0 PROGRAM CFM 50 CODE CFM 50 PROGRAM ACH 50 CODE ACH 50 PROGRAM of BAN CODE of Shad 0 12.253 7 a 3•94 faalo• r Mat Bsm 0 1 B*m 21 0 1 Bdlm a 0 1 Bdm 5 1 0 I Rm 1 0 1 RM31 0 1 0 Bd1m 4 0 Rm 2 0 Go Doloco la EnsW StorOuNlMd 7 EMcWd 7 x 90 wr Of Ha dwYW Uoft Mud Be GFL Or LED x Law Flow Fauoab, TOMS SM? X F *vim am T11a111tasW x C Wo Otwan P1t1(Rm LmvI R*quIm Vd1d hnpar0 Ram ER l ora9on MwAOaar Name Mom #I VAdsl R md" 03 ModM tl4 t WATER HEATER GARAGE AO SMITH ENT 50 110 2 WATER HEATER 3 WATER HEATER 1 WATER HEATER 1 FURNACE 1 HVAC OUTDOOR OUTSIDE CARRIER CH14NB030 UNIT 1 HVAC INDOOR COIL 1 HVAC AHU (HEAT INTERIOR CARRIER F84CNP030 PUMP 2 FURNACE SYSTEM 2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AHU (HEAT PUMP SYSTEM 3 FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AMU (HEAT PUMP) SYSTEM 4 FURNACE SYSTEM 4 HVAC OUTDOOR UNIT SYSTEM 1 HVAC INDOOR COIL SYSTEM 4 HVAC AMU (HEAT PUMP BUILDING CHARACTERISTICS AS OESION - VALUES AS BUILT -VALUES COMMMENT a OF BEDROOMS (REM) HA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA NA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS REM NA NA DUCT SUPPLY R-VALUE (REM) NA NA DUCT RETURN R-VALUE REM NA NA PROGRAMMABLE THERMOSTATS (PRIF) YES WATER HEATER TYPE (PRI WATER HEATER FUEL TYPE (PRI BUILDING 9PECIFIGTK1Ne TEST: SLOWER DOOR RESULT: PASS TESTER: Dow RaMa DATEr1M10101T BUILDING CHARACTERISTICS AS DESIGN -VALUES AS BUILT - VALUES COMMMENT WATER HEATER SIZE. EFFICIENCY 8 LOCATION PRIF) INFILTRATION HOUSE LKG ACH (REM) NA H : 3.94 CI .3.24 ACH 4D 50 Paacab FRESH AIR VENTILATION TYPE (PRIF) VENTILATION FAN MANUFACTURER (REM) NA NA VENTILATION FAN MODEL REM NA NA VENTILATION FLOW REQUIRED (REM) NA NA VENTILATION EQUIP. RATED CFM REM NA NA VENTILATION t OF FANS (REM) NA NA VENTILATION TIME - HRSIDAY SPECIFIED(REM) NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPECS(PRIF) INTERIOR % CFVS (PRIF) DISHWASHER(PRIF) REFRIGERATOR(PRIF) FOUNDATION TYPE(PRIF) SLAB TYPE(PRIF) SLAB AREA RI SLAB DEPTH (PRIF) SLAB FULL PERIMETER (PRIF) SLAB GRADE(PRIF) HEATING REM NA NA COOLING (REM) NA NA ARSOURCE HP (REM) NA NA WATER HEATING (REM) NA NA TEST: DUCT BLASTER RESULT., PASS TESTER: OMRowaft DATE: larna1T TOTAL CONDITIONED FLOOR AREA 0 0CFASOFT) DUCT LEAKAGE TO OUTSIDE % TARGET 0.00% 3.00% TOTAL DUCT LEAKAGE % TARGET 0.00% 0.00% SYSTEM 1 SO FT. SERVED (CFA) 0 1,931 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 43 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Innmty% 2.23% CFMT25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM I TOTAL DUCT LEAKAGE 0 0 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM I TOTAL DUCT LEAKAGE (% OFI) TARGET (CFM25) ACTUAL CFA) ACTUAL NaN% 0.00% CFM25) SYSTEM 2 SO FT. SERVED (CF SYSTEM 2 DUCT LEAKAGE TO r.FM23) TARGET SYSTEM 2 TOTAL DUCT Li CFM25) TARGET SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM2S)ACTUAL CFA)ACTUAL SYSTEM 3 80 FT. SERVED (CFA) 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDECFM2S) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE 0 0 SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEM 3TOTAL OUCTLEAKAGE(%OF CFM25) TARGET (CFMM ACTUAL CFI) ACTUAL SYSTEM 4 80 FT. SERVED (CFA) 0 0 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE 0 0 SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE (% OF CPM25) TARGET (CFM25) ACTUAL CFA) ACTUAL TEST: DUCT BLASTER RESULT: PASS TESTER: OM RnMft DATE: 1001=17 O V I L{/IRI OrCV Ir M 11 VIN BNLOINO.G11.1RA.GTERIB.TICB ASOESp N VALU06 m m4^' ABBULLT-VALUES 10.022 CfM251.CFAry C•;• 21;`Y,1 OO.MMMENf DUCT LEAKAGE TO OUTSIDE (REM) TOTAL DUCT LEAKAGE (REM) INA I NA Blower Door Test Form Job Information Builder: STARLIGHT HOMES Community: WYNDHAM PRESERVE Address: 4047 Night Heron Dr City, State, Zip: Sanford, FL 32771 Air Infiltration Test Results Unit #: Permit k: Lot #: 181 CFM(50) = 1268 Volume = 19310 ACH(50) = CFM(50) X 60 / Volume = 3.94 X Pass Fail Passing results must be 7.00 AC/fSO) or less Certification of Test Results 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 hourinClimateZones1and2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure or 0.2inchesw.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7),F.S. or individuals licensed as setforthinSection489.105(3)(0, (g), or (h) or an approved third party. A written report of the results of the test shall be signed by the party conductingthetestandprovidedtothecodeofficial. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. pthorized Third Party I hereby certify that the above results and that I hold the below certification: Class A or B A/C contractor or Mechanical Contractor License No. X— RESNET approved HERS Rater or Residential Field Inspector Certification No. 4311088 BPI approved Building Analyst or Energy Auditor Certification No. Professional Engineer License No. Mechanical ventilation has been added: Yes No Digitally signed by Dave Revelle Date: 2017.10.26 15:13:59 EDT CN=Dave Revelle, O=TopBuildLL)wa Home Services, OU, EMAI LAD DR ESS=dave. revelle @ to pbuild.com, C=US Signature: Printed Name: Dave Revelle Rehsw 05/052017 1 Date: 10/26/2017 FLORIDA ENERGY EFFICIENCY CODE Project Name: Street: City, State, Zip: Design Location: FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Wyndham Preserve Builder Name: Starlight Homes 4047 Night Heron Dr Permit Office: Sanford, FL 32771 Permit Number: Jurisdiction: Duct Test Time: Post Construction CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 43 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Duct System Sum lines 1-4 43 Leakage Divide by 1931 Total Conditioned Fbor Meal 0.0223 (Qn,Out) I hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. Opdally signed by Dave Reverie Data 2017.10 26 1S:13 63 EDT C CN=Daveome Se Ravens. o TopBuddNomaSenrbea, O dEMAILADORESS-dave.revede Rater Of Record: etoobwd oom. C-Us Printed Name: Dave Revelle RESNET ask: 4311088 Date: 10/26/2017 Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. Building Official: Date: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 362986 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 181 1952 TR Builder Name: Ashton Woods Street: Permit Office: Seminole Co=nty, 1 7City, State, Zip: Sanford, FL, 32773 Permit Number: # 1 71 Owner. Design Location: FL, MELBOURNE_REGIONAL_AP Jurisdiction: Q County:: Sef idol orida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (2396.0 sgft.) Insulation Area 2. Single family or multiple family Mufti-famiy a. Frame - Wood. Exterior R=13.0 1164.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 919.33 ft2 3. Number of units, if multiple family 1 c. Frame - Wood. Adjacent R=13.0 312.67 ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1193.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1193.00 ft2 6. Conditioned floor area above grade (W) 1931 b. N/A R= ft2 Conditioned floor area below grade (W) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(168.8 sgft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 386.2 a. U-Factor. Dbl, U=0.34 168.80 ft SHGC: SHGC=0.26 b. U-Factor. WA ft2 12. Cooling systems kStu/hr Efficiency SHGC: a. Central Unit 30.0 SEERA4.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems k8tu/hr Efficiency d. U-Factor. N/A ft2 a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.260 14. Hot water systems 8. Floor Types (1193.0 sgft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 810.00 ft2 b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 383.00 ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.087 Total Proposed Modified Loads: 58.52 PASSTotalBaselineLoads: 61.41 1 hereby certify that the plans and specifications covered by Review of the plans and S'r this calculation are in compliance with the Florida Energy specifications covered by this O4TKE Code. calculation indicates compliance h .„ % with the Florida Energy Code. cur,%••: ;?::. •° PREPARED BY: Before construction is completed 1 DATE: cJ P 7 this building will be inspected for 0 1.,1 compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. yt with the Florida Energy Code. COD WrET¢ OWNER/AGENT: UBUILDING OFFICIAL: DATE: t a Ar DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 4/24/2017 3:13 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 181 1952 TR Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1931 Lot # Owner. Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Ashton Woods Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City. State. Zip: Sanford . Family Type: Multi -family FL. 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Dairy Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL. MELBOURNE_REGI FL MELBOURNE_REGI 2 45 90 70 75 369 69 Medium BLOCKS Number Name Area Volume 1 Blockl 1931 17958.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 810 7533 Yes 4 0 1 Yes Yes Yes 2 Floor 2 1121 10425.3 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 98.5 ft 0 810 ft' 0 0 1 2 Floor over Garage Floor 2 _^ __ 383 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1334 ft2 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC V/ Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1193 ft' N N 4/24/2017 3:13 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1193 ft2 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Frame - Wood Floor 2 13 35 0 8 1 282.9 ft2 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 29 0 9 4 270.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 37 0 8 1 299.1 R' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 37 0 9 4 345.3 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 35 0 8 1 282.9 R2 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 15 6 9 4 144.7 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 37 0 8 1 299.1 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 17 0 9 4 158.7 ft" 0 0 0.6 0 9 W Garage Frame - Wood Floor 1 13 33 6 9 4 312.7 ft' 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Wood Floor 1 None .39 3 6 10 20.5 ft2 2 W Wood Floor 1 None .39 2 10 6 10 19.4 R' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 e 3 Vinyl Low-E Double Yes 0.34 0.26 45.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 2 e 4 Vinyl Low-E Double Yes 0.34 0.26 8.0 ft' 1 ft 0 in 12 ft 0 in Drapes/blinds Exterior 5 3 e 4 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 12 ft 0 in Drapesiblinds Exterior 5 4 e 4 Vinyl Low-E Double Yes 0.34 0.26 40.8 ft' 1 ft 0 in 12 ft 0 in None None 5 W 7 Vinyl Low-E Double Yes 0.34 0.26 45.0 ft" 1 ft 0 in 1 ft 0 in Drapes/blinds Exterior 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 383 ft' 384 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2095.1 115.02 216.31 3718 7 4/24/2017 3:13 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model Area Volume FEF None None ft' DUCTS Supply — Return — Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handier TOT OUT ON RLF Heat Cool 1 Attic 6 386.2 ft Floor 2 96.55 ft Prop. Leak Free Floor 2 cfm 57.9 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling ((] Heating [)q Jan [[ Feb (( jMar Jan [)Q Feb iX] Mar Apr ( Apr i Ma [X] Jun [X] Jul May [ ] Jun [ ] Jul X AugirAug Se Sep Oct OG M Nov Nov Dec X] Oec Ventin [[ j) Jan [[ ]] Feb [[XX] Mar X] A r [ J Ma [ ] Jun [ ] Jul Au i ] Se X] Oct Nov j Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 4/24/2017 3:13 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ftJ 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. N/A SHGC: c. U-Factor. N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Multi -family a. Frame - Wood, Exterior R=13.0 1164.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 919.33 W 1 c. Frame - Wood, Adjacent R=13.0 312.67 ft' 3 d. N/A R= ft' No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1193.00 R' 1931 b. N/A R= ft' Area c. N/A R= R' 168.80 R' 11. Ducts R R2 a. Sup: Attic, Ret: Floor 2. AH: Floor 2 6 386.2 ft' 12. Cooling systems k8tu/hr Efficiency R' a. Central Unit 30.0 SEER:14.00 Insulation R=0.0 R=19.0 R= R' 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 30.0 HSPF:8.20 1.000 ft. 0.260 Area 14. Hot water systems 810.00 ft' a. Electric Cap: 50 gallons EF: 0.95 383.00 R= ft, b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: L 1 Address of New Home: City/FL Zip: .cra o flerrr t{(nn a c i 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. 4124/2017 3:13 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 181 1952 TR Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford, FL, 32773 Permit Number: Owner. Jurisdiction: Design Location: FL, MELBOURNE_REGIONAL AP COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 4/24/2017 3:13 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 181 1952 TR Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number: Design Location: FL, MELBOURNE_REGIONAL_AP Jurisdiction: Cond. Floor Area:: 1931 sq.ft. Cond. Volume: 17958 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE ( FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be dosed, but not sealed, beyond the intended weatherstripping or other Infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, 04T>riE ST9T testing shall be conducted by an g approved third party. A written y report of the results of the test shall be signed by the third party v conducting the test and provided to the code official. Coo WE BUILDING OFFICIAL: DATE: 4/24/2017 3:13 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 181 1952 TR Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Design Location: FL, MELBOURNE_REGIONAL_AP Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: E U a ZA THE STq I o A a° 4/24/2017 3:13 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summary Ashton -Starlight Homes wrightsoft° Date: Entire House By: Energy Air, Inc Plan: 1952 S 5401 Energy Av. Ct, Orlando, Fl. 32810 Phone: 407-886-3729 Email: GRennerQenergyaircom Web: www.energyalmom For: Lot 181 1952 TR, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 15018 Btuh Ducts 1810 Btuh Central vent (57 cfm) 1620 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 18447 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heatingg Coolingg Area (ft2) 2003 2003 Volume (ft3) 17194 17194 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 80 43 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency 8.2 HSPF Heating Input Heating output 28600 Btuh @ 47°F Temperature rise 29 OF Actual air flow 899 cfm Air flow factor 0.053 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 gr/Ib Sensible Cooling Equipment Load Sizing Structure 16984 Btuh Ducts 2265 Btuh Central vent (57 cfm) 1105 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 20354 Btuh Latent Cooling Equipment Load Sizing Structure 2273 Btuh Ducts 327 Btuh Central vent (57 cfm) 1697 Btuh Equipment latent load 4297 Btuh Equipment total load 24650 Btuh Req. total capacity at 0.75 SHR 2.3 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.83 Capacity balance point = 34 OF Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Apr-24 15: wrilghtsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 Pagege I1 ACCk ...t Specific\Wyndham Presene\Lot 181 1952 TR.rup Calc - MJ8 Front Door faces: W Manual S Compliance Report Date: Ashton- StarllghtHomes wrightsoft° Entire House By: Energy Air, Inc Plan: 1952 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email. GRenner@energyair.com Web. www.energyaircom For: Lot 181 1952 TR, Ashton Woods Homes Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 20354 Btuh Entering coil DB: 76.2°F Outdoor design WB: 75.9°F Latent gain: 4297 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0OF Total gain: 24650 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 20963 Btuh 103% of load Latent capacity: 5156 Btuh 120% of load Total capacity: 26119 Btuh 106% of load SHR: 80% Design Conditions Outdoor design DB: 44.2OF Heat loss: 18447 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 155% of load Capacity balance: 34 OF Supplemental heat required: 0 Btuh Economic balance:-99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5.6 kW 103% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Apr-2415:01 54 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 AC(>, ...I Specific%Wyndham PreservelLot 181 1952 TR.rup Calc = WS Front Door faces: W Duct System Summary JJoa : Ashton -Starlight Homes wrightsoft• Entire House By: Energy Air, Inc Plan: 1952 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email GRenner®energyair.com Web www.energyair.com For: Lot 181 1952 TR, Ashton Woods Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.160 in/100ft 899 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.160 in/100ft 899 cfm 175 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ba2 c 350 16 16 0.204 4.0 Ox 0 VIFx 17.3 120.0 SO bed2 c 1645 64 77 0.197 6.0 OX 0 VIFx 21.8 120.0 st1 bed3 c 1813 58 85 0.323 5.0 Ox 0 VIFx 11.8 75.0 bed4 c 1509 58 70 0.325 5.0 Ox 0 VIFx 6.1 80.0 fam-kit-din c 2631 121 123 0.160 7.0 Ox 0 VIFx 40.0 135.0 st2 fam-kit-din-A c 2631 121 123 0.170 7.0 Ox 0 VIFx 24.7 140.0 st2 fam-kit-din-B c 2631 121 123 0.174 7.0 Ox 0 VIFx 26.0 135.0 st2 toyer -A h 3276 175 72 0.174 8.0 Ox 0 VIFx 30.5 130.0 st2 lawn c 757 7 35 0.203 4.0 Ox 0 VIFx 18.1 120.0 SO m be h 546 29 25 0.335 4.0 Ox 0 VIFx 8.7 75.0 m bed C 2242 75 105 0.335 6.0 OX 0 VIFx 8.5 75.0 pdr-A c 104 0 5 0.162 4.0 Ox 0 VIFx 37.7 135.0 st2 We -A h 774 41 30 0.327 4.0 Ox 0 VIFx 10.6 75.0 wic2 h 228 12 9 0.190 4.0 Ox 0 VIFx 22.3 125.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st1 Peak AVF 99 138 0.190 516 7.0 0 x 0 VinlFlx st2 Peak AVF 539 445 0.160 686 12.0 0 x 0 VinlFlx Bold/italic values have been manually overridden t + wrightsoft' Right -Suite® Unhersal 2017 17.0.08 RSU17013 AC0....t SpeeifielWyndham Preserve\Lot 181 1952 TR.rup Calc = MJ8 Front Door faces: W 2017-Apr-24 15:01:54 Page 1 Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox0 899 899 0 0 0 0 Ox 0 VIFx 2017-Apr-24 15:01 54 wrightSoft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 ACCK ...I Specdic\Wyndham Preserve\Lot 181 1952 TR.rup Calc - WS Front Door feces. W Job M Ashton- Starlight Homes Performed for: Lot 181 1952 TR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017-Apr-24 15:02:00 ham Preserve%Lot 181 1952 TR.rup level2 bed2 wic2 8x4 12 cfm rvrR 0laun 10 x 6 ba2 77 cfm — 6 8x4 16 d 8x rvT 4" 18x8 35 4 " In2 14x6 M hall 10x6 wic3 14 x 6 85 cfm bed3 c12 Mx18 199 cfm M 14x6 m bed tOx6 105 cfm a AYC4t 4" rvtR cavrR A CfM 5 • tOx6 8 x 4 70 cfm 41 cfm bed4 AHU ON METAL STAND 2.5 TON 240W 5KW HP wic Job #: Ashton- Starlight Homes Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 2 Lot 181 1952 TR 5401 Energy Air, Ct RightSuiteOUniversal 2017 Orlando, FL 32810 17. 0.08 RSU17013 Sanford, FL 32773 2017-Apr-24 15:02:00 Phone: 407$86-3729 ...ham PreservelLot 181 1952 TR.rup www. energyair.com GRenner@energyair.com M RECORD COPY ZONIN , _ DAT m o W N HAM PRESERVE - LOT 181 s rj c I Ok to construct single family home PLOT PLAN o o N with setbacks and impervious area y N F shown on plan. 20. b% irvie. 0 r'IitrlGtr ^ a o ( E(ev.T) c m - l S 89*40*51" W 280.00' 0 a, CENTER LINE-1/BLUE GROUSE LANE 50' RIGHT-OF-WAY o m (PRIVATE ROAD) m r CID N CONC W CURB I POINT OF 7 , °' N89'40'51 "E . 9t COMMENCEMENT ° .: NORTHWEST CORNER OF THE G 26 DIN ENSION NOTE: Proposed building dimensions shown hereon are of the exterior. o ui PROPOSED 5' Nb CONC SIDEWALK c' 4. NORTHEAST 1/4 OF ,01 6--------------------- - - - - -- - - - - - SECTION 17-20-31 04 } lot UTILIT. CCR #55989 ° , i 1 ^ EASEMENT (P) i I WESTERLY LINE OF 3 W •. ---•-----------------------•--------------- ---- I THE NORTHEAST 1/4 ^ p V5 ' I 29.0 OF SEC 17-20-31 0. BASIS OF BEARING) iD A Q a C I PROPOSED: c PROPOSED ao p c z 3l a I CONC WALK 2 STY RESIDENCE LOT 181oOhooo: I - 4047 NIGHT HERON c l z " I I o DRIVE AREA = 8,774 S.F. ± 1 QS 3 0. 10.0 T Z c I s'o 1952 LUMINARY M PATIO c F' CL I ELEVATION - TTisax PROPOSED in q GARAGE - RIGHT DRVEWAY c 10.0 POINT OF 7-FF)r 28.6 N w N 1 BEGINNING p0 125.3' z I I N89'40'S1 "E 13.0 I 520.73 25.0' 263 I I I WYNDHAM PRESERVE I /PCP LOT 181 ( Proposed) CURVE DATA TABLE NO. RADIUS DELTA ARC CHORD BEARING C1 25.00' 089'57'48" 39.25' 1 35.34' N 44'41'57" E LEGAL DESCRIPTION 54.7' 115.00' S89W LOT 182 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE". City of Sanford Seminole County, Florida. Front = 25' Rear = 20' Side = 10' Side Street = 25' 0 h N LOT 21 LOT 217 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. DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00°19'09"E., a distance of 1279.07 feet; thence N.89°40'51"E., a distance of 520.73 feet to the POINT OF BEGINNING; thence N.00°16'57"W., a distance of 52.44 feet; thence Northeasterly, 39.25 feet along the arc of a tangent curve to the right having a radius of 25.00 feet and a central angle of 89°57'48" chord bearing N.44°41'57"E., 35.34 feet); thence N.89040'51 "E., a distance of 90.02 feet; thence S.00°16'57"E., a distance of 77.50 feet; thence S.89°43'03"W., a distance of 115.00 feet; to to the POINT OF BEGINNING. Containing 8,774 Square feet, more or less. rcr -ravi r qui mem , GEND:ADUSSD-Access/Drainage/Utilities/Sidewalk LPs reversusneBackflocenBFP-Baekflow Preventer Si ht Distance Easement 9S - Survey PRM-Permanent Ref. Monument R - Reported PCP -Permanent Control Point 0 - Description FP&L-Florlda Power & tight P - Plat FFE-Finish Floor Elevation D. .- Deed Book IM-Water Meter O. R.-Official Records Book 04-Water Valve P. B. -Plat Book O =Fire Hydrant Pg.- Page RC® -Reclaimed Water Meter Elev.- Elevation RC04-Reclaimed Water Valve Conc.- Concrete Cable Box SP- Brick Paver m-Telephone Box SW - Sidewalk Electric Box FFE - Finished Floor Elevation Utility Pole CI - Curb Inlet Guy Pole GTI- Grote Top Inlet tight Pole P. U.E.-Public Utility Easement Guy Anchor RCP - Reinforced Conc. Pipe OU--overhead Utilities PVC - Polyvinyl Chloride o -Storm Sewer Manhole NCS - No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF - Square Feet ONO Electric Handhole D. U.E.-Droina a Utility Easement COO -Clean Out FMGD - MAG NAILdo DISK Xv 4-Irrigation Control Valve P. K.-Parker Kolon Nall a -Sign SIR - Set 1/2" Iron Rod LB7768 WX-Gate Water Valve SPKD- Set P.K. & Disk L87768 Gas Meter FIR - Found 1/2" Iron Rod LB7768 Existing Grode FlP- Found 1/2" Iron Pipe LB7768 p-Blow-off Valve FPKD- Found P.K. Nail do Disk L87768 Drainage Flow Direction FCM - Found 4'x4' Concrete 10.0-Proposed Design Grade 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR' S NOTES: 1. Current title information on the subject property had not been 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 VEFMCAL DATUM of 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for 'IMMDHAM 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) mes D. Leviner LS6915 FLORIDAPROFESSIONALSURVEYOR & MAPPER NO . .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL LOT AREA CALCULATIONS LOT 8.774 SQ.FT. WING AREA= 810 SQ.FT. GARAGE - 383 SQ.FT. ENTRY = 40 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY - 69 SQ.FT. IMPERVIOUS= 20.6 y SOD = 6.967 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 5.033 SQ.FT. APRON = 114 SQ.FT. SIDEWALK - 926 SQ.FT. SOD 1.051 SQ.FT. TOTAL AREA AREA_ 13.807 SQ.Fr. DRIVEWAY = 519 SQ.FT. SIDEWALK - 995 SQ.FT. SOD = 8.018 SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone " 9" DESCRIPTION: PROPOSED LOT 181, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: JE I Checked: JDL I P.C.: Data File: erissonEast-f lat Date:04/ 17/17 Dwg:&WonEast-1ot181 Order No.: ^ SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: r-- 30 604d Z 1' Kf- ASHTON WOODS HOMES FIRST QUALITY PLUMBING 746 N VOLUSIA AVE ORANGE CITY FS GARY W EVERS CFC050566 MODEL 1952 wM V V 21 41 D IV y p rn RECORD COPY PALMER ELECTRIC Ashton Woods Homes Seminole 1952 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS (NEC 2011- 220.82(C)(31- (411 ZONE COMPRESSOR SIZE 1 4.00 TON 2 TON 3 TON 4 TON 5 TON CO,,p4R CONNECTED LOAD 7.20 KVA 17-1417 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 11. GENERAL LOADS (NEC 2011- 220.82(Bl(1) - (411 LIGHTING 1931 Sq Ft @ 3VA/Sq. Ft 5.79 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA LAUNDRY CIRCUIT 1.50 1.50 KVA DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 I WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 450 1 DISHWASHER 1.20 1.20 KVA I DISPOSAL()) 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 80ANM POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 3629 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.52 KVA SUBTOTAL (GENERAL LOADS) (NEC 2011- 220.82(Bl1 20.52 KVA HVAC LOADS 12.19 KVA GENERAL LOADS 20.52 KVA TOTAL DEMAND LOAD (NEC 2011- 220.82(Al) 32.70 KVA MINIMUM SERVICE SIZE 136.26 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram O 150.Am.p Main 120V / 240V Typical 150 Amp Interior Panel a 17-1417 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp I Concrete Encased Electrode REC(tD COPY Lumber design. valuek are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 1111635 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. i a, EL 3361Il 4115 Customer Info: Starlight Project Name: Lot 181 Wyndham Preserve Model: 1952 iminary T Lot/Block: 181 Subdivision: Wyndham Preserve Address: N/A City: Sanford State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 21 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. I Seal# I Truss Name Date16/4AII11T11360541Al6/14/17 118 1 T11360558 H5 7 12 1 T11360542 1 A2 1 6/14/17 119 1 T113605591 HJ6 1 6/14/17 1 13 1 T113605431 A3 1 6/14/17 120 I T113605601 HJ7 1 6/14/17 1 14 1 T11360544 1 A4 1 6/14/17 121 1 T11360561 1 M1 1 6/14/17 I 15 1 T11360545 1 A5 1 6/14/17 1 I 1 1 1 1 6 1 T11360546 1 A6 6/ 14/17 7 1 T11360547 1 A7 6/ 14/17 18 1 T11360548 1 A8 1 6/14/17 19 1 T11360549 1 A9 1 6/ 14/17 110 I T1136055O I A10 1 6/14/ 17 111 I T11360551 I A11 1 6/14/ 17 112 1 T11360552 1 Al2 1 6/14/ 17 113 1 T113605531 CJ1 16/14/17 114 1 T113605541 CJ3 6/14/17 115 1 T113605551 CJ5 _ 1 6/14/17 16 IT11360556JEJ6 6/14/17 117 I T113605571 EJ7 1 6/14/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer' s Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction( s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 0p\ DING SANFORD 417 r,,,1 No 68182 pO: OF : 4U STATE O R \ O P *. p E?.`• N AL111111111111 ba uln V PE No.68182MITU Inc. FL Cert 6W 6 East 8Nd. Tampa Fl. 33610 Oats: June 14, 2017 Velez, Joaquin 1 of 1 Job runs runs Type ty Ply T1136054t I I116165 r Al MIPGIROER f nG Job Reference (optional) Builder's First Source. Groveland. FL. 34736 7.640 a Apr 19 2016 rant ax industries. Inc. wed dun 14 11 49 15 20n 7 rage I I O:LO?myoOxgY3i47LZ?Zog9gzrRwX-s?ItCCmZb_TR53Ob411 ZemMgpvBvrROKbXti4kz6OK2 1.4.0 3-9.14 7 0 0 12.3.14 17-" 22 8.2 28-0.0 29-0 q 1O T.14 3.2.2 S.3 14 5.2.2 5.2.2 5.3.14 5.00 F12 Scale = 1:52.3 3x4 Sx8 = 2x4 II 5x8 = 2x4 11 5x8 = 4 22 23 5 24 25 266 27 28 7 29 30 31 8 9 d N 16 17 16 32 33 10 34 35 14 36ra 37 38 1439 40 41 1' 10 3x4 = 30 = 2x4 II 3x4 = 3x8 = 30 = 2x4 11 Sx8 = 3x4 = 3x6 II 3 70-0 f 2.3-14 176-0 t 22-8-2 28-0-0 29-0-0 3.9.14 Plate Offsets (X Y)-- 3.2.2 14:0.5-12 0.2.81 f6:0-4-0 0-3-01 5.3-14 f8:0-5-12.0.2.81 5-2.2 5.2.2 5-3.14 1.0-0 LOADING (psf) SPACING- 2.0-0 CSI. OEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.23 13-15 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Ven(rL) 0.40 13-15 870 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(TL) 0.10 10 rVa Na BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 314 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (Ib/size) 2=1913/0.8.0, 10=1939/Mechanical Max Horz2=165(LC 26) Max Uplift2=-913(LC 8). 10=-915(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3931/1836, 3-4=-3941/1863, 4.22=-4842/2328, 22-23=-4842/2328. 5-23=-4842/2328, 5-24=-4842/2328, 24-25=-4842/2328, 25-26=-4842/2328, 6-26= 4842/2328, 6-27=-3357/1642, 27.28=-3357/1642, 7-28=-3357/1642, 7-29=-3357/1642, 29-30=-3357/1642, 30-31=-3357/1642, 8.31=•3357/1642, 8-9=-734/363, 9.10=-1968/869 BOT CHORD 2.18=-1705/3568, 17-18=-1705/3568, 16-17=-1705/3568, 16.32=-1741/3650, 32-33=-1741/3650, 15-33=-1741/3650, 15-34=-2271/4703, 34.35_ 2271/4703, 14-35=-2271/4703, 14.36= 2271/4703, 13-36=-2271/4703, 13-37=-2271/4703, 37-38=-2271/4703, 12-38— 2271/4703, 12.39_ 310/617, 39-40=-310/617, 40-41= 310/617, 11-41=-310/617 WEBS 3-16=-191/266, 4.16=-90/527, 4-15=-687/1424, 5-15_ 543/478, 6-13=0/371, 6-12=-1552l752,7-12= 549/482,8-12=-1518/3137,8-11=-1563/919,9.11=-864/1844 Structural wood sheathing directly applied or 5-3-6 oc pudins, except end verticals. Rigid ceiling directly applied or 8-6.6 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'xX) nails as follows: Top chords connected as follows: 20 - 1 row at 0.9.0 oc. Bottom chords connected as follows- 20 - 1 row at 0-9-0 oc. Webs connected as follows, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as Iront (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsf, h=15f(; Cat. II; Exp C; Encl., GCpI=0.le; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1 60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) 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 20.0psf 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=913, 10=915. 10) 'Semi -rigid pitchbreaks including heels' Member end fixlly model was used in the analysis and design of this truss. 0 WARNING . Vodty dedgn parometera and READ NOTES ON THIS AND INCLUDED U17EK REFERANCE PAGE MI1-1473 rev. IGMWIS BEFORE USE. Design valid for use only vA91 MOM connectors. this design Is based only upon paiamolers shown. and Is for an i ndivldtral buldi ng component. not a teas system. Bolero use. the building designer must verify the a plicabilly of design pwtanelefs and Ixoporiy Incorporate this design Into the overall building design (pacing Indicated Is 10 buckling of IndNpdual truss web and/er chord members only. Additional temporary and petmoneni bracing WOWrrevonl Is always regtlred for stability and to prevent cdiarxe vAh possible personal trliury and property damage. For gerlcral guidance regarding the 6904 Parke East Blvdfabricalloixstorage, delivery. otecten and btactrng of trusses and 0uss systems. seeANSI/IPI I Quality Criledo, DSB-89 and SCSI Buffeting Component Tampa. FL 33610SafetyInformationavailablefromtrussWereInstitute. 218 N. Lee Street. Stlto 312. Alexandria. VA 22314. Job Iruss, russ ype ly ly T,f36os41 1 11639 r Al HIPGIROER f L Job Reference (optional) auaaer3 rest bource, vroverarra. M s rao I D:LO?myoOxgY3t47LZ?Zog9gzrRwX-s?ItCCmZb_TR53Ob411 ZemMgpvBv(ROKbXtt4kz6OK2 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 122 lb up at 7-0-0, 87 lb down and 122 lb up at 9-1-1, 87 lb down and 122 lb up at 11-1-1, 871b down and 122 lb up at 13.1-1, 87 lb down and 122 lb up at 15.1.1, 87 lb down and 115lb up at 17-1-1. 87 lb down and 122 lb up at 19-1-1. 87 lb down and 122 lb up at 21-1-1, 87 lb down and 122 lb up at 23-1-1. and 87 lb down and 122 lb up at 25-1-1. and 88 lb down and 122 lb up at 27-1-1 on top chord, and 289lb down and 135 lb up at 7-0-0, 65 lb down at 9-1-1. 65 lb down at 11-1-1, 65 lb down at 13-1.1. 65 lb down at 15-1-1, 65 lb down at 17-1-1, 65 lb down at 19-1-1, 651b down at 21-1-1, 65 lb down at 23-1-1, and 65 lb down at 25-1.1. and 65 lb down at 27-1-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead r• Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 54, 4-8-54, 8-9=-54, 10.19=-20 Concentrated Loads (lb) Ven: 4=-87(B) 16-289(B) 22=-87(B) 23=-87(B) 24=-87(B) 25=-87(B) 26=-87(B) 27-87(B) 28=-87(8) 29=-87(B) 30=-87(B) 31=-87(B) 32=-40(B) 33=-40(B) 34=-40(B) 35=-40(B) 36— 40(B) 37-40(B) 38=-40(B) 39-40(8) 40— 40(B) 41-40(B) Q WARNING. Vedry doOgn peremefers end READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M104I79 rov. 14032015 BEFORE USE Design vdkl for use only with Mllek®conneclots. this design Is based only upon paaneters sfnown. and Is for an IndlvldlKl txdding compotlonl. not a buss system. Bokxe use. the IxOding doslgnet t nusl vedty the appllcobilify of design pxxarnelots and popnly Incorpaalo this design Into One over" building design. &acing Indicated is to buckling of Individual miss web and/or chord mounWs ohiy. Additional tempotary and permanent bnacing M iTek' povent Is always regaled for slcrblllty and to pevenl collgxe whh pwzM4e persontn Iyray and pop rly datnage. roc general guidance tegardlrlg the 6904 Plake East Blvd. fatxlcation, stotage. delivery, etecllon and bracing of Mrsses and muss systems. sceANSI/TPI I Quaflly Cdtedo, OSS-89 and SCSI Whaling Component Tampa. FL 33610SafelyInformatlanOVdIableIOmbussPlateinstitute. 218 N. Leo Spool, Sulle 312. Alexandria. VA 22314. Job Truss Truss Type ally Ply T11360542 it11635 1 I A2 Hip t t Job Reference Lionel Builder's First Source. Gioveland. FL. 34736 7 640 s Apr 19 2016 MtTek Industries, Inc wed Jun 14 If 49.19 2017 Page I ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-knXN2ap41CztahKMJ76VpcXXxW W?n95v W9svDVz6OK_ 1.4.0 4.9-14 9-0-0 14-8-0 20.4-0 26.0-0 29-0-0 1.4-0 4.9-14 4-2-2 5.8-0 5.8-0 5-0.0 3-0-0 06 = 3x4 = 3x4 = 3x4 5 18 6 7 Scale = 1:52 3 4x6 = 8 d N 14 11 10 3x6 = 3x8 = 3x4 = 3x4 = 3x8 = 3x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.16 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.36 12-14 >963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.10 10 n/a n/a BCOL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 149 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 5.11.10 oc bracing. REACTIONS. (lb/size) 2=1151/0.8.0, 10=1056/Mechanical Max Horz2=162(LC 9) Max Uplift2=-513(LC 10). 10=-455(LC 7) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2173/988, 3.4=-1910/812, 4.5=-1739/791, 5.18=-1916/893, 6-1 8=- 1916/893, 6-7=-19161893, 7-8=-781/390, 8.9_ 866/400, 9-1 0=- 1054/450 BOT CHORD 2.14=-940/1962, 13.14=-964/2013, 12-13=-964/2013, 11.12— 830/1690 WEBS 3-14=-262/282, 4-14=-122/462, 5.14=-432/250, 7-12=-144/411, 7-1 1=-1 116/568, 9.11=-436/1020 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 13. 5) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about Its center. 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) Refer to girder(s) for truss to truss connections 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=513, 10=455. 10) "Semi -rigid pilchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. WARNINO. Vodly design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M/F7473 retc Id0Y1016 BEFORE USE. Design vaild lot use only vAth Mllek® connectors. this design Is based only upon plorameten shown, and Is for an I ndivkfud lxAdlna component. nor a Ituss system. Before use, Iho lxAdhng designer must verify the oWicabllly of design pwramelen and Property Incorporate this design Into the over., dhng design. Biacing Indicated Is to prevent buckling of Irxllviduai truss web and/or chord members only. Add llonal temporary and permcmnl tracing MiTek' Is alwao letipdfed lot slatAlty and to prevent cdtaim wllh possible personal " cind property damage. For gernerat guidance regmdhlg the Mvicatlon, stoiago, dollvoM erection and brachng of musses and truss systems seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety information avcaoble from kuss Rate Institute. 216 N. Lee Street. Suite 312 Alexandria VA 22314. Tampa. FL 33610 Job Truss fuss I ype oty Ply Tf1380543 111163S ' A3 Rool Special 1 t Job Reference (optional) Builder's Fiat Source. Gtoveland, FL. 34736 7•6w • N+' 'v w'u m"— w—ati a. mu ••4" "4A •" , "'• • •"ice ID:LO?myoOxgY3i47L2?2og9gzrRwX•knXN2ap4lCztahKMJ76VpcXOBWa4nISvW 9svDVz6OK_ 1.4-0 5.9-14 11.0.0 18-0-0 20.1.9 26.1.8 29-0-0 1d 0 5-9-14 S-2.2 7-"2.1.8 "_0 2.'o.8 Sxe = 4x6 = 4x6 = Scale = 1:63.3 Sx8 = s b N lb 14 tG 11 V 2x4 If 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = 3x6 II 30 % 5-9-14 11-0-0 18-0.0 20 1 E 26.1-8 29-0-0 5.9.14 5-2.2 6-0-0 2•f0 8 Plate Offsets (X.Y)-- f2:0-3-0,0.1.81,J4.0.5-12 0-2-81 f7.0.5.12 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.13 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.30 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.08 9 rVa rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 161 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.10.0 oc bracing. REACTIONS. (lb/size) 2=1150/0.8-0, 9=1057/Mechanical Max Horz2=159(LC 9) Max Uplif12=-435(LC 10), 9=-421(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2171f754, 3-4— 1745/668, 4.5=-1574/681, 5-6=-1705/714, 6-7— 1711/714, 7.8=-841/356, 8-9=-10441424 BOT CHORD 2-15=-749/1951, 14-15=-749/1951, 13-14=-627/1572, 12-13=-627/1572, 11-12=-738/1733. 10-11=-329/737 WEBS 3.14=-438/315, 4.14=•71/391, 5-12=-86/403, 6-12=-332/215, 6-11=-561/292, 7-11=-472/1156, 7.10=-573/335, 8-10=-419/1015 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=435, 9=421. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verily deelyn paremetere end READ NOTES ON THIS AND INCLUDED AIrrEK REFERANCE PAGE MB-7473 tev. 1440MIS BEFORE USE. Dosllpl valid la use only with MIIoW connectors. this design Is bclsed only ulxxn parcaneters shown. and Is lot an kndK4ckral bu1c0ng component, not a truss system. Before use. the t)dlding designer must verity the arolcalAlly of design patamelors and Ixopefly IncoRborate this design Into the overall txAding design tkockhg indicated Is to Ixovent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent Ixocing Mffek' Is always required for slutAtly and to prevent collapse with possible personal k*ffy and rxorxmny darnage. For general gticknee regrading the k"Icatbn, slorage, delivery, eroctlon and bracing of Iftmos and miss systetm, seeANSI/TPI I Quality Criteria, DSS-S9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available Irorn truss plate Institute. 218 N. Lee Skeet. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss russ I ype ryply T1136OS44 1111M 1 A4 Rool Special 1 t Job Reference Gonad Budder's First Source. Grovelond, FL. 34736 7 640 6 Apr 19 2015 MI I ax mauaulee. VIC wee dun 14 1 u4v zu 201 i rage 1 ID.LO?myoOxgY3r47LZ?Zog9gzrRwX•Cz5mFwgrOW 5kCgvYtrdkLp4tHwvlWjn3lpbTlxz6OJz 6.9.14 13-0-0 16-0-0 _ 22.1.8 26.1.E 29-0-0l 6-9.14 s•2.2 3-0-0 6.1-e 6-0-0 d•1o•8 Scale = 1:53 3 Sze = 06 = 14 1:7 11 IV 8 30 2x4 11 30 = 30 = 3xl2 MT20HS = 3x6 II 3z8 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.56 BC 0.61 W B 0.56 Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.12 13-14 >999 240 Vert(TL) -0.30 13-14 >999 180 Horz(TL) 0.08 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 165 lb FT = 0%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.5.8 oc puffins, except BOT CHORD 2x4 SP No 2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 6-10.10 oc bracing. REACTIONS. ( lb/size) 2=1151/0-8.0, 9=1056/Mechanical Max HorZ 2=1 64(LC 14) Max Uplift2— 460(LC 10), 9=-407(LC 11) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2142/744, 3.4=-1562/590, 4-5=-1389/592, 5.6=-1561/592, 6-7=-1888/706, 7- 8=-1345/599, 8.9=-993/432 BOT CHORD 2.14=-734/1918, 13-14=-734/1918, 12.13=-469/1384, 11-12=-469/1384, 10-11=-709/1921 WEBS 3-14=0/254, 3-13=-605/387, 4-13=-118/357, 5-11=-98/355, 6-11= 602/318, 6- 10— 661/348, 7.10= 176l719, 8-10— 627/1301 NOTES- 1) Unbalanced roof live loads have been considered for this design 21, Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=151t; Cat. 11; Exp C; Encl.. GCpl=0.18; MWFRS ( envelope) automatic zone and C-C Intedor(t) 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 MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 2=460, 9= 407. 9) - Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING - VNIty dadgn porarnoton and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M&7473 rev. 10,00=15 BEFORE USE. Design vdkl for use only W tin Mltek®conneclors. Ihls doslgn is lased only upon paarnoters shown. and Is rot an frndlvkkual bidding component. not wt atrusssystem. Barone use. the building designer must vedfy the ar4ftoblilty of design parameters and poperly Incorporate this design Into the overall buIDdirng design ®acing Indicated Is to bucNing of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' peventis always required bon stabllxy and to pevenl collapse wllh possible personal "and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabricallon. storage, dolNery, erection and bracing of trusses and truss systems. seeANSI/IPI I Quality Criteria, OSS49 and SCSI Building Component Torrpa. FL 33610 SafetyInformationavallablefromtrussPlateInstitute. 218 N. Lee Street. Suite 312. Alexandla VA 22314 Job Truss Truss Type 0 ry Ply T1t360545 1111635 ' ASRoofSpiel t t Job Reference (optional) Budder's First Source. Groveland. FL 34735 r.o.v a npr w mao miroR mvum ... vm W.w euv ,. a ID:LQ?myoOxgY3i47LZ?Zog9gzrRwX-g9f8TGrKBgDbp_UkRYSzulcpoKORFOYCzTLOHNz6OJy 1d-0 7.6-14 14-6-0 19.3.12 24.1.8 29-0-0 1.4 0 7.6.14 6-11.2 4.9.12 4.8.12 4.10.8 Scale = 1:52 8 4x6 = 5.00 12 3x4 = 3x4 = 3x4 = 3x4 = 5x6 = 3x6 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1_25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.64 BC 0.71 WB 0.59 Matrix-M) DEFL. In (loc) Well Ud Vert(LL) -0.18 11-13 >999 240 Vert(IFL) -0.40 11.13 >869 180 Horz(TL) 0.10 9 n/a nla PLATES GRIP MT20 244/190 Weight: 146 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.2-6 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6.7-13 oc bracing. WEBS t Row atmldpt 7-9 REACTIONS. (lb/size) 9=1054/Mechanical, 2=1154/0.8.0 Max Horz2=176(LC 14) Max Uplift9_ 420(LC 11), 2=-477(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/774,3-4=-1978/817,4.5=-1898/838,5.6=-1572/597,6-7=-2267/869 BOT CHORD 2-13— 765/1858, 13-17=-363/1251, 12-17=-363/1251, 12-18=-363/1251, 11.18— 363/1251, 10-11=-628/1664,9.10=-773/2041 WEBS 3-13=-379/389, 5.13=-4141727, 5-11=-209/548, 6-11=-446/350, 6-10=-208 521, 7-9=-2179/794 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7. 10, VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; Cat. 11, Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & 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.Opst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder( s) for truss to truss connections. 7) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) 9=420, 2=477. 8) "Semi - rigid pltchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O WARNING - Verity, design paometen and READ NOTES ON TNIS AND INCLUDED M?EK REFERANCE PARE MIF7473 rov. IdMWIS BEFORE USE Design valld lot use only wlrin MlleW connectors. INs design Is based only upon paaneters shown. and Is for an Individual l building componenl, not a truss system. Belau use. the brdkMg designer must verify the apptlCdlNlty of design porarneters and properly Incorporate this design Into the overall MAdrng design. Bracing Indicated Is to peevent buckling of IrtdNklual truss web aril/or chord members only Additional lemporary and pefinenent bracing MiTek' It always reputed for stability and to prevent collapse with possaAe persauil rnAay and property damage. For general glaksnce re"dIng the fablricatkxL storage. dellvory. erection and bradnp of trusses and truss systems. socANSI/TPI I QuaBly Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalloMe from truss Rate Inslllute. 218 N. Lee Street. Sule 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss truss type ry ply T11360546 1111635 A6 Roof Special 1 1 Job Reference (optional) truaaat's 1•1131 Source, cstovatana, rL 34135 f.ow s mpg t• [u i o mn aR mausuiea, - wee gun - I I +e c i ev I i rava I ID:LO?myoOxgY3A7LZ?Zog9gzrRwX-g9f8TGrKBgDbp_UkRY8zulcp8KCkF5nCzTLOHNz6OJy 14-0 76.14 146-0 20.3.12 26.1-8 29-0-0 1.4.0 76.14 6-11-2 5-9.12 5.9.12 2.10.8 5.00112 4x6 = Scale = 1:53.1 US = 30 = US = 3x4 = 4x12 = 2x4 II LOADING( psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 9=1053/Mechanical, 2=1154/0-8.0 Max Horz2=172(LC 14) Max Upllft9=-417(LC 11), 2=-476(LC 10) CSI. DEFL. In (Ioc) Vdefl Ud PLATES GRIP TC 0.62 Ven(LL) 0.2311-13 >999 240 MT20 244/190 BC 0.82 Vert(TL) 0.4611-13 >752 180 WB 0.84 Horz(TL) 0.09 9 n/a rda Matrix- M) Weight. 141 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.3-14 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-8-1 oc bracing FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2072/785,3.4=-1899/755,4.5=-18191775,5-6=-1707/663,6-7=-2363/917, 7- 8=-2023/723,8-9=-1032/393 BOT CHORD 2.13=-772/1850, 13.17=-364/1244, 12.17_ 364/1244, 12-18=-364/1244, 11-18=-364/1244. 10- 11=-658/1769 WEBS 3-13=-381/388, 5.13=-346/674, 5-11=-251/599, 6.11=-436/385, 6-10=-176/477, 7- 10=-1089/530, 8.10_ 782/2192 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. 5) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about Its center. 6) This truss has been designed for a 10.0 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, with BCOL = I O.Opsl. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=417, 2= 476. 10) ' Semi-dgid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verity daatyn perrmerefe and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma•7473 ray. 10•D.' MIS BEFORE USE Design wild for use only with Mlfek®connectors. "design Is basocionly uron prnamelers shown. and Is for an IndMdual building component. not a truss syslorn. Before use. the building designer must verify the applk:ablity of design pararnelers and property Incorporate Ifris design Into the overall building design. Bracing Indicated Is to bucaing of Individual truss web and/or chord members only. Additional ternrxx ry and permanent txocMg WOW pxevenl isalways roaRhed tot stability and to prevent collapse wtth possible petsonal"and property damage. for general gJcknce regarding Ow 6904 Parke East Blvd. lobticallom sloroge, delivery, erection and bracing of tntsses and puss syslems. seeANSI/IPI I Quality Criteria, OS869 and SCSI Building Component Tampa. FL 33610 Safely IntormattonawillablefromtrussPlateinstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. o fLISS runs ype ry ply T11360547 1111635 ' A7 common t t Job Reference (opttonaq ttuddaf8 First bourca. L9rove10n0. FL.: 41A, .. a ^F. as Aw.v m.- 1--i,.v+, ...... .. vv ....... . ,....« <..., ...bo . I D:LO?myoOxgY3t47LZ?Zog9gzrRwX-9MDW gcsyx7LSR82x?G(CRE9?akXR_g 1 MC74Zpgz60Jx 1 d-0 7.6.14 14.6-0 21.5.2 29-0-0 1.4-0 7.6.14 6-11.2 6-11.2 7.6-14 4x6 = 500 12 Scale - 1:50.6 7 jg 3z4 = 30 = 3x4 = 3x6 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr YES Code FBC2014/rP12007 CSI. TC 0.57 BC 0.85 WB 0.32 Matrix-M) DEFL. in Ven(LL) -0.28 Vert(TL) -0.56 Horz(TL) 009 loc) Well L/d 8-10 >999 240 8-10 >622 180 7 IVa rVa PLATES GRIP MT20 244/190 Weight: 125 lb FT = 096 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5.5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 7=1072/Mechanical, 2=1146/0.8-0 Max Horz 2=1 68(LC 10) Max Upli(17=-424(LC 11), 2=-475(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2041/792, 3-4=-1802/693, 4-5=-1723/714, 5-6=-1805(717, 6.7=-2044/796 BOT CHORD 2-10= 775/1821, 9-10- 362/1220, 9.17=-362/1220, 8-17=-362/1220, 7-8=-637/1825 WEBS 5.8=-285/632, 6-8=-396/400, 5.10= 283/629, 3.10= 394/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=5.0ps1; h=15fl; Cat. If; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 9. 4) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about Its center. 5) This truss has been designed for a 10.0 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, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except Qt=lb) 7=424, 2=475. 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Ve fy design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE MO-7473 rev. 14011312015 BEFORE USE. Design valid for use only Win Mllek®conneclors. Rth design Is based only upon parameters shown. aril Is for an indMdiral brrldkg component. not a truss sysletn. Balm use. Iho b tAldirg doslgnrn must verity the app4k;a9)Gity of design prranvelors and properly Incorporate this design Into the ovorall trAding design. Bracing Indicated Is to prevent budding or Irytivarxi truss web and/or chord mombets only. Additional temporary and permanent bracing MiTek' 4 always required lot stability and to prevent collapse wllh possible personal Irtpry aryl properly damage. For general guidance regarding live fabrication storage. delivery, erection and bracing of frtmses and tarss systems seeANSI/IPI I Quality Criteria.OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety IMomnailon available lrom truss Plate (milMo. 218 N. Lee Street. Sulte 312. Alexandria VA 22314. Tampa. FL 33610 Job fuss Truss Type oty ply T11360546 1111635 A6 Common 2 1 Job Reference(optional) tsuaaererustSource. WOVelana,M JIrJe • a^'.' .^,,, "" . V_ ID LQ?myoOxgY3i47LZ?2og9gzrRwX-dYnuuxl.RTJ3ld7YZARZSiAL8skl71VRng7LGz6OJw 7.6.14 14-6-0 21.5.2 29-0.0 30d-0 1.4-0 7.6.14 6.11-2 6.11.2 7.6.14 1.4-0 Scale = 1:52.0 4x6 = 5.00 12 30 = 30 = 3x4 = 3x6 = 3x6 = a LOADING (pst) SPACING- 2-0-0 CST. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) -0.28 10-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.56 10-12 >620 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.09 8 n/a rVa BCDL 100 Code FBC2014lrP12007 Matrix-M) Weight: 128 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1145/0.8.0, 8=1145/0-8-0 Max Horz2=155(LC 10) Max Uplpf12=-475(LC 10), 8=-475(LC 11) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-2039l792, 3-4=-1801/693, 4.5=-1722l714, 5.6=-1722/714, 6-7=-1801/694, 7.8=-2039/793 BOT CHORD 2-12=-762/1620, 11-12=-349/1219, 11.19=-349/1219, 10-19=-349/1219, 8-10=-608/1820 WEBS 5-10=-283/629, 7-10=-394/399, 5.12=-283/629, 3-12=-394/398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 4) Plate(s) at Jolnt(s) 11 checked for a plus or minus 5 degree rotation about its center. 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Jt=lb) 2=475. 8=475. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify dodyn parametwe and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE UN-7473 rov. I&VIW IS BEFORE USE Design valid (of use orgy with MilekO conrwctots. R* dcsIgn is bated oNy upon parameters shown. and Is for an Individual building component, not a tnas syslorn. Botote use. the building designer roust verily the apdicallllly of design paatmetets arld properly Incorporate Ihls dosign Inlo the ovorail Biachg ti dlcarod h to bucairlg Individual buss web and/or chord members only. Additional temporary and permanent tracing M iTek' building design. prevent of Is always required to stability cmd to prevent collapse with pos&Ae p otsondd Initay dmd property damage. For general guidance tegoid6ng the fal3dcatiari storage. doWery, etection arid btocino of tomes and Inns systems. swANSI/IPI I Quality Cdt*da, 0SB-69 and BCSI 6ullding Component 6904 Parke East Blvd Safety Information available non Truss Plato Institute. 216 N. Lee Street. Suite 312, Adoxandria VA 22314. Tampa. FL 33610 Job ruse Truss Type 0 ry Ttt360549 111163S ' A9 Hip 1 1 Job Reference (opbona6 Builder's First Source. Gtoveland. FL. 34736 r 640 a Apr 1v 20 le m i ex industries. Inv. Wad aun i 4 I i.-Q.24 cv I r rava I I D:LO?myoOxgY3i47LZ?Zog9gzrRwX•5kKG5HtDTlb9gSCJ6hhgW f ENKXHhSXvegRZguiz6OJv 06-9.14 13-0-0 16-0-0 22.2.2 29-0-0 , 30.4-0 , 1. 41 fi-9.14 6.2.2 3 0 6-2.2 6.9.14 ' 1-4-0 ' 30 LOADING ( psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Sx8 = US = 20 1: 1 14 IV e 2x4 II SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rPI2007 REACTIONS. ( lb/size) 2=1145/0.8.0, 7=1145/0-8-0 Max Horz2=140(LC 10) Max Uplift2= 478(LC 10), 7=-478(LC 11) 3x4 = 3x4 = 3xa = 2x4 11 30 Scale - 1:63.4 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.43 Vert(LL) 0.13 12.13 >999 240 MT20 244/190 BC 0.54 Vert(fL) -0.31 12-13 >999 180 W B 0.55 Horz(TL) 0.10 7 We n/a Matrix- M) Weight: 145 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9.8 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-9-11 oc bracing. FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or fess except when shown. TOP CHORD 2-3=-2124/787, 3-4=-1545/572, 4.20=-1370/581, 5.20=-1370/581, 5-6=-1546/572, 6. 7=-2124/789 BOT CHORD 2-13=-750/1903, 12.13=-750/1903, 11-12- 403/1368, 10-11- 403/1368, 9-10=-612/1902, 7- 9=-612/1902 WEBS 3-13=0/255, 3-12=-605/385, 4.12- 117/353, 5-10=-115/354, 6.10=-604/387, 6-9=0/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsh h=15ft: Cat. If: Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=478, 7= 478. 7) ' Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - VeAry design parsmefenl end REAO NOTES ON THIS ANO INCLUDED MrrEK REFERANCE PAGE M9.7473 rev. 14WMIS BEFORE USE Design valkf fa use only wllfl MI IeIA connectors. flits design Is based only upon trlranoters sown. and Is for a1 trldtvldual buldtrlg compononl. not a Itus system. Before use. the building deslgrlan must verify the applicablilly of design patanetersa d propody Incorporate Ihls doslgn Into the overall building design. Bracing Inundated Is to budding of Irldlvktuat puss web and/or crmd members only Adallbrtal temporary and permanent bracing M!Tek' ptovent 6always teci lied fa stadtby and to prevent collapse Win possble personal trytay and property dktnage. For general guidance regarding Me labticatbn, storage, delivery, election and bracing of trusses and truss systems. seeANSI/IPI I Quality Cdteda, OSB-89 and SCSI Building COMPOMM 6904 Parke East Blvd Safety Information available train truss Plate Instilulo. 218 N Lee Street, Suite 312. Alexandrki VA 22314. Tamps. FL 33610 Job Truss Truss Type y Ply I T11360550 1111636 A10 Ho 1 1 Job Reference (optional) tsuaaaf"s fltst bourca, usovorana. t-L.:rgr;sb /A1V qIP' -cvrom eR muuaums. vac. 1-4vo,+,,..a.,v Av,, ray.1 ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-KCrFOYnBMHbljObne?YoBzvvpJYaaz7TgBdfdAz6OK 1 1-4-0 5.9-14 11-0-0 18-0-0 23-2.2 29-0-0 130-a-0, 1.4-0 5.9.14 5-2.2 7-0 0 5-2-2 5.9.14 Scale - 1:63.4 Sx8 = 4x6 = 30 2x4 II 30 = 3x4 = 3x8 = 20 II 3x4 511.0-0 1$-" 23.2.2 S4a5.9.9 741.0 5.2.2 52-0 Plate Offsets (X Y)-- f2:0-3-0 0.1-81 (4:0-5-12.0-2-81.f7:0-3-0.0-1.81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.13 12-13 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.31 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.10 7 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 141 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.8.13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1145/0-8.0, 7=1145/0-8-0 Max Horz 2=1 21 (LC 10) Max Uplift2=-480(LC 10), 7=-480(LC 11) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2.3=-2155/819, 3-4=-1728/654, 4-20=-1557/652, 5-20=-1557/652, 5.6- 1729/654, 6- 7=-2155/822 BOT CHORD 2-13=-771/1936, 12.13=-771/1936, 11-12=-499/1556, 10.11=-499/1556, 9-10=-652/1936, 7. 9=-652/1936 WEBS 3-12=-437/301, 4-12=-66/385, 5.10=-57/385, 6-10=-437/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and fight 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 011=1b) 2=480, 7= 480. 7) " Semi -rigid pllchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity dadyn perrme vas end REAO NOTES ON THIS ANDWCLUDEO MITEK REFERANCE PAGE MD7473 rev. fA•A MIS BEFORE USE Design valid lot use only with Mlfek® connectors. R* design Is based only upon parameters shown, and Is tot on Individual txAdfrlg componont. not a truss systern. Before use, the building designer must verity the appticatAlly of design riaratnolets and Ixoporly IncoO3orate this design Into Or* overdl txdcGng design. ®acing indicated Is to buckling of IrWNkJud truss wet) aril/or chord members only. Additional lempor®y and permanent txactrlg MiTek' preventIs always tegrlred tot stab9tiy and to prevent collapse Win poss"o persorwl filmy anti properly darnage. For genetd guidance tc-g c tg the 6904 Pmke East Blvd. fabricationstotage, deltveM erection and Lxac&V of trusses and truss systems, seeAN51/TPI I Cuatity Criteria. 0SB49 and BC51 Building Compondnt Tampa. FL 33610 SafetyinformationavallaMekomtrussPlateInstitute. 218 N. Lee Street. Sulto 312. Plaxandda. VA 22314. fuss Truss Type ty fly T1136065111 1111636 ' A11 Hip 1 1 Job Reference (optional) Budder's First Source, Groveland, FL. 34736 7.640 s Apr 1112016 MiTek Indusures, Inc. wed Jun 14 11:49:16 2017 P090 1 ID:LO?myoOxgY3i47LZ?Zog9gzrRwX•KCrFOYnOMHbljObne?YoBzvOgJUHaypTgBdFdAz60K 1 14-0 4-9.14 9-0-0 14.6-0 20-0-0 24.2.2 29-0-0 30d-0 1.4-0 4.9.14 4.2.2 5.6-0 5.6-0 4-2.2 4-9.14 3x6 = 4x6 = 3x8 = 3x8 = 4x6 = 3x4 = 2x4 II 3x6 = 34 = Scale = 1:53.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL) 0.16 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(TL) -0.35 13-16 >986 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.37 Horz(TL) 0.11 8 IVA n1a BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 141 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc puffins. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 6.4-5 oc bracing WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1145/0.8.0, 8=1 145/0.8.0 Max Horz 2=101(LC 14) Max Upli1t2=-483(LC 10), 8=•483(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2148/914,3-4=-1882/759,4-5=-1713/736,5.6=-1713/736,6-7=-1882/760, 7-8=-2148/916 BOT CHORD 2.13— 850/1938, 12.13=-755/2007, 11.12=-755/2007, 10.11=-755/2007, 8.10=-750/1938 WEBS 3.13=-271/283, 4.13=-122/456, 5.13=-457/254, 5.10=-457/253, 6.10=-121/456, 7-10=-271/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=483, 8=483. 7) "Semi -rigid pllchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING . Vedly design perrmetas and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A07473 rev. 10003120IS BEFORE USE. Doslgn valid for use only vdm Mllok® Con neclors. lhh deslpn Is based only upon patometers shown, and Is tot an IndlvkAtal bolding component, riot a truss system Belae use. the Ixlldng designer must verify the appli ;abllry of design patamelers and property Incoq»talo this design Into the ovcKall building design. Broci ng Indicated Is to prevent Ixucafrng of lndlvklual truss web and/or ctwrd members only Additional lempotary and permanent txaclng MiTek' is always feWred for skbllty and to rxevenl collapse with possible personal Enpay urxl property damage Fa genotal guidance tegualrnd the fabilcollom slotage, delivery, erection aril txocUlg of Intsses and truss systems, sooANSI/IPl I Quality Criteria. DSB•69 and SCSI Building Component 6904 Parke East Blvd. Safely information ovdk"e from lrruss Plate Institute. 218 N. Leo Street. Suite 312. Alexanckla. VA 22314. Tampa. FL 33610 Job TrUSS TrUSS Type oty Ply T11360552 if 11635 Al2 Hip Girder 1 1 Job Reference clonal Budder's Fast Source. Gr&veland. FL. 34736 r.esu s Apr w zuso Nut ax moussrms, im. Wed dun i a i i av re 20i r rage i 10:LO?myoOxgY3147LZ?Zog9gzrRwX•Gaz?gEpSuvrOyX19mQbGGO_KL7H I2iWmHV6MMz6OK? 1.4-0 . 9.14 7 2-0 . 2.2 So. 9 16.11.7 22-0-0 52.2 ..3.4- 0. 0 323- 0. 9 3-0914 10 35. 00 12 8x12 = 2x4 11 3x8 = 6x8 = 4 22 23 5 24 25 26 6 27 28 7 Scale = 1.53 6 I it) 29 30 'a 14 31 32 '' 33 34 rL 1. Sx8 STP= 20 II 30 = 6x12 MT20HS= 20 II 3xB = 2x4 11 l. 5x8 STP= 3x8 MT20HS 5x8 = 3x8 MT20HS LOADING ( psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL • 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.46 BC 0.37 WS 0.93 Matrix- M) DEFL. in Qoc) Wait Ud Vert( LL) 0.33 13-15 >999 240 Vert( TL) -0.58 13-15 >602 180 Horz( TL) 0.13 9 n/a rVa PLATES MT20 MT20HS Weight: 180 lb GRIP 244/ 190 187/ 143 Fr = 0%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.6.2 oc puffins. 4- 7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=2007/0-8.0, 9=2006/0-8-0 Max Horz 2=80(LC 8) Max Uplifl2=-958(LC 8). 9=-958(LC 9) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4586/2146, 3-4=-4471/2109, 4-22=-5514/2642, 22.23=-5516/2643, 5.23=-5519/2643, 5- 24- 5515/2640, 24.25=-5515/2640, 25-26=-5515/2640, 6-26=-5515/2640, 6- 27=-4182/2002, 27.28=-4178/2001, 7-28=-4177/2000, 7-8=-4469/2105, 8-9=-4585/2146 BOT CHORD 2.17=-1978/4212, 16-17=-1978/4212, 16.29- 1885/4140, 29.30=-1885/4140, 15. 30=-1885/4140, 14-15=-2530/5516, 14-31=-2530/5516, 31-32= 2530/5516, 13- 32=-2530/5516, 13-33= 2530/5516, 33-34=-2530/5516, 12-34=-2530/5516, 11- 12=-1897/4211,9.11=•1897/4211 WEBS 3-16=-220/251, 4.16_ 164/618, 4-15=-777/1630, 5-15=-596/495, 6-13--0/360, 6- 12=-1588/770, 7-12=-500/1346, 8.12=-217/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.0psf: h=15ft: 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=958, 9= 958. 8) ' Seml-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 213 lb up at 7-0-0. 87 lb down and 122 lb up at 9-0-12. 87 lb down and 122 lb up at 11-0-12. 87 lb down and 122 lb up at 13-0-12. 87 lb down and 110 lb up at 14-6-0. 87 lb down and 122 lb up at 15-11-4, 87 lb down and 122 lb up at 17.11.4, and 87 lb down and 122 lb up at 19-11-4, and 175 lb down and 213 lb up at 22-0-0 on top chord, and 289 lb down and 135 lb up at 7-0-0, 65 lb down at 9.0-12. 65 lb down at 11- 0-12. 65 lb down at 13-0.12, 65 lb down at 14-6-0. 65 lb down at 15-11-4, 65 lb down at 17.11-4, and 65 lb down at 19-11-4, and 289 Ib down and 135 Ib up at 21-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. n nu on page 2 WARNING. VmUy design parsm&ters and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE Ma7473 rov. 101112MIS BEFORE USE. Design vdkl for use only with MllekS conneclws. thb design Is lased only upon patdmnetefs shown. and Is lot an IntlMdtal bxAding component, not a truss syslom. flekxe use. Iho building ckr4nef must vodly the arxAlcablilry, of design parratnetets and raopody Incorpaale this design Into Iho ovotdtll building design. Bracing Indlcolod Is to trading of Ira WLKil buss web dlnd/ot chord members only Additional lempotary and petmanenl bracfrng M iTek' preventIs diways IW41*0d tot stabUay and to rxevenl cok pse with possible personal ktpuy and propony dornoge. Fot general guidance ragurd 1W the 6004 Perk& East Blvd fabrication, storage, dlellvory, erection and bracing of Kisses and fr rs systems. seeANSVIPI I Quality Cdledo, OSS-89 and SCSI Building Component Tampa. FL 33610 SafetyIMormablonavailablefromIrusPlateInsllkdo. 218 N. Lee Street. Suilo 312. AloxcMdc, VA 22314. Job Truss Truss Type ty Tt13fi0552 1111636 Al2 Hp Girder 1 1 Job Reference (optional) twsaer's 1-9(151 source. uatoveuana, rL. a4rjb ny, w cv w mu aw u.wm wa. 1- . vv ... ,... ,a .v cv.. v c 10:LO?myoOxgY3r47LZ?Zog9gz(RwX•Gaz?gEpSwr0yX19mObGGO_KL7H 12I W mHV6Mh3z6OK? LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4.7=-54, 7-10=-54, 2-9— 20 Concentrated Loads (lb) Vert:4=-128(F) 7=-128(F) 14=-40(F) 16=-289(F) 12=-289(F)22=-87(F) 23=-87(F) 24=-87(F)25=-87(F)26_ 87(F)27=-87(F) 28=-87(F) 29=-40(F) 30— 40(F)31=-40(F) 32=-40(F) 33=-40(F) 34=-40(F) A WARNING • Vedy design puameters and READ NOTES ON THIS AND INCLUDED UIFEK REFERANCE PAGE M&7473 rev. I&MMIS BEFORE USE Oeslgn valid for use only with Mllek® connectors this design It based only upon parameters shown. and is for On hdlvtdual "ding component, not a buss system. Botoro use. Iho building designer roust vody the "IcabAlty of design Iuraneters and property Incorporate this design Into Iho overall b iAdIng design. Bracing Indicated Is to Ixevent buckling of individual truss web and/or chord members only AddIDlonat temporary and perrnanont bracing MiTek' is always reWtod for stabtllly oKJ to prevenl collapse wllh pos4ble personal " and property damage. For general guidance regarding 0e fabrication, storage, delivery, erection and btctchg of tnrsses and tress systems. seeANSi/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Solely IMormatlon available from truss Rate hstlMe. 218 N. Lee Street. Sudle 312, Ale¢emWa. VA 22314 Tampa, FL 33610 Job I russ Truss Type oty Ply Tl1360553 1111635 CJI Jack -Open 10 1 Job Reference (optional) Buddere Firt1 SoufW. Graveland, FL 34736 7.540 a API 19 2015 Mr r OK rnaue111ee, Inc. WOO Jun 14 1 I ATZ4 Zu1 I raps 1 IO.LO?myoOxgY3i47LZ?Zog9gzrRwX-5kKG5HtOTIb9gSCJ6hhgW1ERpXPpSfZegRZgwz6OJv 1.4-0 1-0-0 1.4-0 1-0-0 20 = 1-0-0 1-0-0 Scale = 1:6.8 Plate Offsets (X.Y)-- 2:0-1-2,Edslel LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.00 5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ven(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a We BCOL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 5lb FT=00% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=3/Mechanical, 2=147/0.8.0, 4=-5/Mechanical Max Horz 2=48(LC 10) Max Uplift3=-3(LC 10). 2=-107(LC 6), 4=-5(LC 1) Max Grav3=7(LC 3), 2=147(LC 1), 4=16(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing NOTES- 1) Wind ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi--0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=107. 6)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNWO - VWW design POMMIere and READ NOTES ON THIS AND WCLUDED MrrEK REFERANCE PAGE M9.7473 rev. IMMIS BEFORE USE Design vclkl for use only vAM Mllel9 conneckxs. Ihh design Is bated only upon parameters drown. and Is for an Individual building component. not a Itrm system. Befao use, the building deslgnor must vedty the al4ftabllry, of design Ixaarnolets and Ixorx:•rly Incorporate this doslgn Into the overall building design. Bracing Indicaled Is to prevent bwcldlrlg of Individual trim web aw/a chord mombeis only. Additional temporary, and permanent Ixachlg WOW Is always reetuired for stability and to puevenl collapse with possible personal elkxy and property damage. For general guidance regadrlg Me fab ilcalkxi storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/rP1I Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plato lnsltiute. 218 N. I ee Sheel. Suite 312. Alexa dila. VA 22314. Ternpa. FL 33610 Truss russ I ype ry y T11360554 1111636 CJ3 Jeck-Open 10 1 Job Reference (optional) tlullder's Flrei Source. Groveutnd. I'L J4/S6 r.our s wPr Iv mw rvu ros mauauies, Inc. ".6 aua a 1 rw. , ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-5kKG5HIDTlb9gSCJ6hhgW fERpXPMSIZegRZguiz60Jv 1 4-0 3-" 1.4-0 3-0-0 Scale = 1:11.1 2x4 = Plate Offsets (X.Y)-- 12:0-0-2.0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 12 lb FT = 0°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=57/Mechanical, 2=205/0-8.0, 4=27/Mechanical Max Harz2=92(LC 10) Max Upllft3=-54(LC 10), 2=-105(LC 10) Max Grav3=57(LC 1), 2=205(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsh h=151t; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interlor(1) zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed tot 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 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(S) 3 except (jt=lb) 2=105. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING - Veiny dedpn perrmetane and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MD7473 tev. 1692)2016 BEFORE USE. Design volkl for use only wtlh Mllek® connectors. this design S based only upon parameters shown. and Is for an Individual buldklg component. nol a trusssystem. Before use. Ito building designer must vedfy Iho aloicabllly of design porarnobeis and lxopedy lncogorole th6 design Into the overall building design. Bracing Indicaled Is to provent Welding of lndNklud Iruss web and/of chord members only. Additional temporary and permanent lxaclng MiTek' It always required for stability aril to rxevent collapse with possible personal t1Aav and property damage. For general gukkrlce regarding BW fatmicalkxL slotoge, delivery. erection and Lxdaing of frtmes and truss systerns. socANSI/IPI I Quality Cdlerla, DSB-69 and SCSI Building Component 6904 Parke East Blvd Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312 AloxarWda. VA 22314. Tanga. FL 33610 Truss Truss Type oty Ply Tt t 3tx1555 111t63S cis Jack -Open 10 1 Job Reference (opGonaO Builder's First Source. Groveland, FL. 34736 1.o4u s Apr to Zeta mu eK mausrnres. I=. wee dun r+ r r •vza du 17 raga r I D:LO?myoOxgY3i47LZ?Zog9gzrRwX-ZxulldurE2j01c nW gODv2tribOxj n86pou5J EO9z6OJu 1d0 5-0-0 1.4-0 5.0.0 Scale = 1:16.3 2x4 = 5-0-0 Plate Offsets (X Y)-- 2.0-1-140-0-101 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) 0.02 4.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ven(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 18 lb FT = M° LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 3=100/Mechanical, 2=293/0-8-0, 4=45/Mechanleat MaxHorz2= 138(LC 10) Max Uplift3=-97(LC 10), 2=-139(LC 10) Max Grav3=100(LC 1), 2=293(LC 1), 4=75(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4 2psf; BCDL=S.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2= 139. 6)' Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING - Verfry design paremotas and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE M9.7473 rev. IM30W I5 BEFORE USE Design wild lot use only with Mllek® Contleclors. Oils design Is based only upon parameters shown. and Is for an In iNkAwl building component. nor a truss system. Before use. the IxllcAng designer must verity the arolcalAlly of design paromolers and proporiy incorporate this design Into the overall IxAdlnlg design. Bracing Inckolod B to buckling of Individual truss web arld/e chord members only. Additional temporary and penmanenl Ixoclrlg MOW preventIs always neighed la sloMity cinld to prevent Collapse wtih possetle personal tnvtry arxl properly dcxrage. For general gtddcrlco tegedlnlg irw 6904 Parke East Blvd kaxlcatkrLslotago. dollvery, erection and bracing of trusses and truss systems, seaANSI/1PI I Quality Criteria, DSS-89 and SCSI Building Component Tampa. FL 33610 SalaryInformationavaliblefromtrussPloteInstitute. 216 N. Lea Strool. Srlte 312, Alexandria. VA 22314. Job Truss Truss Type aty Ply T11360656 1111635 EJ6 Jack -Open 4 1 Job Reference Uonal tsunaer s Mast source. Vrweraaa, rL. as dao . W.V. -M .a &V • V m. • a" •.... ••". ••. •• "•• •- • • - • • • ter- ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-ZxulldurE2j01cnW gODv2tna7xigB6pou5JE09z6OJu 1.4-0 5.9-0 1.4-0 - 5-9-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) 0.03 4-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Ven(rL) 0.07 4-7 963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=327/0-8.0, 4=51/Mechanical Max Horz2=155(LC 10) Max Uplift3=-113(LC 10), 2=-153(LC 10) Max Grav3=115(LC 1), 2=327(LC 1), 4=86(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16 8 PLATES GRIP MT20 2"A 90 Weight: 20 lb FT = 04b BRACING - TOP CHORD Structural wood sheathing directly applied or 5.9.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4 2psh BCDL=5.Opst; h=1511; Cat. 11. Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=113, 2=153. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - vorlly dotlpn pwwn*tera and READ NOTES ON THIS AND INCLUDED MMEX REFERANCE PAGE M1F7473 rov. 18112MIS BEFORE USE Design valid for use orgy wllh Milek®conneclon. fhls design is based only upon pdacrmelers shown, and h for co ind ividral building component, not a truss system. before use. the buildinging cleslgrer must verily the aplxtcabllly, of design Ixxarneters and Ixoperly Incorporate this design Into the overall txlding design. Bracing Indicated Is to buckling of Indlvldrxd truss web and/or chord members only Additional temporary and retmonenl Ixocing MiTek' rxovent Is olwcrys recplted for sk"Ify and to prevent coURlse with possible personol Irlrry cnd properly damage. For genetcd gukfance regarding the 6904 Parke East Blvdfatxk-atkxn. storage, dellvety, erection and txocing of trusses cod buss systems, soeAN51/iPl I Quallly Criteria. OS6.69 and SCSI building Component Tarrga. FL 33610SafetyInformationavallolblefromtrussPlateInstitute. 218 N. Lee Street. Suite 312, Mexandlda. VA 22314. Job Truss Truss Type aty Ply T11360SS7 111163S ER Jack -Open 20 1 Job Reference (optional) tsusaers rust source. tooverona, rt- s4 r;sb r ow s nPr ry "'a mn eu mauamea, rrrc v"ea dun .. r ....... i rape r IO:LO?myoOxgY3i47LZ?ZogggzrRwX-17S1 WzvT?MrtvAMiE5k8b4KiNL06wZ3x712nybz6OJt 1.4 0 74-0 1-4-0 7-0-0 30 = 7.0-0 741.m Scale = 1.19 3 Plate Offsets (X.Y)-- 12:0-1-14.0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) 0.06 4-7 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.36 Ven(TL) 0.15 4-7 539 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matnx-M) Weight: 24 lb Fr = 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3= 14 1 /Mechanical, 2=384/0.8-0, 4=60/Mechanical Max Horz2=176(LC 10) Max Uplift3=-123(LC 10), 2=-177(LC 10) Max Grav3=141(LC 1), 2=384(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.0pst; h=151t; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=123, 2=177. 6) 'Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. O WARNWG - Verify design penumfers and READ NOTES ON THIS ANDWCLUDEO M/7EK REFERANCE PAGE MS-7479 mv. rd0 MIS BEFORE USE. Design vdkd la use ordy %Alh Mllek®connoclas. lhis design Is Leased only upon paramelers srlowin, and Is for an trdlvldual building Component, not a truss systom. Before use. Ile building desldnot must vedly the apixlccdsBity of design paarnolets and properly Incogwnate this design Into the ovo"A. txOding design. eactrlg Indicalod Is to prevent buckling of Individual (miss web and/or chord members only. Additional temporary arKI Ixnmanonl bracing M iTek' Is always ter"ed la stability and to prevent collcCw with possible personal trtPxy and properly damage. For general gtldalco regarding the fabrication, storage, delivery, erocllon ad braclrlg of trusses ad truss systems SoeANSI/IPI I Quality Criteria, OSS-89 and SCSI Budding Component 6904 Parke East Blvd. Safety Information available tram truss Plate tnsllMe. 218 N. lee Street. Sidle 312. Alexo risks. VA 22314. Tampa, FL 33610 ruse fuss I ype ty Y T11360558 1111635 KS HO Girder 1 nG Job Reference (optional) 9a11dar'e First source. Utoveland. I-L. 34135 i.o a np as cv.6 m..ei, n.vuauwa, i— ..—v.... In 4- .c. cv.. rage , I D:L04myoOxgY3i47LZTZog9gzrRwX-VJOPjJwSmg_MvxuripFN8lsnHIHFIr65MOoKU 1 z6OJs 1.4.0 3.2.6 5.8-0 10-0-0 143.0 16.9.10 20-0-0 1.4-0 3.2.6 2.6.10 4-3-0 4-3.0 2.6.10 3.2.6 Sx6 = 2x4 II 6x12 MT20HS = Scale = 1:37.3 1.5x8 STP = 4x10 MT20HS = 4x12 11 ex10 — 4x12 11 1.54 STP = SX8 = — 4x12 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.31 8.9 >775 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Ven(TL) -0 55 8-9 >437 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(TL) 0.11 6 n/a rt/a BCDL 10.0 Code FBC2014/fPI2OO7 Matrix-M) Weight: 205 lb FT = 0%, LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc puffins. 3.5: 2x4 SP No.1, 5-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-6.9 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 20 SP No 3 REACTIONS. (lb/size) 6=6141/0-8-0, 2=4335/0-8.0 Max Horz 2=82(LC 27) Max Uplifl6=-2650(LC 9), 2=-1973(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11015/4947, 3.15— 13185/5903, 15.16— 13185/5903, 4-16=-13185/5903, 4-17=-13185/5903, 17.18=-13165/5903, 5-18=-13185/5903, 5.6=-12450/5408 BOT CHORD 2-10=-4533/10112, 9-10=-4533/10112, 9-19=-4475/9979, 19.20=-4475/9979, 8.20=-4475/9979, 8-21=-4839/11276, 21-22=-4839/11276, 7-22=-4839/11276, 7.23= 4918/11481, 23-24=-4918/ 11481, 6-24=-4918/11481 WEBS 3-9=-928/2154, 3.8=- 1629/3766, 4.8=-328/351, 5-8=-1160/2291, 5.7=-1293/3326 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-7.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10, Vult=140Mph ( 3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsf, h=15ft: 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 6=2650, 2=1973. 10)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Q WARNING- Verify design paretnerere and READ NOTES ON THIS AND INCLUDED Mr/EK REFERANCE PAGE UP-7473 rev. I4103MI6 BEFORE USE. Design vald for use only with Mllel0 connectors. Itls design is based only upon parameters shown. arid Is lot an IndlAd ual building component, not a truss system. Before use. Iho building designer must verily the cq)OlcotAlty of deskp pararnolorsand ptopetly incogorate Ids cosign Into tho overall 1xBdirlg design. Bracing indicated Is to pfovent budding of Individual miss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always tecplred for sk"Ity arid to prevent collapse with possible petsona9 knksy and properly damage. For general guidance rega idirlg the lalxlcallon, storage, dellvery, erection and btacklg of trusses and Iris systems. seeANSI/IPI I Quallly Criteria. OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Irdaimatlon available train truss Plate Institute. 218 N. Lee Street. Sullo 312. Alexandria VA 22314. Terripa. FL 33610 otss cuss ype ty Ply r T11360558 1111635 j'-: H'0Girder 1 L Job Reference (optional) tsurrosr' s rust boures, tirdwerana. IL. wr so 10: LO?myoOxgY3i47L2?Zog9gzrRwX-VJOPIJw5mg_WCvxunpFN8lsnHIHFfr65MOoKUIz60Js NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 112 Ib up at 6-10-15, 61 lb down and 112 lb up at 8-10.15, and 61 lb down and 111 lb up at 10-10-15, and 61 lb down and 112 Ib up at 12.10.15 on top chord, and 2051b down and 110 Ib up at 5-9-0, 461b down at 6-10-15, 19191b down and 935 Ib up at 7-1-8, 46 lb down at 8-10-15, 1036 lb down and 475 lb up at 9-0-12, 46 lb down at 10-10-15, 1037 lb down and 441 Ib up at 11-0.12, 46 lb down at 12- 10-15, 1036 lb down and 427 lb up at 13-0-12, 205 lb down and 110 lb up at 14.3-0, 1034 lb down and 440 lb up at 15-0.12, and 1033lb down and 437 lb up at 17-0-12, and 1053 Ib down and 443lb up at 19-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 6.6_ 54, 2-6=-20 Concentrated Loads (lb) Vert: 9=-205(B) 7_ 205(B) 12=-1053(F) 15=-61(B) 16=-61(8) 17=-61(B) 18=-61(B) 19=-1950(F_ 1919, B— 31) 20=-1067(F=-1036, B=-31) 21=-1067(F=-1037, B=31) 22=- 1066(F=-1036, B=-31) 23=-1034(F) 24=-1033(F) 0 WARNINO - Vorlry desgn parvaWare and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M0.7473 rev. I4612015 BEFORE USE. Design vaild for ttse orgy with MllekO connocto(s. this design 6 based only upon parameters shown. and Is for an MdMdtral txtldina component, not a truss system. Before use. Ih o building designer must verify the appllca1)01ty of design parameters and properly Incorporate this doslgn Into the overall tx9d1h1g design. Bracing indicated Is to provent buckling of Individual Russ web ad/or chord members only. Additional temporary and permanont tracing MOW Is always required fa staAlly and to rxevenl collapse with possbW personal Injury and properly dlanage. For general guidance regarding M lab ilcotkxl. storage, diolivety, erection and bracing of trusses and truss systems. seeANSI/tPl I Quality Criteno, OSB-69 and SCSI Building Component 6904 Parke East Blvd. Salary Information ave/kible Oom Iris Plate institute, 216 N. Lee Sheol, Salto 312. Alexadria. VA 22314. Tarrpo, FL 33610 russ ype ty NT11360559 1111635 H.16 litrussiagonal Hip Girder 2 1 Job Refereme (opkona0 Buildefs Fttsi 50uwa. GrOVeland, FL 34736 rube , ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-zWanxtMXz6b93WSLWmcgVP4d91mORUEa2Xu1 Uz6OJr 1.10.10 4-3.15 8-0.13 1.10.10 4-3.15 3.8.14 Scale = 1:18.9 3x4 = 4-3.15 3.8-2 0-03 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Veri(LL) 0.02 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.05 6-7 999 180 BCLL 00 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 5 n/a nta BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 34 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=138/Mechanical, 2=334/0.10-15, 5=233/Mechanical Max Horz2=168(LC 4) Max Uplitl4=-136(LC 13), 2=-266(LC 4), 5=-81(LC 8) Max Grav4=138(LC 1), 2=407(LC 19), 5=240(LC 3) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.11=-530/215, 3-11=-522/222 BOT CHORD 2-13-300/485, 7.13=-300/485, 7-14=-300/485, 6-14-300/485 WEBS 3-6=-523/324 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; end venical 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 five loads. 3) ' This truss has been designed for a live load of 20.0psl 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 100lb uplift at joint(s) 5 except 61=1b) 4=136 2=266. 6) 'Semi -rigid pltchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 57 lb up at 1.4.15, 87 lb down and 57 lb up at 1.4-15, 26 lb down and 53 lb up at 4-2-15, 26 lb down and 53 lb up at 4-2.15, and 44 lb down and 104 lb up at 7-0-14, and 44 lb down and 104 lb up at 7.0.14 on top chord, and 18 lb down and 9 lb up at 1.4.15, 18 lb down and 9 lb up at 14-15. 9 lb down and 0 lb up at 4-2-15, 9 lb down and 0 lb up at 4-2-15, and 28 lb down at 7-0-14, and 28 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14= 54, 5-8=-20 Concentrated Loads (lb) Vert: 7-9(F-5, B=-5) 11=113(F=57, 8=57) 12=-72(F-36, B=-36) 14= 42(F— 21, B= 21) Q WARNING - verrry dadon panm tear and READ NOTES ON TNIS ANO WCLUDEO MITEK REFERANCE PAGE A1017479 rev. 10D3r1015 BEFORE USE Design valld tot use only Win Mllek® connectors. lrgs design Is basod only upon paramelen shown. and Is for m Individual Wilding component, not a truss system. Before use. Ire "citing designot must vedfy the arolcatAlly of design Patamelets and properly Incorpo1ofe this design Into the ove", design. Bracing Indicated Is to buckling of tndNat,tl truss web and/or chord members orgy. Additional tornporay and permanent tracing MOWbuildingprevent Is sways recplred lot sic"tly and to prevent collarne wllh posst Ae personal Initay aril rxopedy danage. Foe gem -tad gtldance rogadl ng tits 6904 Parka East Blvd. fabilcallon. slorage. delivery, etectim and bracing of Inrsses and tmss systems. seeANSI/IPI I Quality Cltedo, 058-89 and &CSI Building Component Tampa, FL 33610SafetyIMonnatlonavalladekombussRateInstitute. 218 N. Lee Street. Sudle 312. Alexandria, VA 22314. Job I fuss Truss Type oty ply Tt1360560 1 f f 1635 HJ7 Otegonal Hip Girder 3 1 Job Reference(opaonap Builder's Fast 5oulce. GroyMand. FL. 34736 1 64u s Apr lv 2u16 Mirex InaU311109. Inc. wea Jun 14 11:4v en zu1 r rage I ID:LO?myoOxgY3i47LZ?Zog9gzrRwX-zWanxtwjXz6b93W5LWmcgVP3X9hUOPOEa2XuI Uz6OJf 1.10.10 5.2-9 9.10.1 t•fo-10 5.2.9 4-7.8 Scale = 1:22.7 N 3x4 = zx4 u 5 5.2.9 14.7-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(fL) 0.09 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 5 n1a n1a BCDL 10.0 Code FBC2014/TP12007 Matnx-M) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=118/Mechanical, 2=405/0.10.15, 5=277/Mechanical Max Horz2=190(LC 4) Max Uplift4=-94(LC 4), 2=-300(LC 4), 5=-114(LC 8) Max Grav4=118(LC 1), 2=476(LC 19), 5=277(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9.5-1 oc bracing. FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-11=-696/293, 11-12-715/296, 3-12=-663/302 BOT CHORD 2-15=-391/663, 15-16=-391/663, 7.16=-391/663, 7-17=-391/663, 6-17=-391/663 WEBS 3.7=0/252, 3-6=-706/417 NOTES- 1) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=1511; 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 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 100 lb uplift at joint(S) 4 except Qt=lb) 2=300 5=114. 6) "Semi -rigid pitchbreaks Including heels" Member end fixlty model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87lb down and 57 lb up at 1.4.15, 87 lb down and 57 lb up at 1.4-15, 26 lb down and 53 lb up at 4.2.15, 26 lb down and 53 lb up at 4-2-15, and 44 lb down and 102 lb up at 7.0.14, and 44 lb down and 102 lb up at 7-0-14 on top chord, and 18 lb down and 9 lb up at 1.4.15. 18 lb down and 9 lb up at 1-4-15, 9 lb down and 0 lb up at 4-2.15. 9 lb down and 0 lb up at 4-2-15. and 24 lb down at 7.0-14, and 24 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase--1.25, Plate Increase--1.25 Uniform Loads (pll) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=113(F=57, 0=57) 13=-46(F— 23, B— 23) 16=-9(F=-5, B— 5) 17=-33(F-16, B=-16) 0 WARNING - verify ded9n panwtotem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma•7473 rev. 14163,2015 BEFORE USE Design valid for use only with Mllek® connectors. this design Is based only upon pxaamolers shown. and Is lot an Individual building component net a Irma system. Before uso, the building designer must verity the gtplicab ility of design pat melofs and properly Incorporate IMs design Into It* ovorall txlking dosign. Bracing Indicated Is to prevent buckling of Individual Inca web and/or chord members only. Additional temporary and permanent Ixacng Welk' B crivays recµNed fa skt Atly and to rxevent edlcpse wtih possttle Wrsorxi ti:tey cxxt property damage For general gtecknce regceding "Ie ratx1callon. storage, delivery, erocllon aril listing of trusses and Inca systems, seeANSI/iPl1 Gualiry Criteria. DSB-69 and SCSI Building Component 6904 Parke East Blvd Safety Itdamaton avatiatxe ban truss Rate Institute. 216 N. Lee Street. Sidle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type 0ty Ply T1136056t if1163S Mt Monopach 4 tI Job Reference tional o Buddar'a First Source. Grovsland. FL 34736 ID:LO?myoOxgY3i47LZ?ZogggzrRwX-Ri69B?xLIHESnOSHvEHrD)yHTY5Y7wpOpiHRZwz6OJq 14-0 4.4.11 1.4-0 4.4•11 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 4-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Ven(TL) 0.02 4.7 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 rVa We BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=127/Mechanical, 2=259/0.3-8 Max Horz 2=71(LC 9) Max Uplift4=-64(LC 10). 2=-177(LC 6) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. Scale = 1' 11 1 2x4 II 2x4 II PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% Structural wood sheathing directly applied or 4-4-11 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=5.Opsf; h=15fh Cat. II; Exp C; Encl.. GCpi=O 18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever felt and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 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($) 4 except at=lb) 2=177. 6) -Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING- VaAry design parartroters and READ NOTES ON THIS AND INCLUDED MrrEX REFERANCE PAGE M67473 rev. Id MINIS BEFORE USE. Design valid (of use only wim MITek® connectors this design Is based only upon paramelets shown, and Is for an Individual building component not a truss system. Before use. the building designer must verity the gXX[catAlry of design pararnelers and pxopdxty Incorporate this design Into the overall finding design. Blacing Indicated Is to prevent buckling of kWivlducl truss web aril/or chord members only. Additional fompaary, and permanenl bracing M!Tek' is always tec l lred fa stability aril to prevent caltcgxe wllh possbW personal Injury and property ddanage. For genetai guidance regarding the abdcatkxL storage, delivery, etecten and bracing of trusses and tuts systems. seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallalxe (torn Inns Plato Ins11Me. 218 N. Lee Strout. Sullo 312. Alexond t VA 22314. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-714, For 4 x 2 orientation, locate plates 0-1441 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 0 c O U a- O 0 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 NUMBERSAETTERS. 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 ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved W1 - 0 MiTek 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tar I bracing should be considered. 3. Never exceed the design boding shown and never stock 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 of 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. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing indicoted 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 on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 37' 0" 1 L20- III i IWOICI I 1/II!I1111 1 Builde 6 A FirstSou 1. Client to review overall placement plan including dimensions, roof and ceiling conditions, top chord size, overhang I cantilever tengths,heel heights, Dearing d non -bearing vrall locations and heights. 2. Ch.ent to review entry and I or other conditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design. 3. Client to review AHU conditions such as, hung from ceiling, recessed Into ceiling or attic mounted. It is the client's responsibility to inform was plant of locations. sae, and weights 4. Client to review special conditions: such as beam bads, dropped soffit loads and skybte locations to ensure proper truss design I placement. 5. Ceding drops and valleys not shown are to be field framed by client 6 Hip and comer jacks not at are to be at in the field by others. 7 Overhangs are 2x4 or 24, no blocking is applied. 6. Overhangs are considered wild, cut to fit in fold. 9. Temporary or permanent bracing is not included in truss package. 10. Erect trusses per SCSI -Si Summary Sheet Prior to erecting trusses refer to sealed truss Originating sheets for additional important into. I. It is the dront's responsibility to coodi inate delivery dates with truss ptentasales. Truss delivery will be on the agreed upon date.. 12. Client to provide a marked location for delivery Location must be accessible, level and dear of materials and debris. In lieu of this, trusses will be delivered in the best wahlable location at our driver's discretion. No charges will be accepted if above criteria is not met 13. Ali buss repaus must be coordinated with truss plant DO Not Cut Any Trusses before contacting buss plant with specifies of problem. 14. No back charges or crane charges of any kind will be accepted unless specifically approved in warning by truss plant management 15. Note. One approved layout must be returned to truss plant before fabrication I scheduling. 16. — Upon signing you agree that you have reviewed this placement plan in Its entlny. Approved By: Approval Date: Requested Delivery Date: Roof Loading: 20.00 TCLL 7.0 TCDL 0.0 BCLL, III OWL. DOL 115 Floor Loading: 40.00 TCLL, 10.00 TCDL, 0.0 BCLL 5.0 BCDL DOL 1.00 T.C. Patch: 5I12 Wind Code MWFRSIASCE7.10 B.C. Pitch : Flat Design Method FBC-2014ITPI-2007 T C. Sae Varies Wnd Speed 140 mph I Exp. C Heel Hilt Varies Mean Hilt IS' Min. Bearing Varies Building Cat II Cantilever : NIA Importance Factor : 1.00 Overhang : 1' 4' Enclosure Partially Enclosed O.H. Cut Plumb Enclosure Lanai Partially Enclosed Spaang 24' O C. Enclosure Entry Partially Enclosed MO THA Hampers tered by Simpson Tie unless noted olMmhs II See Legend in Layout Truss Layout Client Starlight Project Wyndham Preserve Model 1952 Luminary T RH Lot I Subdivision I Street. Address Lot 181/ Wyndham Preserve Location: Sanford, FI. II Plan Date: 06I0612017 I Dra n By Patrick Church Connector Summary Sty Manuf Product Flange Supported Mbr Fasteners Top Nails Supporting Mbr Fasteners Backer Blocks Web Stiff Skew Slope Supporting Mtl Supported Mtl Simpson IUS 2.37/16 None 2- 10dxl.5 14- 10d No Yes SCL 16" BCI® 6000s-1.8 t Simpson IUS 2.37/16 None 2- Strong -Grip 14-10d No No SCL 16" BCI® 6000s-1.8 Simpson IUS 2.37/16 None 2- Strong -Grip 14-10d No No SCL 16" BCI® 6000s-1.8 Cal Products PlotID NetCty Product Length Plies HJ1 4 16" BCI® 6000s-1.8 33' 0" 1 HJ2 1 16" BCI® 6000s-1.8 32' 0" 1 HJ3 2 16" BCI® 6000s-1.8 31' 0" 1 HJ4 3 16" BCI® 6000s-1.8 20' 0" 1 HJ5 13 16" BCI® 6000s-1.8 16' 0" 1 HJ6 5 16" BCI® 6000s-1.8 15' 0" 1 HJ7 1 16" BCI® 6000s-1.8 5' 0" 1 HJ8 1 16" BCI® 6000s-1.8 4' 0" 1 BM1 2 1-3/4" x 16" VERSA -LAM® 2.0 3100 SP 8' 0" 2 Cal 12 1-1/8" x 16" BC RIM BOARD OSB 12' 0" 1 HBkl 3 16" BCI® 6000s-1.8 12' 0" 1 REFER TO THE BOISE INSTALLATION GUIDE FOR MORE DETAILS RECORD COPY nl/ VG#,., _ 1 4 1 7- Boise Cascade Engineered Wood Products IIIMM EC-II F.11ZIil-1LVJ11VJ for products manufactured in Alexandria [iLLe a] ,Louisiana ESG 07/21/2014 R 08/04/2015 I Q I jd II+ duct to r o- a better system fer aming f ors and AL It's the SIMPLE FRAMING SYSTEM®, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? 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. 0 Ceilings Framed with BCI® Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. 0 VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. 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 1i About Floor Performance, BCI• Residential Floor Span Tables, VERSA -LAM* Details, Multiple Member Connectors ........ 27 One Hour FloorlCeiling Assembly ........................ 4 VERSA -LAM* Floor Load Tables (100% Load Duraton) ......... 28 BCI® Floor Framing Details ..... ........... ........ 5-6 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 c, BCI* Joist Hole Location & Sizing, Large Rectangular Holes... 7VERSA-LAM* Non -Snow Roof Load Tables (125% Load Duration). 30BCI* Cantilever Details, Web Stiffener Requirements ..... 8-9 c BCI' Floor Load Tables ........................... 10 - 12 VERSA -LAM* 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 BCI* Roof Load Tables ........................... 19 - 23 Computer Software: BC FRAMER*, BC CALL* ............ 33 r= BCl* Design Properties, BCI*Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 - 35 Boise Cascade Rmmboard Products/Properties ............ 25 Lifetime Guarantee ........................... Back Cover Boise Cascade EWP - Eastem Specifier Guide - Oa/0412015 a stern -Pro -duct Prof iles _ B1C -- - 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'/ 2"I T 1 r2'I T — ! — 1'/:' T 1 Y." T 1 " T 1 w"I T I I I I 9'/2' , 9'/2' 91/2" 11W 11'/:' I , it 3%2' 11% 1. 9/i „ 11ye" a " 11W aA„ 14„ % 14" 1 3/a 3/: t0 W. 14" aA„ 11'/:' % 14„ /a 14„ 16" 16" it t0 16'. t0 7%i' 24„ 1 - , r l `I - la/." if 61 2" 25/4, 294, 2,hel" 3'/2' 1M." 1a/" 3'/2" 3'/2"to5%:' 1W, ta/", Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/2', 5'/P BCI@ and VERSA -LAM* products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. BCI® J.oist_Ar_chitectur_al S.peci.fications_ Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI* Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM* laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI* Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI* Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI* Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI* Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI• Joists straight and plumb as required and to assure adequate lateral support for the individual BCI* Joists and the entire system until the sheathing material has been applied. Codes: The BCI• Joists shall be evalu- ated by a model code evaluation service. Boise Cascade E" • Eastem specifier Guide • 08/04/2015 Residential Floor Span Tables- _ 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 floor span tables listed below offer three very differentthejoistsclosertogetherdoeslittletoaffecttheperceptionofthe 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. Joist Oe th act* Joist Series THREE STAR*** FOUR STAR * * * * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION Live Load deflection limited to 1-1480: The common industry and design community standard for residential floor joists, 33% stiffer than 1-I360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'W and 11%." deep joists without a direct -attached ceiling. Live Load deflection limited to LI960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to 1-1360: Floors that meet the minimum building code L/360 criteria are structurally sound to cant' 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 concem. 12" O.C. 1 16" O.C. 1 19.2" O.C. 24" O.C. 37' O.C. 12' o.c 16" O.C. 1924" O.C.c. O.C. 32" O.C. 12" O.C. 16" O.C. 19.2" O.C. 24" o.c 32" O.C. 4500s 1.8 16'-11" 15'-6" 14--8" 13'-7" 11--9- 11--6- 11--6- 10-4- 10'-0" 9'-7- 18'-9" 16'-8" 1T-3" 13'-7" 11'-9" 5000s 1.8 1T5" I 16-0" 15-2" 14--1" 1Z-W 11--W 11--6" ia-.T 10'-0" 9-11- 19--4" 17'-.9" 16-4" 14'-7" IZ-S' 9Y4" 6000s 1 8 16-2" 16-0. 1 S-e" I 1W-V J I T-4" 11'-6" 11.-W l a-W 10'-0" l a-W 2a-2" 16-5" 17'-5" 1 S-9" I V-8" 6500s 1.8 18'S" I 17--l" 16'-1- 1S-0" 13'-8- 11'S 11--W la-W 1a-a. 10--0' 2a-.W 16-11" 17'-10" 16-7' 14'-3" 4500s 1 8 20'-0" 18.4" 17--3" 15'-5" 13,,4„ IT-6- 14'-3" 13,-5" 12'-0" 114" 21'-10" 18,-11" 1T-3" 15'-5" 13.4" 5000s 1.8 20`-9' I 19'-0-' 1T-11' 16'-T iy-4- 16-6- 14'-W 13'-11' 12'-11" 11'-9" 2X-a- 217--" 1&-&- 16-7" IX-4" 6000s 1 8 2v-7" 19'-6" 18'-7" 17-4" 14'-10" 15-45" 16-4- 14'-5" 11-6- 12--1- 23'-10" 21--10" 2a-a- 17-11" 14--10" 11' h" 6500s 1.8 22-2" 2a-3" 19-2- 1T-10' 14'-10" ie-4r I is-1o" 14--11" 13-10- 12'-7- 24W 27-5" 21--l' 18'-10" 14'-10' 60s 2.0 23'-7" 121'-W 2a-4" 16-47 15-9" 16-.T IW-W 13'-" 26'-1" 2T-10" 27-i" 21'-0" 16-4" 90s 2.0 26-7" 24'-W 27-10" 21'-0" 19-4- 19'-0" ie-10" 1T-" 16-5- 14'-1W 29-5" 26-10" 25-" 23-T 19-4" 4500s 1.8 22'-9" I 20'-7" 18'-9" 16.4- 13'-11" 17'-10" 16'-3" 15'4" 14'-3" IT-O" 23'-10" 20'-7" 18'4" 16'-9" 13'-11" 5000s 1.8 23'-7" 21'-7" 20'-2" W-a' 13--11" 16'-la' 16-11" 14--9" IY-.w 25-7" 22--l" 20'-2" 16-a- 13--11" 6000s 1.8 24!-6" 27-5- 21'-2" 19-T 15-5" 19-7' 1T-6" W-W IS-4- 13'-11" 2T-1" 23'-11" 21--ur 19-V 15-5" 14" 6500s 1.8 25'-2' 123'-0' 21W 217-2- 165- 19-W 1T-11" 16-11" 16-W 14'-,3' 2T-9' 2S-7' 22--11" 2a-T 16-5" 60s 2.0 26-9" 2W-S' 2T-.X 21'S' 16-4- 2U-11- 19-T 17'-11' 16-7" 15-l" 29--7" 27--w 26-6- 21'-10" 16-4- 90s 2.0 30'-l" 27'S" 26-10" 24'-0" 19S" 2X-e- 21'-4" 2a-T 16-6" 16-9" 3T-T 30'-4' 28'-T' 2&-0" 19S" 4500s 1.8 25'-2" 22,4" 20,-l" 17--11" 14,-1" 19-4- 18'-0" 17'-0" IT-10" 14'-l" 25,-5" 22'-0" 20--1" 17,-11" 14,-l" 6000s 1.8 27'-0" 24'-.r 23'-4" 2a-10" 15'-9" 21'-2" 19'-4" 18'-2" 16-11- 1S-4" 27-6- 255" 27-4- 2a-10" 15'-9" 16" 6500s 1.8 27*-T 25-4- 23--11" 21--1- 15-9" 21'-.T 19-9" 165" 17'-4" 15'-0- 375" 26-11" 24-W 21--1- 15--9" 60s 2.0 29-7' 2T-0' 255' 21'-10- 16-4- 2T-2- 21--1- 19'-ur 165" 16-4- 375' 29-10" 2T-4" 21'-10" 16'-4" 90s 2.0 3Y-4" 3a-4" 26-7" 26-2" 19-7' 26-0" 23'-T' 27-2" 2(Y-.i" 18'-7-' 1 36-10" 33'-T' 31'S" 26'-7' 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 23/3 ' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - %" 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) O- ne-Hou.r-Fire--Resistive-Assembly----- - ICC ESR 1336 1 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI• Joists at 24" o.c. or less. 3. Two layers Y:' Type X or two layers ''A." Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels gd carpet & pad to fire assembly: STC=54MIIC= 50 or 3'%" glass fiber insulation to fire assembly: STC=55or A= an additional layer of minimum Y." sheathing STC=61 and 9'Y2" glassfiber insulation to fire assembly: Base Cascade EWP Eastern Specifier Guide - 08/04/2015 I • 5, F06 F09 F15 II i ,/ S F58 F01 F 2 F07 -/" F27A For load bearing cantilever details, see page BCI° Joists, VERSA -LAM* and ALLJOIST° must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM°, ALLJOIST°, and BCI° Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM'. ALLJOISr and BCI' Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI° RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI• Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI• Joists at the end of the bay. All hangers, BCI° rim joists, rim boards, BCI• blocking panels, and x-bracing must be completely installed and properly nailed as each BCI• Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI° Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI• Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI• Joists to within V. 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. 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', ALLJOISTO, and BCI° Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI• joists in the flat direction. VERSA -LAM* is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 Floor Framing Details Additional floor framing details available with BC FRAMER® software END BEARING DETAILS BG. BCI• Joist rim 1015L blocking. Dimension lumber h rice suitable for Nail BV use es dmboard Cascawith BCI• Joists. RlmbBlocking may be requiredBCNJberIsflat perpendicular towall,Sd naes rim consult design professional eachflange. board with BG Joists o} record end/or local building ofllelel Use of BCN rimJolst reau"as 2x6 wall for minimum olst 6earin R mboaard TopFlangeorfaceOne8dnailMount Joist Hanger each side at bearing Solid block Note: BG•floor all posts Joist must be from above designed to carry 1W minimum bearing to bearing wall above when length ( i'/: required for below. not stacked over 18• and deeper Joists) ot wall below. OVERSAM• To limit splitting flange, start nails at least 1%* Blocking required underneath bated wall from end. Nails may need to be driven at an panels and shear waft, consult design angle to limit splitting of bearing plate. professional of record. INTERMEDIATE BEARING DETAILS BCI. loist Slope Cut Reinforcement For load bearing wall above stacked over wall below), Blocking may be required at Intermediate bearings for floor diaphragm per IRC In high seismic areas, consult local building official. Load hearing Double Squash Block Vertical Load 11fft shear/ reacUon value to cut end of 800Joist. 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 upperbeanngsuDPor. tea. 6 12 f ta• Slee Joist Spacing (In) 12 1 16 1 19.2 1 24 2x4 4463 3347 2789 2231 2x6 7013 5259 4383 1 3506 j\ wall above ' mr max. y1 ( stacked am 1. Squash blocks are to be In full contact _ BG• BCI• Joist f wall below) with upper floor and lower wall plate. Heel depth blocking. 2. Capacities shown are for a double 0[ see2xblock, squash blocks ateach Joist SPfor table 24' better. belowqI 2x blocking required at hearing (not shown for dadrA j Backer block Double SCIO Joist "/vmin.plywood/OSBrated shaming as reinforcement. minimum 12• Connection Sheathing or Install reinforcement with face grain horizontal. Install on wide). N811with rlmboard both sides of the Jalst. tight to bottom flange. Leave Joist 10- 10d nails. Filler Block closure minimum W gap between reinforcement and bottom of Hanger • (see chart below) BCI• Joist top flange. Apply construction adhesive to contact blocking surfaces and fasten with 3 rows of min.10d box nails at 6' or- Alternate nailing from each side and clinch. r required for Filler block Nail with 10- 10dnails. BedterblodtrequlredwAreret 9flange Joist hanger load exceeds 250lbs. InstalltiAdtotooflanae. Web - Filler it Nailing L21 ' on -center Connection valid for all applications. Contact Boise Cascade EWP En[ lneerIne for sneeifle eonditlons- cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be Considered In all cantilever designs End Wall Beadn Minimum Heel Depth Root Pitch gJ12 7112 8112 9/12 10112 12n2 2 x 4 4'A- 4'/u" 4%' 4%" 4%' 4%" 2 x 2%." 2 " 2-Ae- 2%^ LATERAL SUPPORT BCI• Joists shall be laterally supported at the ends with hanjers, 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 diaphragm per IRC In high seismic areas, consult localbuildingo dal. MINIMUM BEARING LENGTH FOR BCI°JOISTS Minimum end bearing: lrh' for all BCI•Jofsts. 3%' Is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Re fer to the building code evaluation reportor the BC BCI• rfm Joist, rim board or dosure panel to BCI• Jolst: Rims or closure panel t`/4Inches thick and less. 2-8d nails one each In the top and bottom flange. BCI414508s/5000s rim joist: 2-30d box nails, one each In the top and bottom flange. BCI.6000s/60s rim Joist: 2-16d box nails, one each In the top and bottom flange. BCI° 6500s/90s rim Joist: Toe -nail top flange to rim lofst with 2-10d box nails one each side of flange. BC • rim joist, rim board of ICI• blocking panel to support: Min. 8d nails@ 6" o.c. per IRC. Connection per design professlonal of record's specification for shear pransfer. BCI olsttosupport: 2-d nails, one on each side of the web, Placed 1% Inches minimum from theendoftheBCIJoisttolimitsplitting. SheathingtoBCl•lolst: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6' o.c. on edges and @ 12 o.c. In the field (IRC Table R602.3f1)). See closest allowable nail sparing limits on page s24forfloordia hragmnailingspecifiedat poser Maximumbacian ngspacing for full lateral stability 18" for BCI' 4500s & 5000s, 24' for larger BCI - Joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 Inch Into the Joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 450Qs 1.8 or 3/ 4 wood panels Two %" w9od panels of 2 x 5000S 1.8 V4" or wood panels Two rY4' w, god panels or zx 6000s1.8 1%" or two th" wood panels 2 x _ + rhe" or h' wood nanell 650 s 1. 1%* ortwo wood aria s 2x_+sh' ar wood anel 600.0 1%" or two %' wood panels 2.x_+%e" or h wood panel 90s2.0 7x_lumber Double2x_ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus r/4' to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI• JOISTS FROM THE WEATHER BCI•Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI• RIM JOISTS AND BLOCKING Vertical pa ry pl Depth on] Series No W. S 0j W.S.m 4500s 1.8, 5000s 1. 8, 6000s 1.8 6500s 1. 8 2300 N/A 117A* 4500s 1.8, 5000s 1. 8, 6000s 1.8 65DOS 1. 8 2150 N/A 60s 2.0, 90s 2. 0 2500 N/A 14" 45011.8, 5000s 1. 8, 6000s 1.8 6500s 1. 8 2000 N/A 60s 2.0, 90s 2. 0 2400 N/A 16" 4500s 1.8, 6000s 1. 8, 6500s t.8 1900 2500 60s 2.0, 90s 2. 0 2300 1 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim Joists. Ii Not applicable Bosse Cascade EVJP • Easier Specifier Guide • 08/04/2015 BCI® Joist_ Hole_ Location & Sizing BCI• Joists are manufactured with 1%2" round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension p of largest hole (knockouts exempt) Q 00 NOT am table below) (see table below) cut or notch Range No holes (except knockouts) ` A 1%" round hole maybe I- o—' I I allowed In bearing zones cut anywhere In the web. 0o not cut holes Provide at least 3' of larger than 1W clearance from other holes, round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/z' MINIMUM DISTANCE D) FROM ANY SUPPORT TO THE CENTERLINE OF THE HOLE Round Hole Diameter (in] 2 3 4 5 6 6%2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7 in 8 1'-0" 1'-1" 1'-5" 2'-1" 2._9" 3'-1" 3'-5" Any 12 1'-0" 1'-2" 2'-2" 3'-2" 4,-2" 4'-8" 5'-2" Jobs S[ft]n Joist 16 1'4" 1'-7" 2'-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hale Diameter (in) 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8in 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" 3'-4" 3'-9" Any Span 12 1'-0" 1'-4" 2'-1" 2'-10" 3'-7" 3'-11" 1 4'4" 5'4" 1 5'-8" 111W it,[[ Joist 16 1'4" 1'-10" 2'-10" 3'-9" 4'-9" 5'-3" 5'-9" 6'-9" 20 1'-1" 2'-3" 3'-6" 4%9" 5'-11" 6'-7" 7'_2" 8'-5" Round Hole Diameter [in] 2 3 1 4 1 5 6 6'% 7 8 1 8% 9A 10 11 12 13 RectangularHole Side 2 3 3 5 6 6 8 9in1 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'-9" 4'-3" 4,-4" 5,4" 5'_7" Any 14" Span 16IN 1'-0" 1'-1" 1'-8" 2'-6" 3'-4" 3'-g" 4'-2" 5'-0" 5'-8" 5'-10" 6'-8" 7'-5" Joist 20 1'-0" 1'-1" 2'-1" 3'-2" 4'-2" 4'_8„ 5'-2" 6'-3" 7'-2" 7'_3„ 8'-4" 9'_4" 24 1%0" 1'-4" 2'-6" 3'-9" 5'-0" 5'-8" 6'-3" 7'-6" 8'-7" 8'-9" 10'4" 11%2" Round Hole Diameter [in] 2 3 4 5 6 6'% 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 6 8 9 10in] r 11'-2" 12_9" 13'_7" 1'-1" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2-4- 2'_5" 3'-2" 12 1'-0"1'-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2'-5" 4- 2'-11" 3'-0" 3'-7" 4'-2" ' 4,_9„ 5'-4,. Any— 16" Span 16 1'-0" 1'-1" 1'-2" : 1'-2" , 1'-8" , 2'-1" 2'-6" 3'-3" 3'-11" . 4'-0" 4'-10" , 5'-7" ; r, 6'-4" 7'-2" IJoist-- 1 r - 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2%7" 3'-1" 4'-1" 4'-11" 5'-1" 6'-0" 7'-0" 8'-0" 8'-11" 24 1'-0" 1'-1" 1'-2" 1'-4" ' 2%6" 3'-1" 3'-9" 4'-11" 5'-11" 6%1" 7'-3" 8%5" -9'-7'. 10%9" DO tilt in web area as specified Q O Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Seen 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. 00 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'W round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1'b" knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC• software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC'software. Large Rectangular Holes in BCI® Joists Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist See Max Hole Size on Qi hale Chan for Joist0epth K Joist Span.— Minimum 2x diameter/ width of largest hole owl I I Simple Span Joist 6W Min ] Notes: J Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC• sizing software. Boise Cascade E1NP • Eastern Specifier Guide • 08/04/2015 Maximum Hole Size Joist Simple Multiple Depth Span Span 9W 6" x 14" 6" x 12" 11 Y." 8" x 16" 8" x 13" 14" 9" x 181, 10" x 17" 8" x 16" 16" 11" x 18" 10" x 14" 12" x 16" Multiple Span Joist Qi hole Sea Max Hole She an I15Jolst—I Chen(orlobt0eplh%Joist---1soonSoon i—Muldple span Join 12'4* Mln—}I }—Multiple Span Joist 12'-W Mln— Larger holes may be possible for either Single or Multiple span joists; use BC CALCe sizing software for specific analysis. Reinforced Load Bearing Cantilever Table BCI® Joists c_ h a _ c o Roof Total Load s 35 45 55 Joist Spaci In Wit° 16719.21 24 1 16 19.2 24 16 119.2124 m m 0 e 24 0 1 0 1 0 1 0 0 1 X 1 0 1 X X 26 0 0 0 0 0 X 1 0 1 X X 28 0 0 X 0 X X X X X 30 0 0 X 0 X X X X X 32 0 0 X 0 X X X X X 34 0 0 X 0 X X X X X 36 o x x x x x x x x 38 0 X X X X X X X X 40 0 X X X X X X X X 42 0 X X X X x X X x m c h 24 0 0 0 0 0 X 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X x 32 0 0 X 0 X X X X X 34 0 0 X X X X X X X 36 0 0 X X X X X X X 38 0 X' X X X X X X X 40 0 X' X X X X X X X c 24 0 0 0 0 0 1 0 1 0 1 X I X 26 0 0 0 0 0 X 0 X X 28 0 0 1 0 0 0 X X X X 30 0 0 0 0 0 X X X X 32 0 0 0 0 X X X X X 34 0 0 X 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X X X X X X X 40 0 0 X X X X X X X m 0 24 0 0 1 0 0 0 1 0 1 0 0 X 26 0 0 0 0 0 0 1 0 1 X X 28 0 0 0 0 0 0 0 1 X X 30 0 0 0 0 0 X 0 X X 32 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X 0 X X X X X 40 0 0 X 0 X X X X X m m 0 24 0 0 0 1 0 1 0 1 WS 0 1 0 1 X 26 0 0 0 1 0 1 0 WS 0 0 X 28 0 0 0 o 0 X 0 WS X 30 0 0 0 0 0 x 0 WS X 32 0 0 WS 0 0 X 0 X X 34 0 0 WS 0 0 x 0 x x 36 0 o WS 0 WS X 0 X 38 0 0 X 0 x X X X4000X0XXXX42EXXXX00X0XXXX w a 10 24 0 0 0 0 0 WS 0 0 1 26 0 0 0 0 0 WS 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 WS 0 0 1 0 0 X 32 0 0 WS 0 0 1 0 1 X 34 0 0 WS 0 WS X 0 X X 36 0 0 WS 0 WS X 0 X X 38 0 0 WS 0 WS X X X X 40 0 0 1 0 1 x X x X m 24 0 1 0 1 0 1 0 0 0 1 0 0 WS 26 0 0 0 0 0 0 0 0 1 28 0 0 o o o WS o o 1 30 0 0 0 0 0 WS 0 0 X 0 40 32 0 0 0 0 0 1 0 WS X 34 0 0 WS 0 0 1 0 1 X 36 0 0 WS 0 0 1 0 X I X 38 0 0 WS 0 0 X 0 X X 40 0 0 1 0 WS X X X X CS 8 a a 8 N Roof Total Load IpsfI 35 45 55 Joist Spacing in 19.224 1619.224 1619.224 m c 24 0 0 0 1 0 0 0 0 0 1 1 26 0 0 0 0 0 0 0 0 X 28 0 0 0 0 0 0 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 1 X 36 0 0 0 0 0 X 0 1 1 X 38 0 0 0 0 0 X 0 1 X 40 0 0 1 o o x o x X 4 m 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 1 X 34 0 0 0 0 1 X 36 0 0 WS 0 WIX 1 X 38 0 0 1 0 1 X 40 0 0 1 0 X X c m 24 0 0 1 0 0 1 0 0 0 0 0 26 0 0 0 0 1 0 01 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 34f 0 0 0 0 0 0 0 1 0 0 0 0 0 0 01 38 0 0 0 0 0 0 0 14000000002 m a 0 24 0 0 1 0 1 0 0 1 0 1 0 0 WS 26 0 0 1 0 1 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 WS X 32 0 0 0 0 0 MIS 0 WS X 34 0 0 WS 0 0 1 o WS x 36 0 0 WS 0 0 X 0 WS X 38 0 0 WS 0 WS x o x x 40 0 0 WS 0 WS x WS X X 42 0 1 0 WS 0 M5 1 x MIS X I X y 24 0 0 1 0 0 1 0 IWS 0 1 0 IWS 26 0 0 0 0 0 WS 0 1 0 WS 28 0 0 0 0 0 WS 0 WS 1 30 0 0 WS 0 0 WS 0 WS 1 c °^ 32 0 0 WS 0 0 WS 0 WS 2 34 0 0 MIS 0 WS 1 0 WS X 36 0 0 WS1 0 WS 1 0 WS X 38 0 0 WS1 0 WS 1 WS 1 X v 40 0 0 WS 0 IWS 2 WS 1 X m c 24 0 0 1 0 0 1 0 0 1 0 1 0 IM 26 0 0 1 0 0 1 0 0 0 1 0 1WS 28 0 0 0 0 0 WS 0 1 0 WS 30 0 0 0 0 0 WS 0 1 0 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WSJ 0 0 1 0 1 2 40 0 0 WSI 0 WS 1 0 1 2 0 c 24 0 0 0 0 0 1 0 1 0 0 WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 WS o 0 WS 30 0 0 0 0 L 0 WS 0 0 1 32 0 0 0 0 0 WS o WS 1 34 0 0 0 0 0 WS 0 WS 2 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1 2 40 0 0 WS 0 WS 1 0 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. n/32" plywood/CISS-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. Roof Total Load sf G c rii t= c 35 45 55 o i0 Joist S aein in N 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 1 0 1 0 1 0 1 0 0 1 0 IWS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 0 0 0 WS c 30 0 0 0 0 0 WS 0 0 1 m 32 0 0 0 0 0 WS 0 0 1 34 0 0 0 0 0 WS 0 0 1 38 0 0 0 0 0 WS o WS 2 38 0 0 0 0 0 1 0 WS X 40 0 0 1WS o 0 1 10 1 IT x 24 0 0 1 0 0 0 0 1 0 1 0 1 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 ct 30 0 0 0 0 0 0 0 0 0 m 32 0 0 0 0 0 0 0 0 0 m 34 0 0 0 1 0 0 0 0 0 WS 38 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 1 0 1 0 0 0 1 0 0 1 0 1 1 24 26 0 0 0 0 0 0 0 0. 0 0 0 WS 0' 0 0' 0 WS WS 28 0 WS 0 0 WSr0000 m 30 0 0 0 0 0 MIS 0 M5 F- WS a 32 0 0 0 0± 0 W5 0 WS i 1 0 34 0 0 WS 0 0 0 WS XWS v 36 0 0 WS 0 0, WS 0 WS x 38 0 o WS 0 WS 1 0 WS x 40 r 0 WS 0 i W5 1 WS WS- 42 0 0 1 0 i WS 1 0 1 WS I X I WS i 1 1 X 24 0 0 0 1 00 1 0 0 1 0 lVVS 28 0 0 0 I 0 0 0 1 0 0 i WS m 28 0 o -Lj 0 0 'WSI 0 DWS 0 30 32 0 0 01 0 O 0 0 0 WS 0 0 WS 0 0 WS 0 MSMS 34 36 0 00 1 0 0 0 WS 0 0 WS 0 0 WS 0 1WSI 1 0 WS 1 38 0 WS 0 0 WS 0 WS 2 0_ 40 o 0 I WS 0 WS i WS 0 1WS1 2 24 R. 0 1 0 0 0 0 o L jL4M 26 0 0 0' 0 I WS 00000 co280000_ WS 0 0 WS 30 0 0 0 0 1 0- WS o 0 WS mc 0 WS T 1 3200000IVVS0WS- YOTTivivs; TO- 0 0 WS 0 WS 1 n34036 0 Oi1 0 WS WS 2 0- 4WS 2_ 380040 0 0 1WS1 0 '.W&WS 0 IWS 2 0 0 0-i0 0 0__M.M 4 24 28 28 30 0 0 0 0 00 0 0 0 0 0- 0 0 00; 0 0+ 0 I W_S 0 0 0 0 0 0 WS WS WS 32 0 o o 0 Iws o 1 o WS 0 340 0U00- T 00 itWS- WSI0 0 WS WS 36 0 0 00 0 0 0 0 WS WS 0' WS 138 140 10iWS0WS10 00240 0 0 o i 0 1 0 01 o I 0 26 0 0 0 0- 0— o OY o_ t o' o 28 0 O i 0 0 O 0 0 0 c a 30 0 0 0 o o 0 0 0 0 a 32 0 0 0 0 0t0 0 0 0 0 0 34 000 0 0 0 WS 36 O' 0 1 0 0 0 i 0 0 0 WS 38 0 0 0 0 0 _0 0_ 0 _1 40 0 0 0 0 1 0 0 0 041 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 EbVP • Eastem Specifier Guide • 08/04/2015 Reinforced Load Bearing Cantilever Detail 2'-0" 2'-0' The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of 2'-0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer than with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC* software. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI° Joist. Nail to the BCI* Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC* software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC• software. 32' min. plywood/OSB or rlmboard closure. Nall with 8d nail Into each BCI• Joist flange. blocking required for Structural Panel cantilever reinforcement+.. block Uplift on back span shall be considered In all cantilever designs Non -Load Bearing Wall Cantilever- Details BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the BCI* Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI.90s 2.0 joists. Clinch all nails. BCI•lolst blocking \ 0 Wood backer blockWoodStructural 2x Closure Panel Closure See page 8 of Easrem 2x8 minimumISpecifierGuide BCI Joist blocking Drywall Calling or Back Span I Maximum wood Structural Panel Soffit a Back Span Not to exceed 4'-01 These details apply to cantilevers with uniform loads only. 3 o ating It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC* software. Minimum i%Times" Cantilever Length Back Span Maximum a Back Span not to exceed 4'-0" Web Stiffener Requirements aa r•-e+-e-t-:we"e,eer _ ___ _ +c-xr=rt=-:-ems,...___ as-.-c.er-s+cr_-rr e.se-<•.-- .__-v,:-x—s• SeewebStiffener NOTES Small Gap: Naf Inif Web stiffeners are optional except as noted 2' mii: Sehed t webchart below. 2' min. Stiffener width Web stiffeners are always required in hangers V max- that do not extend up to support the top flange of the BCI• Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger 4 manufacturer's installation requirements. Clinch19is Web stiffeners are always required in certain roof applications. See Roof framing Details On 4'•mex.L nglitnt web Stiffener pageroauiredWhen concentrated load Web stiffeners are always required under tweeds 1000Ibs concentrated loads that exceed 1000 pounds. Web stiffenerstheapplied to both Install the web stiffeners snug to the top flange sides of lolstweb in this situation. Follow the nailing schedule for Stiffener Specifications For Structural Lateral BCI• Joist Capacity Minimumestraint Series Min. Thick) in Hanger Width 4500s 1.8 94" 9'a" 2she 5000s 1.8 V4' 2she 6000s 1.8 3/." C" 2she' 6500s 1.8 1" or 1'/." 25/1e' 6Us 2.0 W" 25he" 90s 2.0 2x4 lumber (vertical) intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI.90s only). For Structural Capacity: Web stiffeners needed to increase the 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 yi panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI• Design Properties on page 24 or the BC CALC° software. BCI* Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9%' 2-8d 2-8d live 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 9%' 2-8d 2-8d 11'/:' 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9%:" 2-8d 2-8d 11'/s' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9'/2" 2-8d 2-8d 11Me 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 111/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 9Os 2.0 11 Val, 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Boise Cascade E1NP • Eastern Specifier Guide • 08/04/2015 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 117/s" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/" BCI® 5000s 1.8 11'/e" 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 1 - 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 1 105 128 134 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 1 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. Base Cascade EWP - Easoem Specifier Guide • 0&0412015 Load -Tables - - - -- --- Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/z" BCI® 6000s 1.8 117/:' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/2" BCI® 6500s 1.8 live" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Boise Cascade EWP - Eastern Specifier Guide - Floor_-Load _Tables --- -- - - - - --- ---- - -- - - - - - - - --. Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2' Flange Width 11 yell BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11 yell BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCIe 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 r 30 1 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and U960, 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. Base Cascade EWP • Eastem Specifier Guide • 08/04/2015 Roof Framing BCI® Rafters 1 • Structural ridge VERSA -LAM• or FOR INSTALLATION STABILITY, t 4, load -bearing wall required. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten =s at each joist with two 8d nails. Blocking or other lateral minimum. support required at end supports. I Blocking not shown ' 1 for clarity. R03 SAFETY WARNING, R0 05 When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. BCI° Rafter Header Multiple BCI° Rafters may be required. DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI° BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI• Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI• Joists at the end of the bay. All hangers, BCI• rim joists, rim boards, BCI• blocking panels, and x-bracing must be completely installed and properly nailed as each BCI• Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI• Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI• Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI° Joists to within '/ inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI® Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCIe 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 Nader ® Max. 4'-0• o.c. 76" o.c. or BCI' 4500s) 3'-0" o.c. or BG• 5000s) IrMinimum Heel Depth See table at dgat) 12 LM'.. 6 944", li'h' or 14" Web BG• 4500a/5000a/8000a/6500a finer Ceiling Joist* 24" o.c. Maximum 3%. Minimum Bearing 2x4 Well) Each End Roof Rafter Ceiling Loads: Live Load =10 psf Dead Load = 7 psf 2x 810c1rin9 Maximum Span Lengths Without Roof Loads 91S' BCI° 4500s 1.8 / sooas 1.8 / 6000s 1.8 / 6500s 1.8 20'-0' 11 Y. BCIN 4500s 1.8 / 50005 1.8 / 60005 1.8 / 6500s 1.8 22'-6" 14' BCIa 4500s 1.8 / 50005 1.8 / 60005 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End wall 2 x 4 2 x 6 9W 2''A" rs" 11Y" 3W' 2'A' 14" 4'h" 3W Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI• ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI° top flange with 1 -10d (3' long) box or larger nail. 6) 1x4 milers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI° Joist at beveled ends. Nail roof rafter to BCI° Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cascade EWP • Eastern Specifier Guide • 0810412015 Roof Framing Details Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope®1 Rimboard / VERSA -LAM* blocking. greater than '/./12. Ventilation V'eut 1/a of length,'/a of depth Rimboard / VERSA -LAM* blocking. Ventilation 'V' cut: 1/a of length, 1/2 of depth 2x4 bloc* blocking fit Udsmouthe of BCIO Jcutoists atforsportforlateralbebtonly support. I max stability. the low end of the Joist. Birdsmouth cut BW Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI• Joists may t1e blydsmouth cut only at Ban a must bear full onIlate, web stiffener ybeusedInlieuofbeveledplateforslopesfromthelowendoftheJoistBlydsmouthcutBCI• Joist 2'$' 3/1.2 to 12/12. flange must bear fully on plate, web stiffener required mai repulred each side each side. Bottom flange shall be fully supported. 1 • lOd nails I0 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.e. governing building code. exceeds 7/12 (straps may be required for lower 2x6 one side for 240 PLF ma)- king slopes In high wind areas). Nailing per governing VERSAaAOF t building code. support bation. VERSA -LAM• LVL support beam. Backer block. Thickness per corresponding BCI• series. 2x block BCN blocking Holes cut Beveled web stiffener 4'-0• horix. for ventilation. on each side. Blocking on both sides of ridge may be required for 2'-0• horiz. shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. I r st may be r Backer block Lhen L exceeds I minimum 12' wide), 2,4•ing I Joist Nallwlth10-10dnails mag I Han erg as required. Nail I outrigger I through BCI• C21 web. DO NOT bevel -cut Jolst Iller block. Nall beyond Inside face of wall, except with 10 -10d nails. for specific conditions In detalls x _ outrigger shown on pages 6 and L3 of the Backer block required where top flange tched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 2SO lbs. flange. Outrigger Install tight to top flange. cing no greater n 24• on -center. LATERAL SUPPORT BCI• Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rlmboard, 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 and bearing: lth' for all BCI• Joists.3th' is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI• rim Joist, din board or closure panel to BCI• Joist: Rims or closure panel 1% Inches thick and less: 2-8d nails, one each In the top and bottom flange. BCI.4500s/5000s rim Joist: 2-10d box nails, one each In the top and bottom flange. BCI.6000s/60s rim Joist: 2.16d box nails, one each In the top and bottom flange. BCI° 6500s/90s rim Joist Toe -nail top flange to rim Joist with 2.10d box nails, one each side of flange. BCI• rim Joist, rim board or BCI• blocking panel to support: Min. 8d nails @ 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI9 Joist to support: 2-8d nails, one on each side of the web, placed 1% Inches minimum from the end of the BCI• Joist to limit splitting. Sheathing to BCI• Joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6' o.c. on edges and @ 12' o.c. In the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing thanlRC. 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,ekBacker Filler Block Thickness 4500s 1.8 wood 'I' orane ls Two W wood panels or 2 x _ 5000s 1.8 V4 or r'k" woodnels Two tY: wood panels or 2 x _ 6000s 1.8 14' or two %' woodpanels2 x «'/u or %' wood panel 6500s 1.8 15riwood on' or " two a ies 2 x _+ W or tyi' wood panel 60s 2.0 1, oodr a els• 2 x- *'/u or %* wood panel 90s2. 0 2x_lumber Double 2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus t/: to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER BCI• Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI• Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% Inch, pre -stamped knock -out holes spaced at 12 Inches on center along the BCI° Joist may all be knocked out and used for cross ventilation. Deeper Joists that what Is structurally needed may be advantageous In ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIRDSMOUTH CUTS BCI• Joists maybe blydsmouth cut only at the low and support. BCI• Joists with blydsmouth 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 blydsmouth cut. Boise Cascade EWP - Eastem Specifier Guide • 08/04/2015 Roof Span Tables I - __- _--_ t - _- _.- _ I - - - if Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfj [psfj 115% and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1W Flange Width 2" Flange Width 9'h" BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 11Yi' 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 4/12 8/12 or to to Less 8/12 12/12 16'" BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 9Y2' BCI05000s 1.8 11'/i, BCI.5000s 1.8 14" BCI.5000s 1.8 4/12 or Less 4/12 I to 18112 8/12 I to 12/12 4/12 or Less 4/12 I to 18112 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 2S-10" 22'4' 2a-10' 26-5- 26-T 24'-10" 37-T 3i7-5' 26-3" 36-T 33'-8" 31'-3" 4'-10' 23'-5" 21'-9" 29'-7" 27'-11' 26-11' 3Y-8" 31'-9" 29'-S' Snow 20 15 122'-T' 21'-3" 19'-7" 26'-11" 26-3" 23'-4" 3IY-T 26-9" 164" U-6- 31'-10" 29'-4" 23'4" 27-1" 20'-5" 28'-0" 26'-4" 24-4" 1'-10' 29'-11 2T-7" 125% 20 20 21'-7" 29-2" 18-7" 2S-r 24'4' 27.1" 25-2" 27 4' 26-1" 31'4" V-7 27-10" 22'-5" 21'-0" 19'4" 26'-9" 264- 23"-0" 25 10 27-8° 21"-5" 19-11' 26"-11" 26-T 234` 39-T Mr 26-11" 37-3' 31'-7 29'-10" 23'-7" 22'4" 20'-9" 28%1" 264" 24%9" 1'-11''30'-2" 28'-1" 25 15 21'-7" 294" 18-10' 26-T 24"-2" 27-T 26-T 27-5' 26-T 3fP-1' 294" 26-3' 22'4" 21%2" 19-7" 6-10", 25'-3" 23'4" 30'-3" 284' 26"-7" 12" o.c. 30 10 21'4' 204" 19-1' 26-T 24'-5" 27-T 29-T" 2T-T 26-11` 3U-T 29-T 264' 22'-T 21'4"' 19'-11 6'-10" 25'-5" 23'-9" 30'" 28'-11" 2T-0" Snow 30 15 20"-9' 19"-7" 16-2" 24"5" 2Y-C 21"4" 26-T 26-11" 24'-7" 26-5" 27-9" 26-10` 21'-T' 20'-S' 18'-11' 264' 24'4" 22'-7" 2V-6' 2T-0" 26-8" 115% 40 10 194" 1641' 17-10' 23-T 274" 21"4" 263' 24'-11" 24'-2" 2T4' 264" 26-1' 20'4" 19'-8" 18'-7" 24'-5" 23'-5" 27-2" 2T-2" 264" 2S-2" 40 15 19'-T 18'-4" 1T-1' 27-1' V-11' 204' 24-1' 23-7" 27-11' 264' 25-7 24W 20'-7' 19-1" 17-10 2Y-8- 27-9" 21'-3' 6-10" 26-4- 24'4" P55000`1-1; 10 18V 17-T 16-T 16-3" 21'-T 20W 20"-10' 2i7-0" 19-T 194" 23-1' 27-2- 27-1(r 121'-9" 27-5 21"-T 24"4" 234" 24W 23'-3" 24'-0' 27-9" 19'-0'" 19-0" 18'-3" 18'-1" 17'-3" 16-11 22'-8" 1"-10'i2T-5" 21'-9. 20'-T 20'-2" 4'-10", 23'-9" 24'-6" 23'"22-10 23'-5' Non- 1 20 1 10 21'-7" 20-5" 19-11" R224" 24'-3" 274" k2524 2T-T 2S"-T 31'-5" 30'-T 294" 274" 21'-3" 19'4" 6'-10' 25'-4"' 2Y-6" 30'-6" 28'-9" 26'-8" Snow 20 15 2a-T 19'-T 1T-T27-11" 21'-t'26-0" 24'-T 29-T 26-7 26'-T 21'"' 20'4" 18'-0" 25'-5" 3'-10 27-0" 8'-11 2T-1" 25-9- 125% 20 20 19-T 16-3' 16'-10"21'-9' 29-T24'-5' 27-9" 27-1' 26'-T 24'41" 20'-4" 19'4" 17'4" 24'-3" 274" 0'40' 2T-2" S-1 23'-T 25 10 2U-6" 15-5" 16-1"23-1" 21"4"25-T 24'-S' 27-11" 2T-4" 26"-T 21'-4" 20'-7' 18'-10' 25"4" 24'-1" 27-5" 28'-1" 2T-4"' 25-6" 25 15 19'-T 16-5" 174"21'-T 20W 5' 22'-11" 26-0" 26 4" 24'-5" 20'-5'" 19'-2" 17'-9" 24'-0" 2'-10' 21'-2" 26'-2" 26-6" 24'-1" 30 O.C. 10 19'-T 18'-T 1T4' 27-0' 20-T-0" 23-T 26-1" 2S4" 2S-T 20'-S' 19"' 18'-1" 24'-1" 2314" 21'4" 26"-3" 26-9" 24'-5" Snow 30 15 16-T 1T-T 16-T 21'-1' 29-T 19'-7'-5' 21'-9' 24-T 24'-0. 23-3' 19'-T' 18'4" 1T-2° 22-0' 27-0" 20'-5" 24-0" 24'-1" 23'-3" 115% 40 10 1T4' 1T-1' 16-T 20"-1' 19'-T 19"-3'-T 21'-1' 23.4' 230 27-T 18'-T'1T-10 16'-10'21-T' 21'-T 20'-1" 23-0" 23'-2" 27-8" 40 15 16'-10" 16V 154' 15-1- 18'4' 16-2- 5' 19'-10" 27-T 21'-10" 21'-3" 18--1" 1T4" 16'-1" 2U-6- 20'-1' 19'-3" 22"4" 21'-11" 21'-4" 50 10 16-7 15-10' 15-0' 194" 16-1" 17-T 16-10'10' 9" 19'-5" 18-5' 21'4" 20'S 21'-1" 20-1' 20"-9" 194r 17'-2" 16-8" 16'4"' 164" 15'-8" 164" 19'4" IT-10" 19'-5" 18'-0" 18'4" 18--1" 21'-5" 20'-T; 21'-2° 20'-2" 0'-15019-TI15154' i 154" 14'4' 1T-T 1T-0" Non- 20 1 10 2U4' 15-2- 1T-T 24'-2- 27.10" 21'-2- 26-10" 2S-11' 24'-1' 264" 26-T 26-8" 21%2" 19'-11 18'4" 25'-2" 23'-9" 27-1" 28'-8' 2T- 26-1" Snow 20 15 19,3" 18"-1' 164" 22-T 21'4" 19'-10" 24'-T 24%V 27-7" 2VT 2S-T 24W20'-0"' 18'-10' 17'4" 3'-10 27-6' 20'4" 26'-T 2S-6' 23'4" 125% 20 20 18'-4' 17-2" 15-T 21'-2" 29.5" 16-9" 23'-1' 27-" 21'-3" 24'4" 23'-10" 22'-T 19'-1" 17-10' 16'-5" 22'-9 421'" 174" 4'-10' 23'-11" 22'-3" 25 10 19'-3" 18'-3' 1T-0" 21"-10" 21'-5" 20'-2' 23'-10" 23'-4" 274" 25-0' 24'-11" 24'-3' 20'-1'" 19'-0' 17'-8" 23'4" 27-7" 21'-1" 2S-T 2S-1` 23'-11' 25 15 18'-0' 17-4" 16-0' 29-5" 19'-10" 19'-1" 27-3' 21'4" 20'-10" 23-9" 23-1" 274" 19'-2" 18'-T 16'-8" 1'-11" 21'-4" 19'-11' 3'-10' 23'-3" 27-5" 19.2" O.C. 30 10 11W 1T-5' 16-3' 20'-5" 20'-1' 19-Y 27-3' 21'41" 21'4' 23-10" 234' 27-10" 19'-7' 18'-T 16-11 22'-0" 21'-7" 20'-2" 3'-11' 2Y-6' 27-11 Snow 30 15 16-11' 16"-T 16-T 19-T 18'-9" 18'-T 29-11' 20W 19'-10' 27-S' 21'-10` 21"-T 18'4' 174" 16'-1" 20'$" 20'-2" 19-2" 27-6" 27-0" 21'-3" 115% 40 10 16-T 15'-11" 15-T 16-3" 16-0" 1T-8" 19'-11" 194" 15-T 21'-" 21"4" 20-T 17'4" 164' IS-10' 19'-8" 19'4" 18'-10 21'-5" 21'-1" 20'-8" 0 15 15" 15-0" 14'4"' 1T-5' 1T-1" 16-T 16-11. 16-T 16-1' 2i7-3' 19'-10" 19'-4" 16-6' 16'-7' 15'-2" 18'4" 18'-4' 1T-1 20'-4" 20'-0" 19'4" 0r0 I 10 15 14'-9" i 14'4' 14'-1" 13'-10' 14'-1' 13-T X-C 16-0• 16-0" 15-9' 16-7 15-4' 19-7, 19-T 1T5 , 1T-7 1T4' 16 9' 19-Y 18'4• 19-7 18'4' 16-11' 1T-11' 5-100"" 15'-2"t14'-11 1S-6' 14'-0" 14'" 1T-11' 1T-9" 17216'-11" 1T-5" 16'4° 19'-7" 19'4` 18'4";18'-5` 19'-0" 18'-0' Non- 20 10 16-10' 17-9" I 164" 220 21A" 19-T 24'-T 23'-5" 27.4" 26-7' 254" 24'-3" 19•-T' 18'-6 1T-2" 23'4` 22'-0" 20'-5" 26-9" 26-0" 23'-3" Snow 20 15 17-10" 16-T 16.5" 29-3" 194" 16-4" 22.1" 21'-5' 20'-T 23'4" 22'-11' 220 18'4" 17'-5" 16'4' 1'-10' 2G-9" 19-2" 23'-9" 23'-1" 21'-9" 125% 20 20 16'4' 15'-11" 14"-T 187-11' 16-3" 17-5- 294' 19'-11" 19'-0" 27.1" 21'-3" 20.4" 17'-8" 16'-T' 15-4- 20'-4" 19-8- 18"-7- 27-2" 21'-5" 20"-5` 25 10 17-T 16-1(rl 1S-9" 154- 19-7 16-7- 21'4' 20'-10' 29-3" 27-9- 22-T 21"4' 18'4' 17'-T' 16"4" 21'-0" 2a-7" 19-6" 2'-10" 27-5" 21'-9" 25 15 16"-1" 15-7" 14'-10" 16-T 1T-T 17-1" 19-10" 194" 164' 21'-3` 204' 19-11' 17'-3"' 16-8" 16-5" 19'-7" 19-1" 18'-4" 21'-4" 20'-9" 20'-0" O.C. c. 30 10 16'-1"' 15'-10' 164" 19-T 1T-11" 1T4" 19'-11" 15-T 19'-1' 21%3" 20'-11" 29-5" 17'4" 16'-10" 1S-8 19'-T' 19'-3" 16-9" 21'-5` 21'-0" 20'4" Snow 30 15 16-2" 14'-T 14'4" 1T-2" 16-T 16-3" 19-T 16-3' 17-r 20'4" 19-T 16-11" 16'-3"" 1T-11 14'All' 18'-5" 18'-0" 1T-5" 20'-1" 19-8" 19-0" 115% 40 10 14'-T 14'-7 13'-11' 164' 164' IS-T 17-10` 17,-T 1T-2' 19-0' 16-T 16-5" 15'4" 15'-3" 14'-7" 1T-T 174" 16-11' 19-2' 18'40118-6 40 15 134' 13'-T 13-1' 1S4' 1SZ 14'-10" 16-11' 16-7" 16-7 16-1' 17-T 17-3" 14'-9" W- " 14'-0" 16'4" 16'-0" 164" 114'41 164" 15' 10" i 16-11 15' 7" 14'-3" 18'-2" 17-10' 1T-5" 11T-2" 16'-2"_ 15'4" IT-r 16.-T 14'-11' 50 50 1 10 15 13'-T 17-T+17° 13-0° 17.9" 17-1" 14'-11" 14'-T 14'9" 1V-U' 14'4' 13'-9' 16 3' 16-1' 15-4" 1S 9' 14'-11' 1T 4" 164" 1T-T 16-0" 16-10" 16-3' 14'-7 13'4" 13'-11 13'4" 13' 7" 13'-0" 1 S-T 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 EVJP • Eastem Specifier Guide • 08/04/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load Ipsf] Ipsf] 115% and 125% Load Duration BCI® 6000s 1.8 Series Vie' Flange Width BCI0.6000s 1.8- 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI!60.00s-1.8—_- 4/12 1 4/12 8/12 or to to Less 8/12 12/12 BCIO6000s-1.8-- _ _- 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI°6000s-1.8_---_ 4/12 ' 4/12 ! 8/12 or to i to Less 8/12 ; 12/12 Non- 20 10 26'-0" 24'-0" 27-9" 30'-11" 29'-2" 27-0" 36-2" 3T-2" 30'-9" 38'-10" 36'-T' 34'-0" Snow 20 15 24'-7"' 2T-1" 21'4" 29-3" 27-T 26 4" 33-3" 31'-3" 28'-10" 36-9" 34'-6" 31'-10" 125% 20 20 23'-6" 22'-0" 20'-7' 27'-11" 26'-1" 24'-0" 31'-9" 29-9" 27'-4" 36-1" 37-10" 30'-2" 25 10 24'-" 23'-4" 21'-8" 294" 2T-9" 25'-10" 33'4" 31'-0" 294" 36-10" 34'-10" 37-5" 25 15 23'-6" 27-2" 20'-0" 29-T 26'4" 24'-5" 31'-10" 29'-11" 2T-9" 34'-11 3T-1" 30'-8" 12" O.C. o.c. 30 10 2T-7" 27-4" 2a-10" 28'-0" 26'-7" 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 27-7" 21'-4" 19-9" 26-11" 26 4" 2T-6" 39-7" 28'-1a' 26-9" 3Y-a' 31'-11" 29'-7" 115% 40 10 21'-5" 20'-7" 19'-5" 25'-0" 24'-6" 23-1" 29-0" 2T-10" 26-7 31W 3a-9" 29'-0" 40 15 21'-1" 29-0 18'-7' 25'-1" 23'-9" 27-2" 2T-11" 2T-1" 26-2" 29-1a' 2T-3" 27-1a' 50 10 19'-10" 19'-1" 18'-1" 23'-7" 27-0" 21'-0" 26'-9" 25'-9" 24'-6" 21W 28'-3' 2T-1" 50 15 19-10" 18'-11" 1T-8" 23'-7" 27-0" 21'-0" 25'-8" 25'-3" 23'-11" 2T-5" 2T-0" 26-5" Non- 20 10 23'-0" 22'-2" 20'-7" 28'-0" 26'-5" 24'-6" 31'-10" 30'-0" 2T-10" 36-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20'-11" 194" 26'-6" 24'-11" 2T-W 3a-2" 28'4" 26-2" 33'-4" 31'4" 28--11- 125% 20 20 21'-3" 19'-11" 18'4" 26-3" 2T-8" 21'-9" 28'-9" 26-11" 24'-9" 31'-5" 29'-9" 27'-5" 25 10 22'-4" 21'-1" 19-8" 26-T' 26-1' 23'-5" 30'-3" 28'-7" 26'-7" 32'-5" 31'-7" 29-5" 25 15 21'4" 20'-1" 18'-T' 25'-4" 23'-10" 22'-1" 28'-3" 2T-2" 26-2" 3a-3" 29-5" 27-9" c. O.C. 30 10 21'-4" 20'-3" 18'-10" 25'-5" 24'-1" 22'-5" 28W 2T-4" 25'-0" 31Y-4" 29'-9" 28'-3" Snow 30 15 20'-0" 194" 1T-11" 24'4" 23'-0" 21W 26'-8" 26'-0" 24'-3" 28'-0" 27'-10" 26'-10" 115% 40 10 19-5" 18'-7" 1 T-7" 23'-1" 27-2" 20'-11" 26-5" 25-0" 23'-10" 2T-2" 26'-9" 26'-2" 40 15 19'-1" 18--1" 16-10" 27-2" 21'-0" 20--1" 24'-2" 23'-8" 22-10" 26-19' 264' 24'-8" 10 18'-0" 17'-3" 16'-4" 21'-3" 2a-0" 19-6" 23'-2" 27-11" 27-2" 24'-9" 24'-6" 24'-1" H5050 15 17-11" 1T-1" 16'-0" 20'4" 2a-0" 19-0" 27-2" I 21'-10" 21'4" 23'-9" 23'4" 27-1a' Non- 10 22'-1" 2a-10" 19'-4" 26'-3" 24'-10" 23'-0" 29'-11" 28'-3" 26'-2" 33--1" 31'-2" 28'-11" Snow15N20 20'-11" 19-8" 18'-2" 24'-11" 23'-5" 21'-7" 28'-4" 26'-T' 24'-T' 30'" 29'-5" 2T-2" 125%20 19-11" 18'$" 1T-2" 2T-9" 22'-3" 2a-5" 26-1a' 26 4" 23'-3" 28'-8" 27'4" 26-9" 25 10 21'-0" 19'-10" 18'-0" 24'-11" 23'-T' 22'-0" 27-8" 26-1a' 26-W 29-7" 28'-11" 27-8" 25 15 20'-0" 18'-10" 17-5" 2Y-8' 27-5" 201-9" 25'-9" 26-1" 23'-7" 2T-7" WAY' 26-11" 19.2" O.C. 30 10 20--1" 19-T 1T-9" 23'-9" 22'-T' 21'-1" 25'-10" 26-5" 24'-0" 2T-8" 2T-2" 26-6" Snow 30 15 19-3" 18'-2" 16-1a' 274" 21'-T' 2a-0" 24W 23'-9" 27-10" 26-0" 26-5" 24'-7" 115% 40 10 18'-3" 1T-6" 16-6" 21'-3" 2a-10" 194" 2T-2" 27-10" 22W 24'-9" 24'-5" 23'-11" 40 15 1T-1a' 1T-0" 16-10" 2a-2" 19-1a' 18'-101' 22'-0" 21'-T' 21'-0" 23'-6" 23'-1" 22'-6" 50 10 16-10 16'-2" 15 19-5" 19-2" 18'-3" 1T-10' 21'-1" 2a-1a' 2014- 274" 21'-11" 50 I 15 16'4" 164" 151-0" 18'-7" 18'-3" 2a-3— ;; 19-11" 19-5" 27-7" 21 2a-10" Non- 20 10 2a-6" 194' 1T-11" 24'4" 2T-0" 21'-4" 2T-9" 26'-2" 24'-3" 29'-9" 28'-11" 26'-10" Snow 20 15 19'-4" 18'-2" 16'-10" 23'-0" 21'-8" 20'-0" 26-8" 24'-8" 22'-9" 27-5" 26'-T' 25'-2" 125% 20 20 18'-6" 11'-3" 15'-11" 22'-0" 20'-1" 18'-11" 23'-11" 23-1" 21'-7" 26-7" 24'-9" 23'-T' 25 1 10 19-5" 18'4" 1T-1" 22'-8" 21'-10" 2a-4" 24'-8" 24'-2" 23'-2" 26-5" 26-10" 26-2" 25 15 18'-6" 1T-5" 16-7' 21'-2" 2a-T' 19'-3" 23'-0" 22'-5" 21'-8" 24'-0" 24'-0" 23'-2" 24" O.C. 30 10 18'-7" 17-7" 16-5" 21'-2" 2a-10" 19-61 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 30 15 1T-7" 16'-9" 16-7" 19-11" 19-61 18'-T' 21'-9" 21'-3" 2a-6" 2T-3" 22'-8" 21'-11" 115% 40 10 161-9" 16'-2" 15'-3" 19-0" 181-8" 18'-2" 2a-8" 2a4' 2a-0" 27-1" 21'-9" 21'-4" 40 15 16-11" 15'-T' 14'-8" 18'-0" 1T-8" 1T-2" 19-8" 19-3" 18'-T 21'-0" 2a-7" 19-8" 50 10 15 15'-3" 14'-11" 14'-3" 17'-4" 1T-1" 16-10 18'-10" j 18'-8" 18'4" 19-10" 19'-5" 18'-9" 50 14'-7" 14'4" 13'-11" 16'-T 1 16W 1 16-11" 1 17'-11 17'4" 16-6" 18'-3" 1T$" 16'-10" Base Cascade EWP - Eastent Specifier Guide • 08/04/2015 Roof _Span Tables__ _ __ Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/76 " Flange Width 9%' BCI.6500s 1.8 11'/." BCI° 6500s 1.8 14" BCI.6500s 1.8 16" BCI° 6500s 1.8 Live Load Ipsf] Dead Load psi] 4/12 or Less 4112 to 8/12 8/12 to 12/12 4/12 or Less 4112 to 8/12 8112 to 12112 4112 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8112 to 12/12 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26--1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 20 24'.3" 22'-8" 1 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'-1" 33'-10" 31'-1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34--1" 31'-7" 12" O.C. 30 10 24'-4" 23'-0" 21%6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'-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" 19'-8" 18'-8" 24'-4" 23'-4" 22'-2" 27'-8" 26'-7" 25'-2" 30'-2" 29'-4" 27'-10" 50 15 20'-6" 19'-6" 18'-3" 24%4" 23'-2" 21'-8" 27'-0" 26'-4" 24'-8" 28'-11" 28'-5" 27'-3" Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snow 20 15 23'-0" 21.-7" 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26-11" 34'-4" 32'-3" 29.-9" 125% 20 20 21'-11" 20'-6" 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26--1" 24'-7" 22'-9" 29'-8" 27'-11" 26-11" 31'-10" 30'-11" 28'-7" c. O.C. 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-1" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" Snow 30 15 21'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-1" 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27'-1" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50 10 18'-6" 17'-9" 16'-11" 22'-1" 21'-2" 20'-1" 24'-5" 24'-1" 22'-10" 26'-1" 25'-9" 25'-3" 50 15 18'-6" 17'-8" 16'-6" 21'-5" 21'-0" 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 24'-7" 24'-0" Non- 10 22'-10" 21'-6" 20'-0" 27'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0'. 32'-1" 29'-10" Snow15M20 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'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-1" 27'-10" 26'-1" 24'-0" 30'.2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'-1" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31'-1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'-11" 19.2" O.C. 30 10 20'-8" 19'4" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29'-1" 28'-7" 27'-4" Snow 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%10 18'-10" 18--1" 17'-1" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26'-1" 25'-8" 25'-2" 03iO1515 18'-6" 17'-6" 416'" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1" 24%9" 24'-4" 23'-8" 10 17'-5" 16'-8" 15'-10" 20'-5" 19'-10" 18'-10" 22'-3" 22'-0" 21'-5" 23'-9" 23'-6" 23--1" 15 17'-3" 16'-7" 15'-6" 19'-7" 19'4' 18'-5" 21'-4" 21'-0" 20'-6" 22'-10" 22'-2" 21'-2" Non- 20 10 21'-1" 19'-11" 18'-6" 26-1" 23'-8" 22'-0" 28'-6" 26-11" 25'-0" 31'-4" 29'-9" 27'-7" Snow 20 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'.7" 27'-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'-11" 125% 20 20 19'-1" 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26'-11" 26'-0" 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'-1" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'4" 24" O.C. 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4" 17'-4" 16'-1" 21'-0" 20'-6" 19'-1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'4' 115% 40 10 17'-5" 16'-8" 15'-9" 20'-0" 19'-8" 18'-9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11" 22'-3" 40 15 16'-9" 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" 17'-5" 19'-6" 19'-0" 18'-5" 19'-10" 19'-5" 18'-9" 50 15 15'-5" 15'-2" 14'-4" 17'-3" 16'-8" 15'-11" 17'-11" 17'-4" 16'-6" 18'-3" 17'-8" 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the SC CALC• software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EVVP • Eastem Specifier Guide • 08/04/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psq [psf] 115% and 125% Load BCI® 60s 2.0 Series 25/4' Flange Width Duration BCI® 90s 2.0 Series 3'/2' Flange Width 11Y." BCI' 60s 2.0 14" BCIO 60s 2.0 16" BCI0 60s 2.0 11 Ye" BCI0 90s 2.0 4/12 4/12 8/12 or to to Less 8/12 12/12 14" BCIO 90s 2.0 4/12 4/12 8/12 or to to Less 8/12 12/12 16" BCIO 90s 2.0 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 8/12 to to 8/12 I12/12 4/12 or Less 4/12 to18/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37%7" 39'-0" 36'-10" 34'-2" 44'-3" 41'-9" 38'-9" 49'-0" 46'-3" 42'-11" Snow 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35-3" 37'.0" 34'4" 37-1" 41'-11" 39'-4" 36'-4" 46' S" 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" 33'-0" 30'-4" 39'-11" 37'-5" 34'-5" 44'-3" 41'-5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 35'-11" 37'-1" 35'-0" 32'-7" 42'-0" 39'-8" 36'-11" 46'-6" 44'-0" 40'-11' 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" VA" 34'-11" 44'-4" 41'-9" 38'-8" 12" 25 o.c. O.C. 30 10 31'-0" 29'-4" 27'-4" 35'-3" 33'-4" 31--1" 39'-0" 36'-11" 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42'-1" 39'-4" Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32'-1" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3" 30'-11" 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'-10" 36'-8" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'-10' 27'-10' 34'-11" 33'-1" 30'-10' 31'-9" 30'-0" 28'-0" 36'-0" 34'-0" 31'-9" 39'-10" 37'-9" 35'-2" 50 50 10 15 26'-1" 26--1" 25'-0" 24'-10' 23'-9': 23'-3" 29'-8" 29'-8" 28=6_ 28'-3" 27'-0" 26'-5" 32=11" 32'-11" 31'-6" 31'-4" 29'-11' 29'-3" 29'-10" 29'-10"i 28'-8" 28'-5" 27'-2" 26'-7" 33'-10 33'-10"132'-3" 32'-5" 30'-10' 30'-1" 37'-6" 37'-6". 35'-11" 35'-8" 34_2" 33'-5" Non- 1 20 1 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'-11" 36'-9" 34'-1" 364" 33.-4" 31'-0" 40'-1" 37'-10' 35'-1" 44'-5" 41'-11" 38'-11' Snow 20 15 29'-3" 27'-6" 25'-5" 33'-4" 31'-3" 28'-10' 36--11" 34'-8" 32'4" 33'4" 31'-6" 29--1" 37'-11" 35'-8" 32--11" 42'-0" 39'4" 36'-6" 125% 20 20 27'-11" 26'-2" 24'-1" 31'-9" 29'-9" 27•_4" 35•_2' 32'-11" 30'-4" 31'-11" 29'-11" 27'-6" 36'-2" 33'-11" 31'-2" 40'-1" 37'-7" 34'-7" 25 10 29'-4" 27'4' 26-10' 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1" 36'-0"' 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'41" 36'-3" 34'-2" 31'-8" 40'-2" 37'40" 35'-1" 16" 30 10 28'-1" 26'-7" 24'-10' 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3" 32'-1" 30'-5" 28'-4" X-C 34'-5" 32'-2" 40'-3" 38'-2" 35'-8" O.C. Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'-6" 23--1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0" 26'-5" 33'-1" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 40 15 264" 23'_9" 22'-2" NJ" 27.-1" 25'-3" 31'-8" 30'-0" 27'-11' 28'-9" 27'_2" 25'_4" 32'_7" 30,40" 28'4" 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"i 32'-7" 30'-11' 50 15 23'-7" 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'-1 V 32'-4" 30'-3" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'.2" 28'-11" 36'-7" 34'-6" 32'-0" 333'" 31'-4" 29--1" 37'-8" 35'-6" 33'-0" 41'-8" 39'-4" 36'-7" Snow 20 15 27'-6" 25'-10' 23'-10' 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31--5" 29'.7" 27'-3" 35'-8" 33'-6" 30'-11" 39'-6" 37'-1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10' 27'-11" 25'-8" 33'-0" 30'-11" 28'-6" 30'4" 28'-1" 25'-10' 34--0" 31'-10" 29'4" 37'4" 35'-3" 32'-5" 25 10 27'-7" 26--1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35'-9" 33'-10' 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'-1" 33'-1" 31'_2" 28'-11" 30'_1" 28,_4" 26'-3" 34•_1" 32'-1" 29,_9" 37.9" 35'-7" 32'-11" 19'2" 30 10 26'-4" 25'-0" 23'-4" 30'-0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4" 30'-1" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'40" 35'-10" 33'-6" O.C. Snow 30 15 25'-3" 23'-10' 22'-2" 28'-9" 27--1" 25'-2" 31'40" 30'-0" 27'-11" 28'10" 27'-3" 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10' 115% 40 10 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29'-0" 27'-4" 27'-5" 26'-3" 24'-10' 31'-0" 29'-10" 28'-2" 34'-5" 33'-0" 31'-2" 40 50 50 15 i 10 1 15 23'-7" 22'-2" 22'-2" 22'-4" 20'40' 26'-10' 25'-5" 23'-8" 28•-1" 27'-0" 25'_7" 26•-11" 25'-6" 23'-10' NJ" 28'-11" 27'-0" 33'-10" 32'-V 29•_11• 21'-3" 21'-2" 20'-3" 19'4' 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" 123'-1" 24'-2" i 22'-7" 28'-8" 28'4" 27'-7" 27'-5.. 26'-2" 25'-7" 31'-10". 330'-7" 297 "i 28'-8" 29--1" Non- 1 20 1 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' NAT 33'-11" 32'-0" 29'-8" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' Snow 20 15 25'-6" 23'-11' 22'-1" 28'-11" 27'-2" 25'-2" 32'-1" 30'-2" 27'-10' ffig-4-127'.0" 7'-4" 25'-3" 33'.0" 31'-0" 28'-8" 36'-7" 34'-4" 31'-9" 125% 20 20 24'-3" 22'-9" 20'-11" 27'-7" 25'-10' 23'-10' 30'-7" 28'-8" 26'-4" 27'-9.' 26.-0" 23'-11" 31'-5" 29'-6" 27'-1" 34.40" 32--8" 30'-1" 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" 27'-7" 25'-9" 33--1" 31'-4" 29'-2" 36'-8" 34'4" 32'-4" 25 15 24'-4" 22'-11' 21'-3" 27'-8" 26--1" 24'-2" 30'-8" 28--11.. 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'-11" 32'-11" 30'-6" 24" 30 10 24'-5" 23--1" 21'-7" 27'4' 26'-3" 24'-6" 30'-9" 29'-1" 27'-2" 27'-11" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'-0" O.C. Snow 30 15 23'-4" 22'_1" 20'-6" 26'_7" 25'_1" 23'_4" 27'_4" 26.-1" 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28,_7" 26'-7" 33._7" 31'-8" 29'-5" 115% 40 10 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10' 24'4' 24'-1" 23'-1" 25'-4" 24'-4" 23'-0" 28'-8" 27'-7" 26'-1" 30'-11" 30'-0" 28'-10' 40 15 21'-10' 20'-8" 19'-3" 22'-5" 21'-6" 20'-5" 22'-5" 21'-6" 20'-5" 24'-11" 23'-5" 2 - 23.4 23'-7" 22'-0" 27'-9" 26'-8" 25'-0" 28'-0" 26'-11" 25'4" 50 50 10 15 20'-6" 19'-0" 19'-8" 18'-9" 17'-6" 20'-8" 19'-0" 20'-2" 18'-4" 19'-6" 17'-6" 20'-8" 19'-0" 20'-2" 18.4" 19'-6" 17'-6" 22'-6" 22'-4" 21'-5" 20'-4' 25'-7" 23'4' 24'-11" 1 22'-9" 24'-1" 21'-8" 25'-9"' 23'-8" 2-j ' 22'-11" 24'-4" 21'-10" 18'-4" 1 Base Cascade EVJP • Easlem Specifier Guide - 09104/2015 Roof Load Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 13/" Flange Width 9'/z" BCI® 4500s 1.8 11 %" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load I Deflect. Total Load I Deflect. Span Length Snow 115% Non- I Snow 125% U240 Snow 115% Non- Snow 125% U240 Snow 115% Non- Snow 125% U240 Snow 115% Non - Snow 125% U240 6 315 343 338 367 353 383 356 387 7 270 294 289 315 302 329 305 332 8 236 257 253 275 264 287 267 290 9 210 228 225 245 235 255 237 258 10 189 205 202 220 211 230 214 232 11 172 187 184 200 192 209 194 211 12 147 160 169 183 176 191 178 193 13 125 136 156 169 162 177 164 179 14 108 118 107 139 151 151 164 152 166 15 94 102 88 121 131 141 153 142 155 16 83 90 73 106 115 126 137 133 145 17 73 80 61 94 102 111 121 125 136 18 65 67 51 84 91 99 108 113 123 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 73 79 83 90 22 56 61 47 66 72 76 82 23 51 54 42 61 66 69 75 24 47 48 37 56 60 54 64 69 25 43 43 32 51 56 48 59 64 26 47 51 42 54 59 27 44 48 38 50 54 28 41 44 34 47 51 46 29 43 47 41 30 40 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least %4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP - Eastern Specifier Guide - 08/0412015 oad_T_abl Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9Y2' BCI® 5000s 1.8 11W BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% U240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 220 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 162 177 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 42 78 85 71 93 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 1 43 1 43 1 33 1 55 1 59 1 48 27 1 1 1 51 1 55 43 28 1 1 1 47 1 50 38 Base Cascade EWP - Eastem Specifier Guide • 08/04/2015 Roof -Load Tables_ _ Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 9Y2" BCI416000s 1.8 117/a' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow 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 1 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 175 167 182 170 185 15 126 137 111 150 163 156 169 159 173 16 111 121 92 140 153 146 159 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 130 125 136 20 63 63 48 91 99 1 80 108 117 119 129 21 55 55 1 42 83 90 69 98 107 1 112 122 22 48 48 36 75 79 60 89 97 88 102 111 23 42 42 32 69 70 53 82 89 78 93 101 24 61 61 47 75 81 68 86 93 25 54 54 1 42 69 75 61 79 86 26 49 49 37 64 1 69 54 1 73 79 27 43 43 33 59 1 63 48 67 73 65 28 55 1 57 1 44 1 63 68 58 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWP • Eastern Specifier Guide - 0810412015 Roof Load Tables_ Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 11'/a" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 1250% U240 Snow 115% Non- Snow 125% Snow U240 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 41 31 67 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 l -N CqPq*—'Q Boise Cascade EWP - Easlem Specifier Guide • 0810412015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLQ 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z' per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 3'/2" Flange Width 11'/s" BCI®60s 2.0 14" BCI®60s 2.0 16" BCI®60s 2.0 11'/s' BCI®90s 2.0 14" BCI®90s 2.0 16" BCI®90s 2.0 Total Load lnpflpct. Total Load Deflect- Total Load ID Total Load IDeflect- Load I Defiect- Total Load iDefiect Span Length Snow Non- Snow o Snow 0 Non- Snow 0 Snow 0 Non- Snow 0I NO0 Snow Non- Snow 0 I l Snow o Non- Snow 0U2400 Snow Non - Snowlo 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 8 309 336 309 336 309 336 380 413 383 416 385 419 9 275 299 275 299 275 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 1 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 53 53 41 40 40 31 58 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade EVUP - Eastem Specifier Guide • 08/04/2015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span foists 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. BCI®.Design Properties BCI® Joist Series Depth inches] Wei ht plfl Moment ft-Ibs] EI x 10 e lb-in2] K x 10 e Ibs] Shear Ibs] End Reaction fibs] Intermediate Reaction [Ibs] Bearing Th" Bearing 3'h" Bearing 5'/." Bearing 7--- No WSMWSm No WS01 WSMNoWSMWSMNoWS01WSM 9'/z 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 12525 2750 4500S 11Y. 1 2.4 3025 260 6 1625 1 950 1425 1425 1475 12250 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 1,1475 1975 2400 3200 2525 3350 9% 2.3 2725 175 5 1475 950 1125 1125 1275 2100 ' 2350 2525 2750 5000S 117/• 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 12525 3350 9% 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11% 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 2925 3260 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9% 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11% 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 1 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 1 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 325060s11% 2.0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 36500 16 3.8 8520 895 9 2175 1175 1625 1550 1975 1 2750 3650 3200 3750 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 435090S11% 2.0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 44500 16 4.9 13050 1330 1 9 2550 1475 2150 1900 2350 3425 ; 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 5W14 + WIZ A 384 EI K Q = deflection [in] N, = uniform load [lb/in] I = clear span [in] EI = bending stiffness [lb -in 2] K = shear deformation coefficient [lb] BCI® Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) Nail Size All BCI• Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O.C. Spacing inches End of Joist inches O.C. Spacing inches End of Joist inches 8d Box (0.113'e x 2.5') 2 1 %: 4 1'/2 8d Common 0.131"e x 2.5' 2 1 %: 4 3 10d & 12d Box 0.128'e x 3', 3.25' 2 1 % 4 3 16d Box (0.135'e x 3.5*1 2 1% 4 3 10d & 12d Common & 16d Sinker (0.148'e x 3", 3.25') 3 2 6 4 16d Common 0.162'0 x 3.5' 3 2 6 4 BCI® Diaphraqm Table (1) BCI* Series Oia hra m Capacity (40) Ib/ft Unblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edgesinbuildingcode 6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edgesbuildingcode rin60S.90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code I spacing no closer than 3" o.c. NOTES: If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI.60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306.3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Base Cascade EWP • Eastem Specifier Guide • 08/04/2015 Boise_Cascade_Rimboar_d_ Boise Cascade Rimboard Product Profiles I/a" ill 15/,(s r 13401 BC RIM BOARD * BIC RIMVERSA-LAM® VERSA -LAM® BOARD OSB 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. 0 Perpendicular See chart for vertical loadity. Mtn. ad nails at 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. to Parallel See chart for vertical load capacity. Connection per design professional of record's specification for'shear transfer. 0 EmanOr Wall Sheathing MAIL "/W thickness SCI•/AJS• Joists \ Perpendicular or parallel to nm 14 W die through bob (ASTM AW7 Grades Ada, SAE J429 Grades 1 or 2, or higher with washers and nub) or W die lag screws (MI penetrsdan), staggered Min. connection for 40 10 per deck loadinc Dock Joist Length Connection 17-W d leas 2 rows W tan or lag screw, 24' oa 300 M mas. 12'•1'-18'-0' 2 rows W bon or lag screw, 16' o o. (450 pn mas.) Note: For show loads greeter than 40 pat, and/or deed bads greater than 10 psf, sire connection per max pa values shown slava. Treated Ledger• Use only fasteners I001 ere approved for Use with corresponding wood boatmen( 80ISE CASCADE' Rlmboard Notes: Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 2009/20121RC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consuh screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescriptive Residential Wood Deck ConstnrUan Guide. Boise. Cascade-.Rimboard.. Properties_ ------ Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress ElasticityI Shear to Grain Product 1011 IIblIb/ft Ibfin fib/ingbftn Ibfin 1" BC RIM BOARD• m mVBCRIMBOARDOSB 3300 3500 180 Limited span capabilities, see note 2 1'/a" BC RIM BOARD° OSB m 4400 3500 180 Limited span capabilities, see note 2 15ha" VERSA -LAMB 1.4 1800 ('I 6000 4450 Permitted per building code for all nominal 2' thick framing floor diaphragms 1800 1,400,000 225 525 I%" VERSA -LAM° 2.0 3100 (') 5700 4300 Permitted per building code for all nominal 2' thick framing floor diaphragms 3100 2,000,000 285 750 NotesProduct Closest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1" BC RIM BOARD° m I W BC RIM 15/ta" VERSA -LAM I%" VERSA -LAMBNarrowFace [in] product information. 1" BC RIM BOARD° OSB m BOARD° OSB m 1.4 1800 01 2.031000) 2. See Performance Rated 8d Box (0.113'o x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131'o x 2.5') 3 3 3 3 10d 8h 12d Box (0.128'0 x 3', 3.25') See publication in note 2 for further nailing information. 3 3 16d Box (0.135'e x 3.5') 3 3 fOd 812d Common 6 4 4 16d Sin hef_(0__1A8'B_x_3', 3.25') 6 616dCommon (0.162'B x IT) Boise Cascade EWP • Eastern Speufier Guide • 08/04/2015 VERSA -LAM® Products An Introduction to VERSA -LAM® Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. VERSA-LAM®_Beam-Ar-chitectur-al-Specifications Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM® beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM• beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM• beams shall be evaluated by a model code evaluation service. Allowable-Holes-in_ VERSA---LAM-0- Beams— --- ---- Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/2' a/:' 7'/4" 1" 9'W and greater 2" a Depth a Depth a Span '/a Span ` End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification• for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade EWP • Eastem Specifier Guide - 08/04/2015 VERSA -LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint at bearing. g 1 air apace required Strap per code if top plate Is not continuous over header. Verity hanger capacity with hanger between manufacturer VERSA -LAM' concrete column P.&Pfrrfuecord and wood. n connector sign TNmmers 1® sional Slope seat cut Bevel cut Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush with Inside of wall Strap per code If Sloped seat cut t Hanger top plate Is not Not to exceed r continuous Inside face t of bearing. 00 NOT bevel cut VERSAIAM' beyond Inside face of wall without approval from Blocking not shown or elarity. Boise Cascade EWP Engineering Moisture barrier between concrete and woodorBCCALC'software analysis. vr_KSA-LAM- instanation Notes Minimum of'h" air space between beam and wall pocket or adequate barrier must be VERSA -LAM' beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region's Specifier Guide. Multiple-Member- ^Connectors-- T --.- Side-Loaded Applications Maximum Uniform Side pig Nailed m %' Die. Through Bolt hr Y.' Die. Through Bolt") Number 2 rows 16d 3 rows 16d 2 rows 2 rows ® 2 rows 2 rows 2 rows 2 rowsofSinkers ® Sinkers ® 24" o.e. 12" o c (8J 6" o.c. 24" O.C. 12" o.c. (M8" o c Members12' o.c. 12" o.c. stannei3nered staggered stanceyed sta erect 1%.." VERSA -LAM* (Depths of 18" and leas) 2 470 1 705 1 605 1010 1 2020 560 1 1120 2245 3ro 1 350 1 525 375 755 1515 420 840 1685 Oro use bolt schedule 335 670 1345 370 745 1495 3W' VERSA -LAM* 2M use bolt schedule 855 1 1715 1 N/A 1 225 r 2250 N/A 1%" VERSA -LAM* (Depths of 24") Number of Members Nailed m h' Die. Through Bait"' Y.' Die. Through BoIN'r 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12' o c 3 rows ® 24" o.c. 8" stsaaered 3 rows @ 18" o.c. 6" stsonered 3 rows @ 12" o.c. 4" stalioered 3 rows ® 24" o.c. 8" stannered 3 rows ® 18' o c 6" stannered 3 rows 12" o.c. 4" stanaered 2 705 940 755 1010 1515 840 1120 1685 3 ro 525 705 565 755 1135 630 840 1260 4 w 1 use bolt schedule 505 670 1010 560 745 1120 1. Despn values app N c mmon bolts Nat tonfgqrm AN I/ASME standard B18 21.1 11A TM A307 Grades A&B, SAE J4 rades 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 W Dolts and 2W for %' 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 loth sides llesser side shall be no less than 25%of opposite side). Top - Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies Oe th Mailing tit Maximum Unifoffn Load From One Sid! 2) 1Y." plies Depths I IW' & less 2 rows 16d box/sinker nails @ 12" o.c. 400 ptf Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pff Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 pff 3) 13/."" plies 011 Depths 11%." & less 2 rows 16d box/sinker nails gh 12" o.c. 300 pff Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 pff Depth = 24" 4 rows 16d box/sinker nails IM 12" o.c. 600 pff 4) 13/V plies Depths 18" & less 2 rows W bolts @ 24' o.c., staggered 335 plif Depth = 24" 3 rows W bolts @ 24' a.c., staggered eve 8' 505 pff 2) 3''N' lies PDepths 18" & less 2 rows le bolts 24' o.c., staggered 855 B Depth 20" - 24" 3 rows'b' bolts a 24' o.c., sta gered eve 8' 1285 pff 1. The nal schedules shown apply to and by 25%for iron-snm bad molt 7. Connet8on values are based upon both sides of a 3-member beam. where the building code alms. the 2012 NDS 2. 16d box nails = 0.135 diameter x 3 5' length, 166dd sinker nails = 0.148' 5. I se aglIlowable load tables or BC l ALC'software to size beams. S. FaaNnMater TnrssLok, Simpson Strong• Tla SOW or SOS, ardLOSP diameter x 3 25' length. 6. An equivalent specific gravity of WS scrawl may abo be used N 3. Beams wider than 7' must be designed by the engineer of record. 0. 5 may be used when designing specific Conn ctions with VERSA =. connect multiple member VERSA. LAM' beams contact Bobs Cascade EWA Engineering for 4AllvaluesinthesetablesmaybeWjeased by 15%for &V*-bad molt LAM further IMomutfon. Boise Cascade EWP • Eastern Speufier Guide • 08/04/2015 Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAM' beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load - carrying capacity of the full member decreases significantly The following is an example of how to size and connect a multiple -ply VERSA - LAM' floor beam. Given: Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14" _ in Find: A multiple 11/." ply VERSA -LAM* that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'/ 2 + 18'/ 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC* to size beam. A Triple VERSA -LAM* 2.0 3100 1'/." x 14' is found to adequately support the design loads 3. Calculate the maximum pif 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, 11/." 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 pif is greater than 450 pif OK Bolts: W' diameter 2 rows @ 12" staggered: 755 pif is greater than 450 pif OK VERSA -LAM® Floor Load Tables VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load (plf) KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches) Span ft] 1'/." VERSA -LAM' 2.0 3100 Double 3'l6 We VERLAMM 2.02.0 100 or Triple Ply 1 VERSA-LA0 3100100 or Quadrupl e?ly I%' V LAM -L 3100 2. 0 3100 or 7%" 9' h" 11% 14" 71/4" 9'h" i 11' 14" 16" 18" 24" 9'h" 11'/." 14" 16" 18" 20" 24" 11%" 14" 16" 1 18" 1 20" 1 24" 783 1063 1424 1705 1525 2126 2849 3590 4387 5226 3189 4273 5384 6580 7848 7845 7838 5697 7179 8773 10463 10459 10451 6 762 1525 1:5232 1. 8/ 4.12.4l6.1 3.3/8.24.1110. 1.814.12.416.1 3.3/824.1/10.3,5112.6 8/15 6/15 2.416.1 3.3/8.2.4.11110J, 5112.61 6115 1 6115 1 6115 3.318.2!4.111O.S 5112.61 6115 1 6/15 1 6115 470 746 979 3.719. 3 12017057 1492 1257 2411 288E 3402 3913 2237 203E 3622 4328 5103 5878 5870 3214 4829 5771 6803 7834 7826 8 322 724 643 1447 2171 1.5/ 3.7 2315.7 3175 1.513.7 2.3/5.7 3/7.5 3.7/9.34.4/11.1 52113 8/15 23/5.7 317.5 3.7/9.34.4/11.1 52113 6115 1 6115 3l7.s 3.719.3,4.4111.1 5.2/13 1 8/15 1 ails 243 551 745 909 487 1102 1489 1817 2148 2502 3126 1653 2234 2726 3222 3753 4322 4888 2978 3835 4296 5003 5763 6251 10 165 370 724 329 741 1 1147 1111 2171 2894 1.513 2.115.3 2.017.1 3.518.7 1.513 2.1/5.3 2.9/7.1 3.5/8.7,4.1110.34.8/12 6115 2.1/5.3 2.9/7.1 3.5/8.7,4.1110.34.8112 5/13.8 6115 2.9/7.1 3.518.7,4.1/10.34.8/12 5/13.8 6115 182 413 665 MA 825 1330 1617 1904t22019 2839 1238 1995 2425 2856 3313 3800 4259 2659 3233 3807 4417 5067 5879 11 124 278 544247 3A18J 5571087 835 1631 2175 1.513 1.7l4.4 2.817 1.513 11.714.41 2.817 3.4/8.5 4/10.1;4.7/11.71 6115 1.7/4.41 2.817 3.418.5 4110.1 4.7111.7i5.4/13.4 6/15 2.817 3.418.5 4/10.1 4.7/11.75.4/13.4 6115 139 317 585 728 279 634 1170 1458 1709 1977 2601 950 1 1755 2194 2564 2965 3390 3901 2340 2912 1 3418 3953 1 4519 1 5201 12 95 214 419 688 191 429 837 1372 643 1 1256 20S8 1675 2745 1.513 1.513.7 2.716.8 3.418.4 1.513 1.513.7 2.716.8 3.418.4 3.912.9 4.6/1'.1 6/15 1.513.712.716.813.418.413.919.914.6111.4, 5.2/13 6115 2.7/6.8 3.418.4 3.9/9.9 4.6/11.4, 5.2113 6/15 109 248 488 662 217 496 076 1324 1550 1789 2399 744 1464 1986 2326 2683 3059 3598 1952 2647 3101 3577 4078 4797 13 75 169 329 540 150 337 659 1079 508 gas 1819 1317 2159 1.513 1.5/3.1 2.416.1 3.318.3 1.513 1.513.1 2.4/8.1 3.3/8.3 3.919.7,4.51112 B115 1.513.1 2A/6.1 3.318.3 3.9/9.7,4.5111.25.1/12.71 6115 2.4/8.1 3.3/8.3 3.9/9.7,4.511125.1112.71 6115 86 188 390 5 173 395 779 1171 1418 1633 2226 593 1169 1756 2128 2449 2786 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 432 120 270 527 864 1290 405 791 12.115.313117.913.8/9.614.4111 1296 1935 1055 1728 2580 1.5/ 3 1 1.513 2.1/5.3 3.2/7.0 1.513 1 1.513 12.115.3 3.217.9 3.8/0.6 4.4/11 8/15 1.513 S112.5 8/15 2.115.3 3.217.9 3.810.8 4.4111 5112.51 ails 70 1 160 316 509 139 1 320 631 1018 1307 1502 2070 479 947 1527 1960 1 2253 1 2568 3113 1262 2036 2614 3003 3410 4151 15 40 110 214 351 98 220 429 703 1049 1493 329 1643 1054 1573 1 2240 1 - 58 11.814,612.917.413.819.5,4.3110.9 4.9112.1 1 1405 1 2098 12987 1.513 1 1.513 1.814.8 2.917.4 1.513 1 1.513 1.6/4.8 2.917.4 3.8/9.5,4.3/10.9 6115 1.513 1.8/4.8 2.917.1 3.819.5,4.3/10.94.9I12.3 6115 8115 57 131 259 427 113 262 518 854 1151 1390 is"323 777 1281 1727 2085 2384 1 2917 1036 1708 2303 2780 3151 3889 16 40 1 00 1 177 1 289 80 1 181 1 353 570 1 864 1 1230 271 1 530 1 668 129E 1 1848 707 1 1158 1 1728 1 2461 1 - 1.5/ 3 1 1.513 1 1.614 12.616.6 1.5/3 1 1.513 1 1.6/4 2.6/8.8 3.6/8.94.3/10.7 6115 1.5/3 1 1.614 2.616.8 3.6124,14.3/10.7,4.9/12.2 6115 1.6/4 2.8/6.9 3.6/8.9,4.3/10.74.9/12.2 6/15 108 215 355 93 217 430 710 1 1018 1 1274 1626 325 645 1065 1527 1911 2196 2739 860 1420 2036 2547 2929 3652 17 75 147 241 67 151 295 483 720 1028 226 412 724 1081 1539 2111 589 965 1441 2052 2811 1.513 1.513.E 2.315.9 1.513 1.513 1.513.E 2.315.9 3.318.4.4.2110.6 8/15 1.513 1.513.8 2.315.9 3.3/8.4,4.211014.8112 6115 1.513.8 2.315.9 3.318.4,4.2110.5 4.8/11 6/15 90 180 288 77 181 360 596 894 1134 1701 271 540 94 1 1341 1 1701 1 2051 1 2552 720 1191 1788 2268 2735 3402 18 1 64 124 203 56 1 127 1 248 407 607 8&1 191 372 11.513.212.115.2 610 010 1298 1 1778 1 - 496 813 1214 1728 2371 1.513 1.513.22.115.2 1.513 1 1.513 1.51322.115.23.117.E 419.9 15.9114.1 1.513 3.117.8 419.94.6/11.95.9114. 1.51322.11523.117.8 419.9,4.6/11.95.9/14. 76 152 252 65 1 152 1 304 504 758 1018 1 1592 1 229 457 757 1137 1524 1863 609 1009 1516 2032 2484 3184 19 54 105 173 48 10E 211 346 516 735 162 316 519 774 1102 1512 2388 422 691 1032 1470 2016 1.S/ 3 1.513 11.014.7 1.513 1 1.513 1 1.513 11.914.71 2.817 13.719.45.8114. 1.513 1 1.513 1.014.7 2.817 3.719.4,4.6/11.45.8114. 1.513 1.9/4.7 2.817 3.719.44.6111.45.8/14. 65 130 215 54 129 259 430 647 015 1496 184 389 US 071 1373 1678 2243 519 861 1295 1830 2237 2991 20 46 90 148 41 1 93 181 296 442 630 1403 139 271 445 664 1 945 1 1296 2240 362 593 885 1260 1 1728 2087 1.5/ 3 1 1.513 11.714.2 1.513 1 1.513 1 1.513 1.7/4.2 2.5/8.3 3.6/8.95.8/14. 1.513 1 1.513 1.714.2 2.5/6.3 3.6/8.94.3/10.95.8/11. 1.513 1.7/4.2 2.516.3 36/8.94.3/10.85.8/14. 96 160 95 192 320 482 692 142 288 460 724 1038 1382 1956 384 640 965 1383 1842 260E 22 68 111 70 136 223 1 332 1_1304 473 1122 104 1 204 334 499 710 1 974 1 1663 272 445 665 947 1 1299 12244 1.513 11.513.5 1 1.513 1 1.513 1.513.5 2.115.2 317.4 56/13. 1.513 1 1.513 1.513.5 2.1/52 317.1 3.919.95.6/13. 1.513 1.513.5 2.115.2 317.1 3.910.95.6113. 72 122 71 145 243 368 529 1092 106 217 365 552 793 1095 1638 290 486 736 1057 1460 2184 24 52 86 54 105 172 258 365 864 80 157 257 384 547 750 1296 209 343 512 729 1000 1728 1.513 1.5/3 1.513 1.513 1.513 1.8l4.1 2.5l8.3 1/12. 1.5/3 1 1.513 1 1.513 1.814.4 2.5/6.3 3.4/8.65.1/12. 1.513 1 1.513 1.814.4 2.516.3 3.418.85.1112. 56 94 54 111 188 286 412 1 927 80 1 167 282 429 1 618 1 955 1 1390 223 376 572 824 1 1139 1 1853 26 41 67 42 82 135 201 287 1 6E0 63 1 124 202 302 1 430 1 590 1 1020 165 270 403 574 1 707 1 13S9 1.513 1.513 1.513 1 1.513 1 1.513 1.5l3.7 2.115.3.1.7/it. 1.513 1 1.5/3 1 1.613 1.5/3.7 2.115.3 2.9/7.34.7/11. 1.513 1 1.513 1.513.7 2.1/5.3 2.917.34.7/11. 74 1 87 148 226 326 792 61 130 222 338 469 678 1188 174 296 451 652 904 1584 28 54 66 108 161 230 44 51 99 162 242 3M 472 E18 132 218 322 459 830 1088 1.513 I 11.513 1.513 1.513.2 1.8148.4.4110. 1.513 1 1.513 1 1.513 1.5/32 1.8/4.6 2.516.3.1.4/10. 1.5/3 1 1.5/3 1.5/3.2 t.814.8 2.5/8.3./.4/10. 59 68 118 180 262 639 102 176 271 393 50 959 137 235 361 523 728 1 1279 30 44 54 88 131 187 442 80 132 197 280 364 664 107 176 262 373 512 1 885 1.513 1.5/3 1.513 1 1.513 1 1.6/1 13.819.5 1.513 1 1.5/3 1 1.513 1 1.6/4 2.215.5 3.8/9.5 1.S13 1 - - I 1.5/3 1 1.614 2.215.5 3.819.5 Total Load values are limited by shear, moment or defection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by defection equal to U360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span appPlications. Span 1s measured center to center of the supports. Analyze multiple span beams with the BC CALC'software f the length of any span is less than haB the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to gram for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam For 2- ply. 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1 % inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications It may bepossible to exceed the limitations of this table by analyzing a specific application with the BC CALCOsoflware. Boise Cascade EWP • Eastenl Specifier Guide • 0810412015 VERSA -LAM® Roof Load Tables , VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure - Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Beanno Length at End / Intermediate Surloorts finchesl Span ft) 1'/V VERSA -LAM' 2.0 3100 Double Ply 1Y.' VERSA -LAM' 2.0 3100 or 3%* VERSA -LAM 2.0 3100 Triple Ply 1'/.' VERSA -LAM' 2.0 3100 or 5/. VERSA -LAM 2.0 3100 QuadruplePly NV VERSA -LAMB 2.0 3100 or 7' VERSA -LAM 2.0 3100 N." 9'W' 11Y" 14" 7'h" 9SY' 11YW" 14" 16" 18" 24" 9'W' 11Yi" 14" 16" 18" 20" 24" 11Y4' 1 4" 1 16., 1 18" 1 20 1 24" 878 1223 1839 2065 1755 2446 3278 4130 5047 5232 5228 3669 4917 6195 7570 7948 7845 7838 6556 8260 10094 10463 10459 10451 215 2.817 3.8/9.41.7111. 2/5 2.817 3.810.44.7111.85.8/14.5 6115 6115 2.817 3.819.14.7111.8S.8/14.5 6115 ails 8115 3.819.4,4.7111.83.8/14.S 6/15 6115 1 6115 598 89 1126 138 11107 1717 2252 2770 3321 3915 3913 2575 3379 4168 4981 5872 5876 5670 4505 5558 6642 7829 7834 7826 8 482 965 1. 814.8 2.8/86 3.518.843110. 1.811.8 2.818.E 3.5/8.84.311065.1/12.71 8/15 6115 2.8/6.8 3.5/8.84.3I10.65.1/12.71 8/15 ails 6115 3.SI8.64.3/10.65.1112.71 ails ails 8/15 326 837 857 1046 651 1274 1714 2092 2472 2880 3128 1912 2571 3138 3709 4320 4695 JIM 3429 41U 4945 5759 6259 6251 10 247 5% 494 1111 1667 1. 5/3.1 2.4/6.1 3.3/8.2 4110 1.5/3.1 2.4/6.1 3.3/8.2 4/10 4.7111.95.5113.8 8/15 2.416.1 3.318.2 4110 t4.7/11.95.5/13.8 8/15 8/15 3.3/82 4/10 4.7/11.95.5113.8 6115 1 6115 244 526 785 931 487 1052 1531 1661 2192 2543 2839 1577 2296 2792 3288 3814 4265 4259 3062 1 3723 1 4383 5085 5887 5879 11 186 418 1 1 371 1 835 12S3 I - 1. 513 2.215.8 32/8.1 3.9/9.8 1.5/3 2.215.8 3.218.1 3.9/9.84.6111.65.4/13.4, 8115 22/5.8 3.216.1 3.9/9.8i4.6/11.65.41134 8/15 6115 32/8.1 3.919.84.6111.65.4/13.4 6115 6115 187 424 674 838 371 1 848 1 1347 19N 2276 2601 1272 1 2021 1 2514 1 2952 1 3414 1 3903 3901 2694 3353 3938 4552 5203 5201 12 143 322 1 628 286 1 643 1 1258 E1676 965 1 18U 2512 13.117.813.919.714.5/11.35.2/13.116115 1.5131 214.9 3.1/7.8 3.9/9.7 1.5131 214.9 3.117.8 3.9/9.74.5111.35.2/13.1 a/15 214.9 13.117.813.919.714.5111.3151113.11 6115 1 6115 6115 146 1 332 573 1 762 292 1 865 1146 1524 1785 2060 2399 997 1 1719 1 2287 2678 3089 3522 3598 2292 3049 3571 4119 4696 4797 13 112 1 253 494 225 1 506 988 759 1482 1976 1. 513 1.7/42 2.9/7.2 3.8/9.5 1.513 1.7/42 2.9/7.2 3.8/9.5,4.5/11.25.1/12.9 6115 1.7/4.2 2.9/72 3.8/9.54.5/11.25.1112.95.9/14.7 6115 2.917.2 3.819.54.5111.25.1/12.95.9114.71 6115 116 265 493 674 1 233 530 987 1349 1634 1880 2226 796 1480 2023 1 2450 2821 3208 3338 1973 2697 3267 1 3761 4278 4451 14 90 203 396 648 180 405 1 791 1 1296 6W 1187 19M 1582 1 2593 1. 5/3 1.5/3.82.7/6.73.819.1 1.5/3 1.513.82.7/8.73.6/9.1 4.1111 1112.7 ails 1.5/3.82.718.73.8/9.1 4.1/115.1/12.73.8114.4 8/15 2.7/6.73.8/9.1 4.41115.1/12.75.8111.4 8/15 94 1 215 1 423 586 188 1 429 84a 1173 1505 1 1730 1 2076 6" 1268 1759 2258 2595 2948 3113 1 1691 234E 1 3011 1 3459 1 3928 4151 15 73 1 165 1 322 527 148 1 329 643 1054 494 965 1581 1288 2108 1 - 1. 5/3 1.5/3.1 2.5/8.1 3.4I8.5 1.5/3 1.5/3.1 2.5/8.1 3.4/8.5,4.3110.95/12.5 6115 1.513.1 2.5181 3.4/8.54.3/10.95112.55.71142 611512.516.113.418.54.3/10.95112.55.7I112 Ells 77 176 347 515 153 352 1 695 1 1029 1327 1601 1944 528 1042 1S44 1990 2402 2723 2917 1389 1 2058 2653 3202 36M 3889 16 60 136 265 434 1 121 271 1 530 1 868 129E 407 795 1303 1944 1060 1 1737 2593 1. 5/3 1.513 2.2/5.1 3.217.91 1.5/3 1 1.5/3 12.215.4132/7.94.1/10.24.9/12.3 Ells 1.5/3 2.2/5.4 3.2/7.94.1/10.24.9/12.35.8114 8/15 22/5.1 3.2/7.9,4.1/10.24.0/12.3 5.81141 6115 63 146 289 455 127 292 577 910 1 1173 1 1468 1 1829 438 866 1365 1760 2201 2531 1 2743 1154 1 1820 2340 2935 13374 3657 17 50 113 221 362 101 226 442 721 1 1081 i I - 339 663 1086 1621 894 1 1148 2161 1. 5/3 1.513 11.914.81 317.5 1 1.513 1 1.513 11.914.81 317.5 13.919.614.81121 6115 1.513 11.914.81 317.5 3.919.E 4.8112 5.51118, 6115 1.0/4.81 317.5 3.919.8 4.8112 P.5113.8 6115 53 122 1 242 399 108 244 1 484 1 799 1 1045 1307 1728 367 726 1198 1567 1961 2364 2588 968 1598 2089 2614 3151 3451 18 42 95 188 305 85 191 372 610 910 1296 286 558 915 1366 1044 744 1220 1821 2593 1. 513 1.513 1.714.3 2.817 1.513 1.513 1.714.3 2.817 3.6all 4.5/11.4 1115 1.513 1.714.3 2.617 3.619.14.5/IIA5.5/13.7 6/15 1.714.3 2.817 3.619.1,4.5111.15.6/13.71 6115 103 205 339 89 206 410 677 936 1171 1634 310 615 1016 1404 1757 2147 2450 820 1354 1872 2342 2862 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 633 1037 1548 2204 1.S13 1.513.E 2.5/6.3 1.513 1.513 1.5/3.8 2.5/6.3 3.4/8.84.3/10.8 Ells 1.5/3 1.513.8 2.518.3 3,418.64.3110.85.3/13.1 8115 1.513.8 2.518.3 3.4/8.64.3/10.85.3/13.1 6/15 88 1 175 289 1 75 176 350 579 843 1055 1551 263 525 868 1265 1583 1934 2328 699 1 1157 16M 2110 2S79 3101 20 69 138 222 62 139 271 445 664 945 206 407 667 996 1418 543 1 889 1327 1890 1.513 1.513.4 2.315.6 1.513 1 1.513 1.5/3.4 2.315.E 3.318.24.1/10.21 6115 1.513 1.5/3.4 2.3/5.8 3.3/8.24.1/10. 5112.51 6115 1.513.4 2.3/5.8 3.3/814.1110.;5112.5 1 6/15 85 130 216 54 130 260 431 649 869 1407 191 390 647 973 1303 1593 2111 520 862 1297 1738 2124 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.5/ 3 1.5/3 1.9/1.7 1.5/3 15/3 1.513 1.914.7 2.817 3.7/9.3 8/15 1.5/3 1.5/3 1.914.7 2.817 3.719.34.5/11.3, 6115 1.513 1.911.7 2.8/7 3.7/9.34.5111.3 8/15 99 164 98 197 1 329 1 496 711 1259 146 296 493 744 1066 1334 1889 395 6S8 992 1422 1779 2518 24 79 11.613.91 129 80 157 1 257 1 384 547 121 1 236 388 578 1 820 1 1125 314 515 768 1094 1500 1.5/ 3 1.513 1 1.513 1.8/3.9 2.315.g 3.3/8.35.9114. 1.513 1 1.5/3 1.6/3.9 2.3/5.9 3.3/8.34.2/10.45.9/14. 1.513 1.613.9 2.3/5.9 3.3/8.3,4.2110.45.9/14. 76 128 75 1S3 258 387 555 1 1069 112 229 383 Sall 833 1132 1804 305 511 773 1110 1 1510 2139 26 62 11.5/3.31 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 1 405 604 860 1180 2039 1.513 11.513 1 1.513 11.513.31 215 2.8/7.15.4113. 1.513 1 1.5/3 11.513.31 2/5 128/7.1 3.8I9.85.4113. 1.513 11.513.31 215 12.817.1 3.819.6,5.4/13. 101 58 1 120 202 308 441 1 919 87 1 180 1 303 1 459 1 661 914 1378 240 404 612 1 882 1219 1 1837 28 J: 80 49 81 51 1 99 162 242 344 1 816 78 1 148 1 243 1 363 1 517 709 1224 198 324 464 1 689 945 1 1633 1.513 1.513 1.513 1 1.5/3 1 1.513 1.714.3 2.416.1 5112.6 1.513 1 1.513 1 1.513 1.714.3 2.416.1 3.418.4 5112.6 1.513 1 1.5/3 1.714.3 2.416.1 3.418.4 5112.8 81 95 161 246 355 797 68 143 242 369 533 738 1196 190 323 492 710 084 1594 30 66 80 132 197 280 664 62 121 198 295 420 576 998 101 263 393 560 768 1327 1.513 1.5/3 1.513 1.513.7 2.1/5.3,4.7/11. 1.513 1.5/3 1.513 1.5/3.7 2.1/5.3 2.9/7.34.7/11. 1.5/3 1 1.513 1.513.7 2.115.3 2.917.3,4.7/11. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight Live Load values are limited by deflection equal to U240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span appplications. Span is measured center to center of the supppoorts. Analyze multiple span beams with the BC CALC'softwrare of the length of any span is less elan half the length of an adjacent span. Table values assume that lateral sup on is provided at each support and continuously along the top edge and applicable compression erPges 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. IV, 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 CALL software. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 VERSA -LAM®- Roof -Load Tables r VERSA -LAM® 2.0 3100 (125% Load Duration) Top figure Allowable Total Load (plfJ KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches) Span ftJ 1'W VERSA-LAM'2.0 3100 Double3 l 1W VERLAMM 2.0 31 03100 or Triple Ply 1 VERSA-LAVERSA- LAM0 3. 00100 or Quadrupl e?lyPlyI%' V RS 2.0 310p 2.0 3100 or 71/1" 9'W 11Yi" 14" 7Y1' 91h" 11W 14" 16" 18" 24" 91W 11'/." 14" 16" 18" 20" 24" 1I'i' 1 14" 1 16" 18" 1 20" 1 24" 954 1330 1782 2245 1008 26M 3564 4491 5234 5232 5226 3990 5346 0736 7851 7948 7845 7838 7128 8981 10467 10463 10459 10451 6 22/ 5. 5 3.117.64.1/1015%1/12. 22/5.5 3.1I7.814.1110.25.1/12.8 8115 8115 8115 3.1/7.64.1/1025.1/12.9 6115 6115 6115 6115 1110.25.1112.6, 6115 6115 6115 6/15 640 933 1225 1511 1279 1867 2449 3022 1 3811 3910 3913 2800 1 3874 4532 5417 5879 878 5870 4899 6043 7222 7838 7834 7026 8 482 985 214.9 2.917.1 3.819.4,4AMI 214.9 2.9/7.1 3.8/9.4,4.8/11.65.5/13.8 6115 8115 2.917.1 3.819.44.6111.6:6 113.9 6115 0115 6115 3.8/9A,-4.6111.65.5113.8 6115 6115 6115 326 693 932 1 1138 651 1386 1864 2275 2689 3132 3128 2079 2707 3413 4033 4698 4695 4688 3729 4550 5378 6263 6259 6251 10 247 558 494 1111 1 1667 1.513. 1 2.7/6.8 3.6/8.9,4.1110. 1.5/3.1 2.7/6.8 3.6/8.94.4/10.952/12.8 6115 6/15 2.7/6.8 3.6/8.94.4/10.95.2/12.9 6115 1 6115 6115 3.8/8.9,4.4/10.95.2112.9 6115 6115 6115 244 552 033 1012 487 1104 1W5 2024 2384 2785 2939 16W 2498 3037 3576 4148 4265 4259 3330 4049 4767 5531 5687 5879 11 186 118 815 371 835 1831 1253 2448 3262 1.5/ 3 2.315.E 3.518.8,4.3110. 1.513 2.315.8 3.518.8,4.3/10.7r 5112.8 58I14.8 6115 2.3/5.8 3.5/8.8,4.3110.7 5/12.8 8/14.8 8/15 8115 3.5I8.8,1.3/10.7 5/12.8 5.8114.8 8115 B/15 187 424 733 912 374 848 1465 1823 2141 2475 2601 1272 2198 2735 3211 3713 3907 3901 2931 3647 4281 4951 5209 5201 12 143 322 828 286 643 125E 965 1 1884 2512 1.5/ 3 2/4.9 3.4/8.4,42/10. 1.5131 214.9 3.418.4,'41/10.54.9112.35.7114.A 6115 214.9 3.418.4,12/10.54.9/12.35.7/14.3 6115 1 6115 3.418.44.2110.54.9/12.35.7114.3 6115 1 6115 146 332 623 829 292 665 1247 1658 11142 2240 2399 997 1870 2487 2213 3360 3804 3598 2491 3316 38U 4480 48M 4797 13 1 112 1 253 1 494 810 225 506 088 1619 759 1482 2429 1976 3238 1.513 1.7/4.2 3.1/7.841110. 1.5/3 1.7/1.2 3.117.84.1110.44.8/12.1 5.6/14 1 6115 1.714.213.1/7.8,4.1/10.4,4.8/12.1158/141 6115 1 6115 3.1/7.84.1/10.4,4.8/12.1 5.8/14 8115 1 6115 118 265 521 734 233 530 1043 1487 1777 2046 2226 796 1564 2201 2666 3068 3345 3338 2085 2934 3554 4091 4459 4451 14 90 2603 396 48 180 405 701 1296 608 1187 1844 1582 2593 1.5/ 3 1.5/3b 2.817 4/0.9 1.5/3 1.513.8 2.817 419.9 4.8112 5.5/13.8, 8115 1.513.E 2.817 4/9.9 4.8112 3.5113. 8/15 8/15 2.817 419.9 4.8112 5.5113.E 6115 1 8115 94 1 215 1 423 638 188_j 429 1 848 1 127E 1 WU 1882 2076 644 1268 1014 2456 2823 3120 3113 1691 2552 13275 3763 4159 4151 15 73 165 1 322 527 146 1 329 1 643 1 1054 1 1573 494 W5 1581 2360 1286 2108 1 3146 1.513 1.513.1 2.516.1 3.7192 1.513 1.5/3.1 2.5/8.1 3.719.24.711185.4113.E 6115 1.513.1 2.516.1 3.71924.7/11.85.4113.6 6115 6/15 2.518.1 3.7/9.2,4.7111.85.4/13A 6115 6/15 77 1 176 347 560 153 352 695 1120 1443 1742 1944 528 1042 I660 2165 2613 2923 2017 1389 2240 2887 1 3484 3897 3889 16 60 1 136 1 265 434 121 271 530 W8 1298 407 795 1303 1644 1060 1737 2593 1.513 1.5/3 2.215.4 3.518.6 1.513 1.513 22/5.4 3.5/8.6;4.4111.15A/13.4 6115 1.513 22/5.4 3.5/8b 4.4/11.15.4/13.4 6115 6/15 2.215.4 3.518.8 4.4/11.15.4113.4 8/15 6115 83 146 1 289 1 476 127 292 577 951 1277 1 1597 1829 438 ON 1427 1915 2395 2749 2743 1154 1202 2553 3193 1 3665 3657 17 SO 113 221 362 101 226 442 724 1081 1 1539 339 663 1086 1821 2308 SU 1448 2161 3078 1.513 1.513 1.914.E 1117.8 1.513 1 1.513 1.914.8 3.1/7.8,4.2110.55.2/13.1 6115 1.513 1.014.8 3.117.8,42/10.552/13.1 6/15 1 6115 1.914.813.117.8,42110.55.2113.11 8115 1 6115 53 1 122 1 242 399 106 244 484 799 1137 1422 1726 367 726 1198 1705 2133 2572 2588 966 1 1598 2274 2945 3429 3451 18 42 95 1 186 305 85 191 372 610 010 12W 286 558 915 1368 19U 1220 1821 2593 1.513 1 1.5/3 11.714.31 2.817 1.513 1.513 11.714.31 2.8/7 1 419.9 4.9/12.3, 6115 1.513 11.7/4.31 2.817 1419.9 4.9/12.35.9114.0 8115 Zt_L 1.714. 3 2.817 1 410.9 4.9112.35.9114.1 6115 103 205 339 89 206 410 677 1016 1275 1634 310 615 1016 1524 1912 2338 2450 820 1354 2032 2549 3115 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 2268 833 1037 154E 2204 3024 1.513 1.513.8 2.516.3 1.513 1 1.513 1.513.8 2.5/6.9 3.7/9.3,4.7111.7 6115 1.513 1.5/3.8 2.5/8.3 3.7/9.3,4.7/11.75.7/14.3, 6115 1.513.8 2.5/8.3 3.7/9.3,4.7111.75.7114.3 6115 88 175 289 75 176 350 579 869 1140 1551 1 263 525 WO 1303 1723 2105 2326 699 1157 1737 2297 2807 3101 20 1 69 138 222 82 139 271 445 664 945 208 407 667 996 1418 19" 543 889 1327 1890 2593 1.513 1.513.4 2.3/5A 1.513 1 1.513 11.5/3.4 2.315.8 3.4/8.4,4.4/11.1 6115 1.513 1.513.4 2.3/5.8 3.4/8.4,4.4111.15.4113.6 6115 1.513.1 2.315.8 3.4/8.4,4.4/11.15.4/13.6, 6115 65 130 216 54 130 260 431 1 649 928 1407 194 390 647 273 1393 1 1735 2111 520 1 862 1 1297 1857 2313 2815 22 52 102 167 46 104 204 334 I 499 710 157 3W 501 748 1085 1481 408 1 668 1 997 1420 1948 1.513 1 1.513 11.014.7 1.5/3 1 1.513 1 1.513 11.914.71 2.817 1 410.9 6115 1.513 1 1.513 11.914.71 2.817 1 419.0 4.9112.3 8/15 1.513 11.914.71 2.817 1419.9 4.9112.1 8115 99 164 98 197 329 496 711 1288 148 296 493 744 1066 1453 1032 395 658 992 1422 1937 2578 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.513 11.613.9 1 1.5/3 1 1.513 1 IA/3.9 2.3/5.9 3318.3 6115 1.513 1.513 1.8/3.9 2.315.9 3.3/8.3,4.5111.3, 6/15 1.513 1.613.9 2.315.9 3.3183 5/11.3 6/15 76 126 1 75 1 153 25S 387 555 1164 112 220 383 580 833 1150 1747 305 511 773 1110 1533 2329 26 62 f01 63 124 202 302 430 1020 95 185 1 304 153 645 865 1520 247 405 604 SW 1180 2039 1.513 11.513.3 1 1.513 1 1.513 11.513.31 215 12.817.1!5.9114.1 1.513 1 1.513 11.513.31 215 2.8/7.1 3.9/9.75.9114. 1.513 11.513.31 215 2.817.1 3.010.7 9/14. 60 101 58 120 202 306 441 1001 87 180 303 459 661 014 1501 240 404 612 882 1219 2001 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1.513 1.513 1.513 1 1.513 1 1.513 1.714.3 2.416.1 5.5113.7 1.513 1 1.513 1 1.513 1.714.3 2.416.1 3.418.45.5/13. 1.513 1 1.513 1.714.3 2.418.1 3.418.45.5113. 81 95 161 246 355 1 861 68 1 143 242 369 533 738 1 1201 190 323 492 710 984 1 1721 30 66 80 132 197 280 684 62 1 121 190 295 420 576 996 161 263 393 560 768 1 1327 1.513 1 1 1.513 1 1.5/3 1.5/3.7 2.1/5.35.1112. 1.513 1 1.513 1 1.5/3 1 1.513.7 2.115.3 2.9/7.35.1/12. 1.513 1 1.513 1.5/3.7 2.115.3 2.917.35.1/12. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restnctive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALL software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each suppon and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value 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 toad and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'/, inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be ssible to exceed the limitations of this table by analyzing a specific application with the BC CALC software. Boise Cascade EWP • Eastenw Specifier Guide • 08/04/2015 VERSA -LAW Allowable Nailing -and Design Values Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM•/'VERSA-RIMO. Use nails as specified by Simpson Strong -Tie. VERSA -LAM® Design Values Nailing Parallel to Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1%" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use W minimum offset between rows and stagger nails). Grade Width in Depth in Weigght Ib/ft Allowable Shear Ib Allowable Moment ft-lb Moment of Inertia in' Grade Width in Depth in Weigght Ib/ft Allowable Shear Ib Allowable Moment ft-lb]in' Moment of Inertia c 0)(0 a a ir - tr' 1 % 3% 1.5 998 776 5.4 c 0 a a w 5 5% 8.0 5237 6830 63.3 5'Y2 2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 7% 11.0 7232 12566 166.7 7'/. 3.2 2066 3069 47.6 9% 14.1 9227 19908 346.3 c c a J j 1% 3Y2 1.8 1164 1058 6.3 9% 14.5 9476 20937 375.1 5'/2 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 11% 17.1 11222 28814 622.9 9% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 9% 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0 11% 6.0 3948 10638 244.2 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 7 9% 16.6 12303 26544 461.7 3,% 5Y2 5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 9% 17.1 12635 27916 500.1 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 1 830.6 9Y2 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 11% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11% 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 1 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 1 160732 8064.0 Design Property Grade Modulus of Elasticity Bending Horizontal Shear Tension Parallel to Grain Compression Parallel to Grain Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Design E x 10tisi t'I F, si 12x31 F si (2)(41 F, psi (2)(e1 Fc„ Si (21 F.l si t'xa> SG VERSA- LAM*Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA - LAM* Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA - LAM* Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/Q 4 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)i° where d = member 6 Stress applied parallel to the gluelines. depth [ in] Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Boise Cascade EWF • Eastern Specifier Guide • 08/04/2015 f _ _ VERSA-LAM®1-.8 2750 Columns r CZE Allowable Axial Load (lb) 3'/:' x 3%" 3%" x 4%" 3%" x 5%" 3%" x 5%" 3%" x 7" L.cT 100% 115% 125% 100% 115% 1 125% 100% 115% 1 125% 100% 1 115% 125% 100% 115% 125% 4 15,265 16,750 17,650 19.100 20,950 1 22.070 22,920 25,150 26,500 24,020 26.350 27.770 30,570 33,545 35,345 5 12,830 13,770 14,320 16.050 17,220 1 17,910 19,260 20,670 21.505 20,185 21.660 22.530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 13.990 14,440 15,890 16,800 17.335 16.645 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9.490 9,710 10.950 11,400 11,660 11.475 11,945 12,215 14,610 15,210 15,555 9 6,155 6.375 6.500 7,700 7.970 8,130 9,245 9,575 9,765 9,685 10.030 10,230 12,330 12,770 13,025 10 5,250 5,415 5.510 6,570 6,770 6,890 7,885 8.135 8,280 8,260 8,525 8,675 10,520 10,850 11,040 11 4,525 4,655 4.730 5,660 5,820 5,910 6,795 6.990 7,100 7,120 7.325 7,440 9,065 9,325 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6,355 6.445 7,885 8.090 8.210 13 3.455 3,535 3,580 4,320 4,420 4.480 5,185 5.310 5.380 5.435 5,565 5.635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 3,900 3,950 4,585 4,685 4.740 4,805 1 4.905 4,965 6,115 6,250 6,325 3%'* x 71/:' 5%" x 5%" 51/:' x 5%" 5'/:' x 7" 51/4" x 7'/:' 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 1 115% 125% 100% 1 115% 125% 4 31,670 34,750 36,625 5 26,615 28.560 29,705 6 21.950 23,215 23,950 34.355 37,695 39,715 36,010 39,495 41,610 7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,280 8 15,135 15,755 16,110 27,095 28.910 29,975 28,390 30,295 31,405 36,160 38,590 40,000 37,450 39,960 41,420 9 12,770 13,225 13,490 23,815 25,180 25,980 24,950 26,385 27.220 31.770 33,600 34.670 32,910 34,800 35,910 10 10,895 11,240 11,440 20,950 22,005 22,620 21.950 23.060 23,700 27,950 29,360 30,190 28.960 30,420 31,260 11 9,390 9,660 9,810 18.500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27.400 12 8,170 8,380 8,500 16.420 17,085 17,475 17.200 17,910 18,305 21,910 22.800 23,320 22,690 23,620 24,150 13 7,165 7,335 7.430 14,640 15.185 15,500 15.340 15.910 16,240 19.540 20,270 20.680 20.230 20,990 21,430 14 6.335 6.470 6.550 13,120 13,570 13.830 13,750 14,220 14.490 17,510 18,110 18,460 18,140 18,760 19,110 15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16.560 16,330 16,850 17.150 16 10,690 11.005 11,185 11.200 11,530 11,720 14,270 14,690 14.930 14,780 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13.320 13,520 13,420 13,790 14.010 18 8,860 9,090 9,220 9,285 9.525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,110 8,310 8.420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 10.170 10,300 10,300 1 10,540 1 10.670 21 6,870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 9,490 9,700 9,820 22 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NOS), 2005 edition. For side or other combined bending and axial loads, see provisions of NOS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): Fb = 2750•(12/d)1° psi Perp to Gluelines (Plank): Fb = 2500•(12/d)"9 psi Compression Parallel to Grain: Fell = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): Fcii = 750 psi Perp to Gluelines (Plank): Fel = 450 psi Tension Parallel to Grain: Ft = 1650 psi V- ERSA-STUD®--1-.7 265-0----- ----- ---------- Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain Fc [psi] Modulus of Elasticity E [psi] Horizontal Shear Fv [psi] VERSA-STUDO 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 1,000,000 135 Notes: Design values are for loads applied to the narrow face of the studs Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastem Taft Wall Guide. Base Cascade EWP • Eastem Specifier Guide • 08/04/2015 Computer- Software FRAMED`' New BC FRAMER® represents a huge technological leap to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER• model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with BC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC® Sizing Software BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. t.tt/t.. 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Give Us a Try! i, BC CALC A6alysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com. To Download BC CALC US, https://www.bcconnect.com/bcdeployerfiindex.htm AltCllt%...y ale /tlruW w tr t.r a.. eir tanr. tes t w tr.ry a'w+tl w a:!'wet.n'A f'Oldu ua a itr u.n w..l..r•Ht+. bt Monii. or. i:. 11» . amQ)100 emit. a..w•w//.w .. ttltilsoid MblpQ kits • . UMS Iw>N .e.....ta.a..be.,i t+t.atrt IpiQ1 stH DID At to .•t :+ P—ircit'e,.,t,.,.,rt fl.Wq •,.,,.tN,...y....,, e..er trt.w. tr. .air Wr wer.eer•r I.Irt.telra.rl w.m tr n:,./4t0.i.t:4. IMftww.. h1MtaWawa117.4 whit"ln.a..rsf W t.m tiwl.I.t•ntN L. elr MWwJ.-w. 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RM/ e.e te.l.w.cl.aw•Nutariiw tr... e.... m_ ing_C_o_nnecto_r_s - S_im I. i ITS lus SUR/L Joist BCIa Hanger Capacdy t t Joist BCIa Hanger apacny oast BCIa Hanger apacny atlina D bs ea a o's D ad JoistD bsi Header Joist 4500s ITS1.8119.5 993 640d I 4500s IUS1.8119.5 950 8-10d 4500s SUR/1.1.81/9 1081 12-16d 2-10dx1w; 9,W 5000s ITS2.0619.5 993 640d 9,A„ 5000s IUS2.0619.5 950 8-10d 9,A„ 5000s SUR/L2.06/9 1097 14-16d 2-10dx1'A" 6000s ITS2.37/9.5 1225 6-10d 6000s IUS2 37/9.5 950 8-10d 6000s SUR/L2.3719 1343 14-16d 2-1061 A 6500s ITS2.5619.5 1225 6-10d I 6500s IUS2.5619.5 950 8-10d 6500s SUR/L2.5619 1343 14-16d 2-10dxl'A" 4500s ITS1.81111.88 1068 6-10d I 4500s IUS1.81/11.88 1185 10-10d 4500s SUR/Lt 81/11 1306 16-16d 2-10dx1'A" 5000s ITS2.06111.88 1068 6-10d I 5000s IUS2.06/11.88 1185 10-10d 5000s SUR/L2.06/11 1350 16-16d 2-10dxl'A' 11%;' 60005 ITS2.37111.88 1297 6-10d 11,A„ 6000s IUS2 37/11.88 1185 10-10d 11,A„ 6000s SURIL2.37/11 1385 16-16d 2-10dxl'A' 6500s ITS2.56/11.88 1237 6-10d 6500s IUS2.S6111.88 1185 10-10d 6500s SURIL2.56111 1385 16-16d 2-10dx1"' 60s ITS2.37111.88 1237 6-10d 60s IUS2.37111.88 1185 10-10d 60s SLIRIL2.37/11 1385 16-16d 2-10dx1'A" 90s ITS3.S6I11.88 1518 6-tOd 90s IUS3.56111.8 1420 12-10d 909 SUR/L410 1906 14-16d 2-10dx1'A" 4500s ITS1.81114 1075 6-10d 4500s IUS1.81/14 1420 12-10d 4500s SURIL1.81114 1675 20-16d 2-tOdx1'A" SOOOs ITS2.06114 1081 6-10d SOOOs IUS2.06/14 1420 12-10d SOOOs SURIL2.06I11 1693 18-16d 2-10dx1'A" 6000s ITS2.37114 1262 6-10d 6000s IUS2.37/14 1420 12-10d 6000s SUR1L2.37/14 1693 18-16d 2-1Odx1'A" 14" 6500s ITS2.56/14 1262 6.10d 14 6500s IUS2456/14 1420 12-10d 14 6500s SURIA2.56114 1693 18-16d 2- WOW 60a ITS2.37/14 1262 6-tOd 60s IUS2.37/14 1420 12-tOd 60s SUR/L2.37/14 1693 18-16d 2- WOW 90s ITS3.56114 1 1520 6-10d I 90s IUS3456/14 1420 12-10d I 90s I SUR/L414 2050 18-16d 2-10dx1'A" 4500s ITS1.81/16 1081 6-tOd 4500s IUS1.81/16 1660 14-10d 4500s SUR/L1.81/14 1887 20-16d 2-10dx1'A" 5000s ITS2406/16 1087 6-10d I 5000s IUS2.06/16 1660 14-10d 5000s SUR/L2.08/11 1920 18-16d 2-10dxl'A" 60005 ITS2.37116 1268 6-10d 6000s IUS2.37/16 1660 14-10d 6000s SUR/L2.37/f1 1920 18-t6d 2-10dxl'A' 16" 6500s ITS2456/16 1268 6.10d 16 6500s IUS2.56/16 1660 14-10d t6 65005 SURI/L2.56114 1920 18-16d 2-10dx1'A" 60s ITS2437116 1268 6-10d 60s IUS2.37116 1660 14-10d 60s SUR/L2.37/11 1920 18-16d 2-10dx1'A" 90s ITS3.56116 1520 6-10d 904 IUSS3.11614r225 14m40d 90s I SnURIL414 r n2,250 118-116d I 2-10dxl'A" o . . . o .. .a e . . • C.A:.tC13 r1 CJ' WWfLS r' ' C.U`Ca.L.%' CA'AtaS' MIT V13 U / HU MIU LSSU Dist BCIa Hanger Capacity I, IN ino Dist BCIa Hanger apathy Dist BCIa Hanger Spectty Ilbsl Header Joist De DoWl Bader Jost 4500s MIT49.5 30 -8-16d 2-10dxl'A" 4500s MIU3.50/9 2305 16-16d 2-10dx1'A" 4500s LSSU125 995 9-10d 7-10dx1'A" 9, A" 5000s MIT1.12/9.5 2305 846d 2-10dx1'A" , " 5000s MIU4.12/9 2305 16-16d 2-10dxl'A' SOOOs LSSU2.08 995 940d 7-10dx1'A" 6000s MIT359.5-2 2305 8-16d 2-10dx1'A" 9A 6000s M/U4.75i'9 2305 16-16d 2-10dxl',V 9, T' 6000s LSSUI35 995 9-10d 7-10dxl'A" 6500s MIT39.5-2 2305 8-16d 2-TOdx1'A" 6500s MIU5.12/9 2305 16-16d 2-10dx1'A" 65009 LSSUM310 1425 14-10d 7-10dxl'A" 4500s MIT411.88 2305 8-16d 2-10dx0V 4500s MIU3.50/11 2880 20-16d 2-10dx1YV' 4500s LSSU125 995 9-10d 7-10dx1'A" 5000s MIT4.12/11.8 2305 8-16d 2-10dx1'A" I 5000s MIU4.12/11 2880 20-16d 2-10dxl'A" 60005 MIT3511.88.2 2305 1 8-16d 2-10dx1 N' , „ 6000s MIU4.75111 2880 20-16d 2-10dx1IN SOOOs LSSU2.08 995 9-10d 7-10dx1'A" 6500s MIT311.88-2 2305 8-1 2-10dxi'A 11A 6500s MIU5.12/if 2880 20-16d 2-10dx1'A" 11Y1 16000sl LSSU135 995 9-10d 7-10dx1'A" 60s MIT3511.88-2 2305 8-16d 2-tOdxt'A" 60s I MIU4.75/11 2600 20-16d 2-10dx1IN' 16500sl LSSUH310 1475 14-10d 7-10dxl'A" 905 1 87.12111.88 3800 L 14-16d 2-10dx1'A" 90s I HU412.2 3275 22-16d 2-10dx1'A" 60s 1 LSSU135 995 9-10d 7-10dxi'A" 4500s MIT414 2305 8-16d 2-10dx11 4500s MIU3.58/14 3170 22-16d 2-10dx1'A" I 90s I LSSU410 1625 14-10d 12-10dxl'A" 5000s MIT4.12T/11 2305 8-16d 2-10dxl'N' 5000s M1U4.12/14 3170 22-16d 2-10dx1'A" 4500s LSSU125 995 9-10d 7-10dxi'N' 14" 6000s MIT3514.2 2305 8-16d 2-10dxl'N' 6000s MIU<.7S/14 3170 22-16d 2-10dx1'A" 5000s LSSU2.08 995 9-10d 7-10dx1'A" 6500s MIT314.2 2305 8-16d 2-10dxl'N' 14 6500s MIUS.12/1< 3170 22-16d 2-10dx1'A" 6000s LSSUI35 995 9-10d 7-10dx1'A" 60s MIT3514-2 2305 846d 2-tOdx1'rS" 60s MIU475H4 2700 22-16d 2-10dxfl6" 14' ..,,,...._... .,.__ ...... THAI * VPA(Z oast BCIa Hanger apacny a JoistW Hanger apacny a Deathbs Header Joist To Plate after 4500s THA11.81/22 1181 8-tOd 2-10dx1'A" LSSUl25 995 9-10d 7-10dx1'A" 9, A„ SOOOs THAl2.Odn2 1181 6-10d 2-10dx1.A" 9„ LSSU2. 06 995 9-10d 7-10dx1,A„ rW9 = EnN 14 6500s THA1322 1600 6-10d 2-10dx1'A" 14 1999:1 LSSUH310 hl L+ i 1111 11+1] For more Information, call Simpson Strong -Tie at 1.800-999.6099 J or visit their website at General otes www. strongtia.com N Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions, contact supplier or Simpson Strong -Tie for further information. Capacity values shown are either hanger capacity values see support requirements below) or 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 %" per foot. Leave' h." Uearance (%' maximum) between the end of the supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard M.." deflection by'lu". For proper installation of the VPA, the 2-10dxl''A" joist nails through the bend tabs must be Installed at approximately e 45- degree angle. Support Requirements Support material assumed to be Was Cascade structural composite lumber or sawn lumber (Douglas Br or southern pine spades). Minimum support width for single- and double -joist top mount hangers is 3". Minimum suppon width for face mount hangers with I Od and 16d nails is IW and 2 respectively. Boise Cascade EVUP - Eastem Specifier Guide • 08/04/2015 ing Co_nne_c_to— - - U_S_P S_t Single .. Flange O FL Single.ist Face Mount THE Face Mount45o Joist Hanger SKH Joist Death gCl! Hanger Capacity a i Joist b eade gCl• Hanger apacity atli JoistDealtJoist SW Hanger Ca citIb y e eade Jgist 9,A„ 4500s THO17950 993 6 10d 2 10dxl'S" IOdx1'A" 9,A" 4500s THF17925 910 8 10d 2 10dx1'A" 2 10dxl'N' , „ 210dxl'S' 9A 210dx1'A" 4500s SKN1720UR 1153 141 10d fIOIlOdxlWI 5000s 6000s TFL2095 993 6 10d 2 TFL2395 1225 6 10d 210dxIW* WOOS 6000s THF20925 THF23925 910 8 10d 1275 12 10d WOOS 6000s SKH2020UR SKH2320UR 1153 1384 14 10d 14 10d 10 10dx11N 1010dx1`A" 6500s TFL2595 1225 6 10d 210dx1'A" 6500s THF26925 1275 (121 10d 6500s SKH2S20UR 1384 14 10d 1010dx1'A" III/V 4500s THO17118 1068 6 10d 210dxl'A" TFL20118 1068 6 10d 210dxl'A" TFL23118 1237 6 10d 2 10dx1'A" 11,, TfL25118 1237 6 10d 2 10dx1"' TFC23118 1237 6 10d 210dx1'A" THO35118 1589 10 10d 2 10dxl'S' 4500s THF17112 910 8 10d 2 IOdx1'A" 2 10dx1'A" 2 10dxl ' 11Y" 2 10dxl'A" 210dx1'A" 2 1021!' " 4500s SKH1720UR 1434 161 10d 1010dx1'A" WOOS WOOS THF20112 910 8 10d 5000s SKH2020UR 1434 16 10d 1010dx1'A" 6000s 6500s 6000s 6500s THF23118 THf26112 1300 14 10d 1300 14 10d 6000s SM SKH2320LIR SKH2520L/R 1434 1434 16 16 10d 10d 10 10dx1' " 10 10dx1'A" 60s 60s I THF23118 1300 14 10d 60s SKH2320UR 1434 16 10d 1010dxl'A" 90s 90s THF35112 1612 16 10d 90s SKH410UR 1900 16 16d 10 16d 14" 4500s TFL1714 1325 6 10d 210dx1'A" TFL2014 1081 6 10d 2 10dxl' ' TFL2314 1262 6 10d 2 10dxl' " TFL2514 1262 6 10d 2 10dxl'A" 14 TFL2314 1262 6 10d 2 10dx1'A" THO35140 1625 12 10d 2 10dxth" 4500s THF17140 1075 (121 10d 210dxl'A" 2 10dx1'A" 2 10dx1'S' 2 10dxl'A" 14 2 lOdxl' ' 2 10dxl'A" 4500s SKN1724URK2050 16 10d 1010dx1"' WOOS 5000s THF20140 1081 12 10d WOOS SKH2024UR16 10d 10 tOdxt'A" 6000s 6000s THF23140 1350 18 10d 6000s SKH2324LIR16 IOd 10 10dx1'A" 6500s 6500s THF26140 1350 18 10d 6500s SKH2524UR16 10d 10 10dx1'A" 60s 60s THF23140 1350 18 10d 60s SKH2324UR16 10d 10 10dx1'A" 90s 90s THF35140 1650 20 10d 90s SKH414UR22 16d 10 16d 4500s TFL1716 1081 6 10d 2 10dxt'N' TFL2016 1087 6 10d 2 10dxl'A" 16„ 6000s TFL2316 1268 6 10d 2 10dx1' " 65005 TFL2516 1268 6 10d 2 10dx1' " 60s TFL2316 1268 6 10d 2 10dxl'A" 909 1 THO35160 1660 12 10d 2 10dx1'A" Double Joist - Top Flange THO Double BPH 4500s THF17157 1475 24 10d 2 10dx1' " 50005 THF20157 1465 24 10d 2 10dx1' " 16„ 6000s THF23160 1362 22 10d 2 10dx1'A" 6500s THF26160 1362 22 10d 2 10dxl'A" 60s I THF23160 .1362 22 10d 2 10dxl'A" 90s I THF35157 _168711221AOd 2 10dx1' " Double Joist - Face Mount THE Double HD 4500s SKH1724UR16 10d 10 IOdxt'A" 5000s SOOOa SKH2024UR16 10d 10 10dxl'X' 16„6000s SKH2324UR 16 10d 10 10dxI1W 6500s SKH2524LIR 1690 16 10d 10 IOdx1'A" 60s I SKH2324UR 1690 16 10d 10 10dx1' " 905 SKMA14UR 2250 22 16d 10 16d Field Slope and Skew Joist Hanger LSSH JoistDeathl 8CI• Hanger Capacity Joist BCI• Hanger a acity Joist Death BCI• Hanger Ca city Header Jois 9,A„ 4500s I THO35950 2050 (101 10d 2 10dx1' " 9,A„ 4500s THF35925 1370 121 10d 2 10dx1' ' 9+A" 5000s 6000s THO20950.2 THO22950-2 2330 2825 (101 10 16d 6 10d 16d 6 10d WOOS THF2092S-2 6000s THF2392S-2 6500s THF25925-2 1390 1625 121 10d 141 10d 6 10d 61 10d 5000S 6500s THO25950-2 2825 (101 16d 6 10d 1390 12 10d 61 10d 0 0 0 0 0 11'/•" 4500s THO35118 2050 10 10d 2 10dxl'N' 11Y„ 4500s THF35112 1825 16 10d 2 10dOW OOOS WOOS THO20118-2 2330 (101 16d 6 10d 5000s THF20112-2 1855 16 10d 6 10d 11YJ 6000 2 0 6000s 6500s THO23118-2 TNO25118-2 2925 2925 10 16d 6 10d 10 16d I , (61 10d I 6000s THF23118-2 6500s THF25118.2 1855 1855 16 116 10d 10d 6 10d 61 10d 60s THO23118-2 3212 10 16d 6 tOd 60s THF23f18.2 1855 16 10d 6 10d 14,. 90a 81,1471118 3455 10 16d 6 10d 90s H07120 2255 16 16d 6 10d 14" 4500sl THO35140 2315 (121 10d 2 10dx1'A" 14„ 4500s THF35140 2320 161 IOd 2 10dxl'A" WOOS I THO20140-2 2330 (101 16d 6 10d WOOS THF201404 2320 20 10d 6 10d 6 0 6000s THO23140.2 3350 12 16d 6 10d WOOS THF23140-2 2540 20 10d 6 10d 60s114 6500s THO25140.2 3350 12 16d 6 10d 6500s THF25140-2 2500 20 10d 6 10d 60s THO23140.2 3535 12 16d 6 10d 60s THF22140.2 2540 20 10d 6 10d 16" 90s 8PN7114 3455 10 16d 6 t0d 90s HD7f10 2820 20 16d 8 10d 6114 16 4500s THO35160 2359 12 10d 2 10dx1'A" 16 45005 THF17157-2 2425 22 10d 2 10dx1'A" 5000s THO20180.2 2330 10'16d 6 tOd SOOOs 6000s 6500s THO23160.2 I THO25160-2 3137 3137 12 16d 6 10d 12 16d 6 10d 1 9WOOSTHF23180-2 3050 24 10d 6 10d 6500s HF2S160.2 3000 24 10d 6 10d u S P For more Information, STRUCTURAL contact CONNECTORS' USP Structural Connectors mon— /% ' at 1-800-328-6934 or General Notes www.uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI• Joist end reaction capacities — whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI , Joist slope exceeds /. per foot. Leave Ilia" clearance ('le" 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 Ilr or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3" (1'A"for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 1Y" and 2", respectively. 60s THO22180-2 3535 12 16d 6 tOd 605 THf23180.2 3050 24 10d 6 10d 90s RPH71f8 3455 0 16d 6 Od 90s HO7180 3385 24 16d 8 10d Adjustable Height Joist Hanger MSH Variable Pitch Joist ConnprtorV TMP JoistCapacity Death Hanger de o's Death8CI Hanger' Too Plate Rafter 45009 SIN, 500s 0000s 5 3 25 Od 4 0 ' ' OOOs 6000S00s 5 3 Ilya" 5005 11 /' SOOs4500s MP1 5 50 1666!6 Od 410 5000s- 2322 5000S000 0 Od ' 3 6 3 S65320IIA' 6 2322 6 Od 6 5 d 90s 22 86 6 0 6 10 90s 1 00 0 14" 500 2 1550 10d0 W' 14" 4500sl IMP175 IJSO 6 0 h 50 Os 5 90 6 Od 6000s 2322 550 6 0 10 '' 6000s 23 15 5 6 O im- 3 2 5 6 0 2322 5 Od 0 ' " 90 d 16" 500 Od ' ' 16" 160s 5 50 0 SOO s 6 0 6 0 3 65 s 6 0 Od ' " 550 6 0 60s 3 Od ' Boise Cascade EWP • Eastern Soecifier Guide • 08/04/2015 i try iJ' i r l . ,- lam_-• 1 il--fl ./. _- ' . 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 hftp:/ANww.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEED® points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade ryQ__ Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA -LAM®, and ALUOISr products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. 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! iFortheclosest r Boise Cascade EWP distributor/support center, call J r1-800-232-07887'/4` 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 or Boise Cascade Company or its affiliates. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Your Dealer is: If no dealer is listed, call 1-800-232-0788 Boise Cascade Engineered Wood Products Great products are only the beginning® Copyright C Boise Cascade Wood Products. L.L.C. 2014 ESG 0810412015 or RECORD COPY D City of Sanford Building and Fire Prevention Product Approval Specification Form O\,Di"o 1 7_ I t i' 7 SANFORDPermit # nFP' Project Location Address AR As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.orcl. The following information must be available on the jobsite for inspections: 1. This entire product approval form- 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 1 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Hard i Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments Tamko Asphalt saturated Organic Felt FL12328-R7 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 3 FlOIf(L7 DepadMentd Bcis Home I lop In I user Replshatlon { Mot Topics I Subrmt surcharge I Stats a Fads { Publications I FEc Stalr I SOS Spa Map I links I Search I Bus'ncecskCy v . Pr0 e5S1011-1 USER: Approval Ust:R: Pubic User Regulation Product Aooroval Menu > Product or Am1laUon SeareA > Andllcatlon List > Application Detall FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorl2ed Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Small Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL15000-R2 Revision 2014 Approved n Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Vivian Wright rickw@rwbldgconsultants.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 1. King, P.E. Li Validation Checklist - Hardeopy Received FL1S000 R2 COI Certificate Of Indeoendence.ndf Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Florida Licensed Professional Engineer or Architect 15000 R2 Eaulv FL - 15000 Eaulv of Standards.odf https://www.floridabiiiUding.orglprlpi app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 Florida Building Code Online Page 2 of 3 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/OS/2015 Date Approved 08/19/2015 Summary of Products FL !R I Model, Number or Name Description 15000.1 a. "Fiber -Classic' or "Smooth -Star' 6'8 'Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, )X, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST IM0.I odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any d1S000 R2 AE EVAL 15000.1.0df additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of'I" part number doors and sidelltes, which have been stained or painted within 6 months of Installation.) 15000.2 b. 'Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FLI5000 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 "I" part number doors and sldelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. 'Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact' Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, )0X, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 Il INST 1000.3.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 15000.3.0df additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of'I" part number doors and sldelites, which have been stained or painted within 6 months of Installation.) 15000.4 d. 'Fiber -Classic" or "Smooth -Star" 810 "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 15000.4.0df additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 'I" part number doors and sidellbes, which have been stained or painted within 6 months of Installation.) 15000.5 I e. "Fiber -Classic' or "Smooth -Star' 18'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing ()X Configurations) https://www.floridabuilding.org/pr/pr app dtl.aspx?param--wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FUS000 R2 II INST 15000.5.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.0df 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 I f. "Flber-Classic" or 'Smooth -Star" I W8 'Non -Impact' Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1S000 R2 11 INST 1S000.6.Ddf Approved for use outside HVHZ, Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.6.odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of h7" part number doors, which have been stained or painted within 6 months of Installation.) rack ft® QnMj Us :: 1940 North Mo Street 71lllehessee FL 32399 Phone: a50.487-1824 The State of Florida is an AA/EEO emptoyer. Caovrloht 2007-2011 Stare of Florida.:: Privacy statement :: Aorwssihlmv Statement :: Refund StiteT!rt Under Florida law, nnall addreases are public records. tr you do not want your e-mail address released In response to a public -records request do not send eJeatronic mail to this entity. Unload, contact the office try phone or by traditional mall. If you have any questions, please contact 850.487. t395. -Pursuant to section 4SS.275(1), Florida statutes, effective October 1, 2012, licensees 0eeraed under Chapter 455, F.S. must provide the Department with an small address r they have one. The emails provided may be used for official communication with the gamma. However email addresses are public record. It you do not wish to supply a personal address, phase provide the Department with an email address which can be made available to the public. To determine If you are o licensee under Chapter 455, F.S., please click b=. Product Approval Accepts: C dit-rr - https://www.floridabuilding.org/nr/pr app rid.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 THERMAITRU THERMA TRU DOORS 119 INDUST711AL DR.. COMMMN. ON 42517 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 OUTSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT" GE EIM 1407B 1. TMs product has been evduated and Is In compliance with the 51h Edition (2014) Hondo Building Code FBC) structural requirements btcdrdng the M0 Velocity Hurricane Zone' (HVFQ). 2. Product anchors shall be as listed and spaced as drown on delaBs. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used In the 1iVHT flits product Is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the 1WHr requiring wind borne debris protection ilia product Is required to be protected with an Impact resistant covering that complies with Section 16M.12 of the FBC. 5. For 2 t stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction, 6. Site conditions s that deviate from the details of ilia drawing require father engiree ft analysis by a licensed engineer or registered architect. 7. Outswkhg configurations using coastal A Hem #+39 under active doom and all A used under inactive doorm meet water Infiltration requirements for11VHr. OulsMMg configurations using sM Hem til9 under the door do not meet the water infiltration requirements for the?1VKr and shag be installed only in non habitable areas or at habitable locotbru protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees. 37SVMAX OYERAl1 WM 5 SM DIDURILF W/CIDFI RF9 O nsyWHC UNR 74M MAX 0V9tALL 5 FRAME WIDTH D SEE 0MALL WUM G yy11P OJ SINGLE +67.0 -67.0 FFL JK LF DOUBLE +47.0 .47.0 +60.0 -60.0 w: SINGLE a DOUBIE +47.0 -47.0 +60.0 -60.0 WOO.J MIN SIDELIIIES t or 12 3 55 fA 56 m EXTERIOR 54 Od 36.07MAX f; DOOR INTERIOR5 99 PANEL VADTH ML d MORIZONIAL. CROSS SECTION 932 DOOR PANEL 4M7* QR D" EXTERIO LNMRIM e 55 LATCH STILE SMOOTH STAR) a(sup-AOTHL STAR) vi DOOR PANEL Smooth Star I.Ir 1K II —, a T- 02/24/12 @, HINGE STILE B07TOM RAILVERnr WAM N.T.S. 57 r2 -AL CROSS SECTION — SMOOTH STAR) (SMOOTH STAR) 2 PANGDOOR jw cw- M, LFS FL- 15000.3 wca 2 orb n S A EXTERIOR 6 4 2 d; 4; sn. a. CLINMRIOR q.0 36.00rMAX DOOR l HORIZONTAL CROSS SEC170N PANEL VnM kV DOOR PANEL 0. R 4 Fig cli EXTERIOR INTERIOR 0ad IL L FT LE t-,' TOP RAIL CLASSIC) ', V (FIBER CLASSIC) QLTAto LDOOR PANEL Fiber Classic ottE HINGE snLE BOTTOM P-VL 02124112 sate N.T.S.VERTICAL CROSS SEMON CLASSIC) Vr (FIBER -CLASSIC) 1-2 mm oil JK 0 7 ( FIBER C DOOR PANEL CHY or. ORO" ) GI FL- 15000L3 I /2 GLASS N-.25' STEEL I 1R INTERCEPT SPACER 40 41 SEE NOTE 1 INSULATED CLASS w SMC LITE FRAME GLAZING DETAIL 13.9375'MAX. PANG YAWN 7.125 MAX. D.L.O. WID1N t ; a• 1/2' MIN. 40GLASS 1/2' MIN. Q1% - o i aGLASSTHK. THK. 1/8" EXTERfOR n TEMPERED TEMPERED W'- GLASS USTEEL GLASSAIRSPACEAIRSPACEr.`>>'` r)flit i/8" a: 1, c z° TEMPERED INTERIOR INTERCEPT TEMPERED E in o 51GLASSSPACERGLASSN g q 29 SEE NOTE 1 29 1 L s 0 L A. k. 41 S fiz s.lr01, r :.: l A SEE NOTE 1 SEE NOTE 1 1 HORIZONTAL CROSS SECTION L 4 SIOELITE PANEL i 2152' 1w 0. O to me s.. ' a ,^ PLASTIC UP UTE FRAME PLASTIC UP LITE FRAME EXTRUDED PVC " EXTRUDED SMC IDfT 2 VERTICAL CROSS SECTION 4 S1DELf1E PANEL HIM 1 Spacing for Item /29 dt 141 (life trome screws) SIDELITE PANEL Smooth Star I I (s as follows: From the bottom up on sides, 6.5. — N.T.S. 1531' 1 t+ 153-t with (7) more spaced at 9.875' o.c. there ore (2) W- f JK serows Doth top and bottom at 2.125' in from each o¢ or. 1FS 42 SlDEL11E TOP do BOTTOM RAIL E SIDEt1TE BLANK SIDE S71LE corner. oAW" M, FNGER JOINTED PONDEROSA PINE, SG-0.4J FINGER JOINTED PONDEROSA PINE, SG=0.4J FL-15000.3 san -L W L 49 \ ` 49 48 • . ' ' '• L • • 48 48 ,a .' .. G'•;• i • 4r i x o n 13 16 i d 117 13 51 ltmu un••_ 4 3s it [ 3 z k'=0 17 2 to dmon 17 20 4 42 Y2kc d p 30 20s r.•:y; SEE NOTE 1 ti U 62 U 7 Y.. 34 r is• . 47 'Y, ,•-•"•` NOTEt '.: i •X, 47 I } I. The sldelite Is direct set into the ' i3 SEE NOTE 2 46 62 i; ; : : jamb with (12) item S43 o 18 x SEE NOTE 2 46 62 : i-XG p cl2' pfh. wood screw. There ore (4) INTERIOR EXTERIOR > at each vertical jamb, from the top down at 13.5', 310, 48.5' dt 3 VERTICAL CROSS SECTION Y, ;:;:: '` EXTERIOR $IO N Rl 66'. There ore (2) of the header 5 Shown w/1x sub -buck I a SEE NOTE 2 46 62 •t; r•.,: of 4' from the oulalde comers of t the frame. (here ore (2) of the SEE NOTE 2 " ; •'% i,. ,y ' .• sill, 4' from the outside comers. 46 62 }:• 2. Optional surface bold see design pressure chart sheet 1. DRH2fOR oINTERIORH 30 6 i• :;`• i ,' t••?. r r 47 of 47 IA 39 8 1 194442f : t ` - yp U 30 48 7 • d i - / 1• 48 14 i45 pp z c 48 . • .. • 52 58 DAm 02 24 12 1 VERTICAL CROSS SECTION 1 5 Outing configurotion 11 14 N.T.S. see— ge nargl notes,, sheet, Mr. W. JK e for "FIVHZ water Infiltrotion / 4 \ VERTICAL CROSS SECTION ooc er. LFS 3 requirements 2 VERTICAL CROSS SECTION a 5 Outswing configuration Ma" xd e 5 see pen 2 notes, sheets FL-15000.3forg2waterinfiltration c requirements slay -L s1Z C 24 INT OR 22 45 35 0%% Q1 4,:k87 4 ZIA i 27 43 36 thmlINACTIVEACTIVE 7 8 10 13 C) 33 U: 34 43 SEE NOTE I ka 9 to 37 18 HORIZONTAL CROSS SECTION t2 HORIZONTAL CROSS SECTION 6 17 35 45 44 35 46 INTERIO INTERIOR 41 Ct N EXTERIO ACTIVE 33 43 SEE NOTE 1 34 DETAIL 'A OP17ONAL SURFACE BOLTS IN ACTIVE PANEL C-SFNK SEE DESIGN PRESSURE CHART) 0zi a Wt 02/24/12 N.T.S. ea. (Typ) 1. The sidellie is direct set into the iamb with (12) item 143 a 18 x 2' pfh. wood screw. axe er. jK 3'*-X HORIZONTAL CROSS SECTION There are (4) at each vertical jamb, from the top down at 13.5*. 31", 48.5' & 66. There MWL W. LFSor* (2) at the header at 4* from the outside comers of the frame. there are 2) at the MRAVM ML- sill, 4' from the outside comers. FL-15000.3 SHOD 6 oiz 4948 ii 13 17 `.1SMM. UI Z 7 /ill 1111 ````` 2 e O 10 0 a•.• h Epps ew en 1. The sidelite is direct set Into No jamb with (12) n Item 143 a 16 x 2' pfh. wood screw. There are y4) at each vertical jomb• from the top down of 16 13.5, 317, 48.5' & W. There ore (2) of the I-1/4'M1N 21 18 header at 4' from the outside comers of the c gfrome. There are (2) at the sill, 4' from the O$ outside corners. c 1 HORIZONTAL CROSS SECTION ail c 7 48 c 1-1/4' MIN. $I 49 EMB. (7YP) it m AS, JA 4. 17 13 45 C-SW 6 44 43 e INTERIO INIEHIQ 10 33 Ct toACTIVE i to O SEE NOTE 1 c AID b 21 aen 02 24 12 = N.T.S. JO9 .• t0 16 t2 am er. JK o 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION Qg Oe or LF5 3 eM9110 M.. a 7 18 FL-15000.3 0 slay L OF J—Z 10 II I MULLION D I I II SHOWN FOR D II MASONRY 49 II REFERENCE D ,II OPENING TYP. HEAD D MULLIONJII k JAMBS D SHOWN FOR II D REFERENCE II II D II II D II 2X BUCK II 0 II II D II II D ASTRAGAL II II Q SHOWN FOR II II Q REFERENCE II II 1 II II 1 II II D II II D II DOUBLE BUCK W/SIDELITES ANCHORING rL MASONRY OPENING CONCRETE ANCHOR NOTES: 1_ Concrete anchor locations at the comers may be odiu ded to molntotn the min. 2X BUCK edge dstance to mochas jotnts. 2 Concrete anchor locations noted as 9NAX. ON Csww must be adjusted to mdMain the min. edge distance to mortarjoints, addtiand concrete anchors MY be required to ensi e the'1NAX. ON C94Mr danension are not exceeded. I Concrete anchor table: IIN 1OR: ANCHOR h!NJ A l.N.:CLEARANCE:: mi... CLEARANCE-. 7YPE FOMENT` fDCE ..•,' ANCHCj1:;;,•, TTW o TAPCON 14- 1-1/4 4' ELCO ULTRACON 114- 1.1/4- At-- B•- i - T is it 41.1" Z 9 = 0 L E g u8z° x 9 g t° Ee4- B k O roci S zo o atc 02 24 12 i 9 scueN.T.S. am W. JK m' 3 omPhLFSa DRW= Nw FL- 15000.3 0 sac 8 a 12 MASONRY. OPENING FRAME• 2X SUCK - DETAIL -3- e- B• .rJ L— A - DOUBLE DOOR W SIDELDES CONCRETE ANCHOR NO1B: 1. Concrete andw locations at the comers may be acgusted to maintain the nih edge datanee to mortar johhh. 2. Concrete anctiorlocatlons noted as WAX. ON CENTER' must be odjusted to maintain the min. edge Balance to mortarjolnfs, addrffonal concrete anchors may be mgL*ed to ensure the WAX ON CENTER' dmhension are not exceeded. 3. Corhaeteonchorfabfe: r:...-.: R CHbTr, LirP.E;_ ANCNQR? St E.==; EMBFDIMENf{ a-.;: ... IIVY TA,PCONa 1/4- 1-11fi4• Y 4- nw TAPCON* 3/1r 1-1/c S 1.1/? WOOD SCREW INSTALLATION NOTES: I. a rrnrhmhum S/b" edges wood screws to prevent the s J.— w o C• i;• T' I 13 W12X SLICK INSTALLATION 51 W/1X BUCK MSONRY INSTALLATION OPENING TYP• HEAD g JAMBS I^ FRAME 93 TYR 0 X BUCK SE a NN ij3jr ubp~ n pf u a•: uEW 3 A mss r d I U Lsw) W/2X BUCK INSTALLATION W/1X BUCK INSTALLATION 8 z 13 W/2X BUCK d...., N.T.S. INSTALLATION ow fM• JK DETAIL •4- 31 W/lX BUCK ,; I DETAIL •2• INSTALLATION 09yWM 1ul ASTRACa Air SURFACE BOLT fL-15000.3 STRIKE PLATE AT HEAD sly orb 1 tyy 7 MA-SONRY OPENING FRAME 2X BUCK, S£ E DETAIL 3' w 6' A" 7S 4' SEE 13 W/2X BUCK DETAIL INSTALLATION W/ IX BUCK 51INSTALLATION $ TYP. HEAD Cr JAMBS k O SEE 14 TYP. SILL DETAIL " 1'\ 11 DOUBLE DOOR CONCRETE ANCHOR NOTES: I. Concrete anchor locations of the corners may be odjusted to mointoln the min. edge dstance to mortor joints. 2 Concrete anchor locations noted as MAX. ON CENTER' must be adjusted to maintain the min. edge distance to mortor jokft additional concrete anchors may be required to entire the MAX ON C84W dimension ore not exceeded. 3. Concrete anchor table., SEE DETAIL ' 4' WEW- C•--C- A' ANCHOR; A'NCH QIi`•.•'-:-:MIN:;::-_ MIN>-Cl;EARi1NCf;: lYIIN: CLEtR%CWCE jO SONRY_:.:_ IO,AQtAGEI U:_. ITYY ° TAPCON I/C 1-1/C Y 4' OVY a TAPCON 3/16' 1-1/C r 1.1/2' WOOD SCREW INSTALLATION NOTES: 1. Malntotn o nWllmum 5ff edge dafonce. I er wood screw3 to prevent the splicing of wood. C' A• I— e 13 W/2X BUCK INSTALLATION 51 W/1X BUCK MASONRY INSTALLATIDN OPENING TYP. HEAD — JAMBS f IJ OFRAME 2X BUCK 14 SMELL SEE DETAIL ' 5' Ml i y f+S dm mq M i d1a b SINGLE DOOR W u 13 53N/ STALLA77ON N INSTALLATION SUCK 12 13 DETAIL '1' o 10 SURFACE BOLT STRIKE ki 10 AT THE SILL 13 W/2X BUCK z DETAIL ' 3' INSTALLATION ? IX SUCK 10 60 NSTTALLATION N DETAIL 530 0 SEE NOTE 1 Q W/tX BUCK 53 INSTALLATION 50 swe D 24 12 i 13 W 2X BUCK W/2X BUCK 12 INSTALLATION WA er N JK c' INSTALLATION W 1X BUCK 31 / axe+: LFS 3 DETAIL '4' DETAIL '2' INSTALLATION 0%kww NW. a ASTRAGAL do SURFACE BOLT FL-15000.3 n STRIKE PLATEATHEADL3 p 7 i1%• 1 ap t b Pi m u 1uir 183ff 2D.6r in Igo i 1BB14-V r 80TTOM TOP n 27 3ti 27 TYP' 27 TYP. Y i • NP. i i Uj$ 4. 9' 3? 5 32r G T 2• I 0JS 1. 910' vs, 0D6T — o SEE NOTE 1 0 Ln r- 4 c t\ ti O 2 H Q 0. 12C O NOTE: 24 ASTRAGAL DETAIL doc 02 24 12 a° scut N.T.S. 3 s mn m JK is 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP d ANDTHEBOTTOM. ML. FL- 15000.3 no a m 11 s 1 o al rvluvmwAm mute" LR t ) TAMEL SXW A10' AIR F1BkRGVSS BY 189k ASS lA SKAIg% a 51@t .010' IGIL TNK Fly BY IRU sRA ,tr F W FactmASS 2 FED M WOW Cwpm J FIE fATQI STILE ROOD C0149M 4 FC 1®!OE SIR£ RNE 5G.Q43 HOOD 5 M BOTTOM RAR WOO COIfPOSIE 8 POL111RETFLVE FOAM Pjam Dow FOAM 7 SHORT REACH COWAM mr WADIERSIRP a LONG REACH C01P1Q.S.S1 M WFADIOPJTRP - FOAM 4' 7' TIRC 10 110 + 4' LG PFH NOOD SCREW SIEFl 11 IX WOOD em Sc >. Q55 Nape 12 Ito , PDI WapD SCREW STEEL 13 a r 2-1 ' PfN SCREW STET].. 14 4• r 1-3 4 nW PFH CONCRETE 00 SIM 16 V Bm SC >• oSS Nape 17 mAx 01 S14o4 mAmtw H000 18 n%SEF 19 BUSIP FACE OtAE9M AL 20 IfEADFR Q sc a43 pm 21 JAMB SG-4J 22 HW JUIB 5G-Q43 23 R"W DFADSOLT - SOMILIRE 80 4 MlaWANE ASIM&L AILa0MA1 ASIRAC. Al FUISH BOLT 57M 248 ASIA" RUSH BOLT RED20 ALLtW M 27 1110 r 1-I ' LG FNMIFAO SIM MEUr 51REW SrEn 29 6-48 , - HAnm SCREW FDR STEEL 30 Rt T STRKEliAlE 31 7 t6' , 3-I 4' ITW PRI ETE SCMV SUL I 1HK WMAR MAZIRG TAPE STK-e VM 33 FYaTIC LP LRE MAW PCC 35 SAW JWB PMDFRQS 1 saa433 W 36 SIOEUIE SIDE STU SC•Q43 BODO 37 10 , 1-3 4' LC PFH WOOD SCREW STEEL. WAA 1D4 1111I 40 SeA70NE CMLK 795 SLOW 41 a_, O + 1-1 • RASCREW IFORrtE11Sim 42 S1dEUTE TOP k apr1DM FA AHE SG-.43 appp 43 a + 2• LC. PFH MM SCREW Sim 44 3 -, J • CUWMTR ROUND F&M XW W PK no 45 I' L , .040 51m 48 MS SURFACE Rat 1454 a0' L , 25 111 STEEL 47 1 4-20 SEX VOLT N 1 4-20 FONX DO r 1-34' L- ID WSWW - 4WD P9 UK CONCA£TE CWDRIe11C 70 ACI JO1 LIR ILOIIDW BLOQ( CONFO1Jlma 10 ASFM C90 CONCRETE 49 1 4• r I-3 1 PFN OR FIN SCREW Sim 50 ASTRAGAL som PUir Sm 51 1 4 f 3-3 4 IFW PFH CONCRETE SCREW STM 52 t 4 + 2-3 4 OW P4N CONCRETE SCREW STEEL 53 1 4 , J-1 4 RW PFH COliCPETE SCREW SIM 54 SS TOP 94 ompm SS SS MFCM STU HOOD C01PM 56 SS Wa STU SC.043 WOW 57 SS BOTTOM Rd yam COMPOSRE Sa 3 16 r 2-I 4 RW P M CONCRETE SCREW mm 3 16 + 2- 3 4 RW PFH CONCRETE SCREW STEEL 60 J 16 , 3-1 1 ITW PFH CONCRETE SCREW SIEFL 62 SPACER Mapp 20 21 WOOD FRAME 2 3 FINGER JOINTED PONDEROSA PINE, SG=0.43 4.56r 2W F[ HIGH naM THRESHOLO 39 ALUMINUMMOOD THRESHOLD 050" WALL TYP. 19 BUMP FACE ALUMINUMMOOD THRESHOLD 050" WALL TYP. NOTE: USE OF THIS COMPONENT DOES NOT MEET THE WATER REQUIREMENTS FOR NIGH VELOC17Y HURRICANE ZONES. et n; o V2 x =° am a: b 30 SURFACE BOLT STRIKE PLATE f T 5' STEEL or.. JK c; LFS avc M0. FL- 15000.3 xr 12 or- 2 re i R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 3359S Phone 813.659.9197 Florida Board orProiessionol Engineers Certificate orAutharizatlen No. 9913 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Fiber Classic" / "Smooth Star" Exterior Exterior Door 118 Industrial Drive V0 Outswing wl and wlout Sldelhes Doors Assemblies Edgerton, ON 43517 Fiberglass Door Phone 419 2984740 Non —impact" Scope: This is a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therms-Tru Corporation based on Rule 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 entity involved in the approval process of the product named herein. Umlladons: 1. This product has been evaluated and Is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements Including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shell be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used In the "HVHZ" this product is required to be protected with an Impact resistant covering that complles with Section 1626 of the FBC. 4. When used In areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant coveiinq that complies with Section 1609.1.2 of the FBC. S. 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-15000.3 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors, and all sills used under Inactive doors meet water Infiltration requirements for "HVHZ". 8, Outswing configurations using sill #19 under the door do not meet the water infiltration requirements for the "HVHZ" and shall be installed only In non -habitable areas or at labitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sift Is less than 45 degrees. 9. See drawing FL-1$000.3 for size and design pressure limitations. Supporting Documents: 1, Le9t Rgoort No. TEL 01460337-A,B,C TEL 01460336-A,8,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC 01-741-10701.0 ETC 01-741-10703.0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM D635-03,ASTM D1929-96 ASTM 02843-99 ASTM 0635-03, ASTM D1929-96 ASTM D2843-99 ASTM G28-95 ASTM E84-09a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testina Laboratory Signed by Testing Evaluation Lab.,ina Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lob.,lnc. Lon Hicks. VP Operations William E. Fitch, 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. Drawing No. Prepared by Signed & §ealed by No. FL 16000.3 RW Building Consultants, Inc, (CA #9813) E @•,m l' t °l flp 9p, Lyndon F. Schmidt, P.E. s.:.F/i. so. Cafculatlons Prepared by Signed r4 Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) `".'-• o o rndon F. Schmidt, P.E. ASTM El300 Glass Load Lyndon F. Schmidt, P.E. m I,io c., 109 o Quality Assurance Certificate of Participation issued by National Accreditation and Management. ?r g Institute, certifying that Therma-Tru Corporation Is manufacturing products -.3 within a quality assurance program that compiles with ISO/IEC 17020 and ' STATE OF Guide 53. : '-{ , , $•; r d. . o Lyndon F. Schmidt. P.E. 0 96`l{bG0 Al - FL PE No. 43409 2/2/2015 Sheet 1 of 1 THERMAI U 0 THERMA TRU DOORS I IS INouwRl L D".. Epa ., ON 42517 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT" G1 4SW 140113 t. The product has been evaluated and Is In complance wtth the Sth 6dlflon tWI4) Raido Bukfg Code IFBC) structural requirements bxMbg the 1Bgh Velocity Hurricane Zone jtMC). 2. Product anima itnal be cis fated and spaced as shown on details. Anchor ernbedment to base material shall be beyond wall dresft or stucco. 3. When used in the 1fVKr this product Is mqubad to be protected with an impact resistant covering that complies with Section 16U of the FBC. 4. When used In areas outside of the 1WHr requiring wind bane debris protection this product Is required to be protected with on hWel resistant coveft that complies wBh Section 16M.12 of tl,aFBC For 2x slud frarnbg corniruclion, arwJwdV of these urdh shall be the same cis that stmwn far 2x buck masonry construction. 6. Site condti'mrs thal deviate from the details of this dmwNg require Wher engineering anobysh by o licensed enghneer or registered amMect. 7. Me product does not meet the water h2trafion requirement for the 14VHr. Wwhg units shed be Installed only to noMmbitable areas or at habitable locotions protected by on overhang or canopy such that fhe angle between the edge of canopy or overhang to sib Is ten than 45 degrees. rANE OF CONIEMS MEEr4 D13CR91" 1 Typical elevators, deso pressures a general notes 2 Door panel details (Smooth star 3 Door panel detolb(Fiber Clamic) 4 Sidelte panel details d glostfng detat$ S VerflealamseWbrs 6 1 HoAmntdcrmsectiom 7 Ilo6mntal sass sections 8 Bucic Anchal 9 Frame atodv" 10 Am. fdschorhg 11 Ash detects 12 of matadors ti Componerds V-V FPAMEVA 1 D DDV, oUSINGLE INSWING UNIT X SEE DETAIL A-/ S E SHEET6DDUBL W/SIDFLfFES INSWIN . UNIT OXXO SEE DETAIL A-/ SHEET 8 5 DOUBLE r SINGLE + 67.0 1 -67.0 DOUBLE + 47.0 47.0 silt a Done NA DOUBLE 47.0 -47.0 IA. Iv, ansvx. r— I SEE DETAIL el 1 2 SHEET 6 S 5 SINGLE WZSIDELfTES INSWING UNIT OXO 60. 0 1 -60.0 60. 0 1 .60.0 u t! mr 5 2 u" 11102124112 i xc N.T.S. G w JK m r om LFS ; uaie " a d FL- 15000.4 c rr — Lof 12 A 3G00' MAX. DOOR PANEL WIDTH 2 2 Z 23 ao 0 18 o DOOR PANEL Smooth Star EXTERIOR v O INTERIOR HORIZONTAL CROSS SECTION 2 DOOR PANEL 4M? D.336' uTCH STILE P RAIoi}L SMOOTH STAR) 54 TO( SMOI STAR) o L ,.. t rERIOR 1 i ylo t: ^ P llll II111 11 Z o O d e_ lZ E U Y r 56 H1NGE ST)LE SMOOTH STAR) 57 Ef07TDM RAJL SMOOTH STAR) 2 VERTICAL CROSS SECTION 2 DOOR PANQ 4•.•..r. N.T.S. VdL sr JK uoc of. LFS DPJJM Id FL-15000.4 mm g or 12 A 3 EXTERIOR 1.1 :: ! 1 t . INTERIOR 3WMA)L DOOR PANEL WIDTH 2 3 Ed o g e a OOORP Ma Fiber Classic t 11-1.11 HORIZONTAL GROSS SECnON 3 DOOR PANEL 3 LATCH STILE FIBER CLASSIC) 4 HINGE STILE ABER CLASSIC) n t• yV 2 TOP RAIL FIBER CLASSIC) 5 BOTTOM RAIL FBBER CLASSIC) 2 VERACAL CROSS SECTION 3 DOOR PANEL Iz» N.T.S. ic" L oe LFS FL-15000.4 1/?GLASS 1/2' MIN. J° 1/TGLASS 1/2' MIN. WE GLASS THK. IIIIE GLASS THK. Gt FFGLASS 8. RED 17Ci mo01. G1 F GLASSERED 25' STEEL 1 INTERIOR INTERCEPT SPACER 40 41 SEE NOTE 1 5' INSULATED GLASS W/ SMC UTE FRAME GLAZING DETAIL 13.937r MAX. PANEL VAD7H 7.12r MAX. D10. WM P AIR SPACE STEEL AIR SPACE 1TE/8. 111PER£D NT£RI0 118. TEMPERED CLASS I SPACER CLASS 40 29 SEE NOTE 1 5' INSULATED GLASS IN PVC LITE FRAME GLAZING DETAIL k" it 1 R 4 n r rw i Soto Irrllllllll eh_e N l\ = gmz I m n T 9 C W SEE NOTE 1 t_i_ HORROMAL CROSS SECTION 4 SIDBRE PANEL 236r a. 1 4 j "--1.68' --••I I r-1. 67Ccd l.` ' i; : 91 •::-: w i Z PLASRC UP LITE FRAME .S4 PLASTIC UP UIE FRAME f EXTRUDED PI EXTRUDED SMC IXYM 4 L ID77- jam— 2 VERACAL CROSS SECTION I I I 4 SIDELRE PANEL n: 1. Spacing for Item 029 k 041 (life !tome screws) SIDELITE PANEL Smooth Star I is as follows: From the bottom up on sides. 6.5', 00i N.T.S. 1+ IS rTj with (7) more spaced at 9.675' o.c. there ore (2) er- of X scrows both top and bottom of 2.125' in trom each osl sn LFS SIDELliE TOP do BOTTOM RAIL J6 SIDELITE BLANK SIDE STILE coma. UPAW" xo: FlNGER JOINTED PONDEROSA PINE, SG-0.43 FINGER JOINTED PONDEROSA PINE, SG_0.43 FL-15000.4 smn —4— orb 7E 2 SEE NOTE 2 VERTICAL CROSS SECTION 5 Gg 2 VERTICAL CROSS SECTION 5 3 NOTE 1 SEE NOTE 1 J BIQS SEE' Q I`g n TE 2 I 3 VERTICAL CROSS SECTION 5 Shown w/1x sub —buck OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) bQM_ O W 1. The sidelite Is direct set into the jamb with (12) m0 Item 143 a IS x 2' pfh. wood screw. There are (4) at each vertical jamb, from the top down at 13.5. 31', • 48.5' k 66" There are (2) of the header of i oar 02 24 12 Sato N.T.S. 4' from the outside comers of the frame. there ore 2) 113 a 88 x 2-1/2" pfh. wood screw at the oxa er: Jx sill, 4' from the outside comers. CWL W. LFS 2. OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) CuaeFL 5000.4 1aim 5 or12 38 t CoQISMIH. 13C-MHE i111tSEENOTE1, The sidetite is direct set Into the jamb t 1 h s 43 with (12) item 143 a 18 x 2' pfh. wood o z" screw. There are (4) of each vertical 47 t1 u jomb, from the top down of 13.5', 31', ACTIVE i = u 48.5' do 66'. There are (2) of the header at 4' from the outside comers of the 4 c cS, n frome. there ore (2) 113 a 18 x 2-1/2' i.:t fir. d n r pfh. wood screw of the sill, 4' from the i y'•"•, =:i` oil ci outside eomera. e••'•:r o: r INTERIOR 36 a 45 44 41 29 DETAIL A' c 17 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL 1E-1 it wN. SEE DESIGN PRESSURE CHART) m G1t>IOE f 3 \ HORIZONTAL CROSS SECTIONI o if Qld' MW. 22 35 C1W 24 r>AERIOR 43 8 7 SEE NOTE ] 27 8 7 43 33 0 INACTIVE ACTIVE EXTERIO iO G1 N xI 13 INTER 44 36 n c 4 u Zf0g3745oUe 02 24 12 i AM= twe N.T.S. 9 i o+ a. an JK m 78C In LFS d tHORIZONTALCROSSSECTIONHORIZONTALCROSSSECTIONSECTION6 6 FL-15000.4 0 soa 6 or 12O iI-IMM1N. 1-1/4'MCL O +• ••«•• 11 s1317 r3CWK ASIN 17 C.SPIK 13 MEMO z Slott 7 8 8 AeS oY (1 xZ Ee 48.0 s 10 EXTERI! a S t c gwd ` md`C t•: P38 l 16 13 21 9 10 12 16 m 38 18 2 HORIZONTAL CROSS SECTION x 1CQE8[GB 7 GI g d 1 HORIZONTAL CROSS SECTION 1sMR 41 C_MWKT743) r 14834SEENOTE1 7 33 43 in 8 G1 toIt s N R r •`c• W si.1••`,i.i: ice: r. i. S .. J't4 . S 1. The stdelite Is direct set Into the Jamb with (12) 36 item J43 a I8 x 2' pfh. wood screw. There are (4) 44 0 of each vertical jamb, from the top down at 13.5. 13 31', 48.5' R 66'. There ore (2) at the header at 45 z o° 4' from the outside corners of the frame, there ore wL 02 24 12 i 2) 113 a I8 x 2-1/2' plh. wood screw at the 18 MAIL N.T.S. 9 sill, 4' from the outside corners. INTERIOR ore In. Jl( m' 3 HORIZONTAL CROSS SECTION au er: Ln ; Owl%= rm a 7 FL-15000.4 0 sw 7 or O 4- 4;. 4 8' a. 4 4- 4 It te DR- g MASONRY7 I 1 0 11 OPENING TYP. HEAD JAMBS ASTRAGAIL MASONRYDOPENINTYP- HEAD h JAMBS I ASTRAGAL SHOWN FOR I I SHOWN FOR IInREFERENCEII2X BUCK-/.- D REFERENCE oti za 0 co 2X BUCK-/ MULLION II MULLION III I D SID SHOWN FOR SHOWN FOR II 0 IL REFERENCE REFERENCE II D II a! L; II D II D DOUBLE DOOR wsiparms BUCK ANCHORING 4. 4 DOUBLE DQUALLBUCK D= ANCHORING II 38 II MASONRY OPENING II II TYP. H MASONRY7 OPENING TYP- HEAD ti JAMBESAD IIII JAMBS z II II III 2X BUCK -/.- 2X BUCK-/ MULLION II CONCRETEANCHORNOIB II SHOWN FOR II 1. Concrete ondW bcaff= at fi)e comets may be o*Aed to mchfuLn the mh edge distance to mortar joints. I 1 REFERENCE 2 Concrete anchor locations noted as -MAX ON C&40r iniAlt be a<wsted to malrifoln the min. edge datonce to mortar jowls. addliond concrete ancrtm may be required to enswe the MAX ON CZ4W dInvridon are not exceeded. MULLION C 4 C; 6I Concrete anchor tabb: MIX CLEARANCE- SHOWN FOR REFERENCE II II C-4 C6 W ... wi- AEDAoU N.T.S. I ffW TAPCON 0 114' 1-1/c r 41 DIM W. JK 22 CWL ft LFS ELCO 4 1/ 4' 1-1/lr 4* DRQ"-w-- - IULTRACON SINGLE DOOR W/SIDELFTES SINGLE DOOR FL— 15000.4 BUCK ANCHORING BUCK ANCHORING lZ -ID ANCHOR':; ANeHgR"L SEE DETAIL 3' OPENING FRAME 2X BUCK y 1 i . Arr III DETAIL 2 W/2X BUCK 1J INSTALLATION W/1X BUCK J9 IHSTALLAl10N TYR HEAD & TYR JAMBS O BUCK SEE DETAIL '1'\ TYP. SILL 78' --1 1 A' DOUBLE DOOR W/SIDELTTES CONCRETE ANCHOR NOTES: I. Concrete anchor Locations at the comers may be odA&ed to matnto/n the min. edge distance to mortar joints. 2- Concrete anchor locations noted as *MAX. ON CENTER' must be odJ Mad to matnialn the mh edge dstance to modarjohis, odddtonot concrete onchcn may be wufred to ensure the 7AAX. ON CENTER' dimension ore not exceeded. 3. Concrete anchor fable: ANCHOR:. 4.N NDR s=:>-_.- MIN:.......RANCE::.MM>?GI,rRRAN.... 4tiIBEDM 71D TOu1DJAl+EIT}::? i?TYRE:;; SIZE-; HT IWISONRIC:_; EDGE:::`.::•". aN OA'' nw . TAPCON 1/4' 1.1/4' r 4' TTW TAPCON VIC 1.114 r 1-1/2' WOOD SCREW INSTALLATION NOTES: 1. Maintain o minimum 5/P edge distance, 1 errr wood screws to prevent the spitting of wood. THESE (2) ANCHORS C- A.. REO'D ONLY WHEN DP > 47 PSF 3' F i E I I t I I I I _I MASONRY W/2X BUCK OPENING INSTALLA710NW/IXiINSTALLATIONBUCK FRAME TYP. HEAD k IAMBS O BUCK 2X BUCK SEE SEE DETAIL DETAIL 5. G' 4' — l TYP. SILL 14 1 111 It 11 III VIEW 'C'-'C' _ . C, LY. A. VIEW A•- A• SINGL DOOR W/SIDELIT:x 13 49 30 30 W/2X BUCK INSTALLATION 13 O 31 31 13 W/1X BUCK 48 7 INSTALLATION 10 DETAIL '3" DETAIL '2 10 STRIKE P SURFACE SOLT 06 10 DETAIL 513 m 31 13 30 DETAIL ' 1' DETAIL— 4 SURFACE BOLT STRIKE PLATE THRESHOLD IA0 W Qm Ill zo Cn; ; 6 1 u \ Lu ` N mLLd v ! Sz I r G Z i a 02 24 12 nr: N.T.S. ' R or, JK L n: LFS 3 V= M)s 1 FL- 15000.4 ar 9 or 12 J,Q H DETAIL '3' MASONRY J OPENING FRAME, J TS . B A I e SEE W/2x BUCK DETAIL '2' N INSTALLATION W/IX BUCK $ INSTALLATION TYP. HEAD & - Li h JAMBS Ci 2X BUCK 14 M'• SILL SE£ DETAIL 'I' SEE Immu DOUBL£ DOOR A' CONCRETE ANCHOR NOTES: 1. Concrete onchor locations of the comers may be adjusted to maintain the min. edge dLstanee to m ulcrpints. 2 Concrete anchor locations noted as MAX. ON C84W must be coAled to maintain the mh edge distance to morlarlainK additional concrete anchors may be requied to ensure Me MAX. ON CENTEIr dlinension are not exceeded 3. Concrete anchor table: LNEFfOR;; ANCHQJt` tilf f Cf$AR f!CE h41N CLEARANCEZ{;'911fN::= 1? m!HR?s.=;:: 70%71D(ACENf il lCilOit:: ITIN TAPCOITW 4' TAPCONe 3/1V 1-1/4' 3" 1-1/2- WOOD SCREW INSTALLATION NOTES: eda-- 1'en,s,+r<r..,,.-o . l•.,. ..,...4......rx„ ,,, VWSA1. Marntom o mi wood screws fhe spttft of wood. DETAIL '4' MASONRY OPENING FRAME 2X BUCK A . per W/2x BUCK 13 INSTALLATION W/1X BUCK J9 WSTALLAMON TYP. HEAD a JAMBS SEE t' 0 DETAIL O 5. i4 TYP. SILL _ SINGLE DOOR W/1X BUCK t3INSTALLATION W/2X BUCK INSTALLATION 13 IO DETAIL '3' RETAIL '5" W/IX BUCK 50 INSTALLATION W/2X BUCK 13 INSTALLATION DETAILDETAIL4' I VIEW A' -A' ice' 3p L t 9 u jgg g m` e V fz 49 30FW/2X BUCK 13 0 31 INSTALLATION W/lX BUCK INSTALLATION 48 DETAIL '2' m ASTRAGAL & SURFACE BOLT Q aSTRIKEPLATES ® HEAD k n 31 31 - c o 111 ^oz rwc 02 24 12 30 0 30 soua N.T.S. DETAIL '1' V*a ' JK SURFACE BOLT STRIKE PLATE t,FL- lLf5® THRESHOLD 0- 5000.4 sW orI 2 yby'%,; yam . 95.2Y I tB.W IItm 9DAT IB.s 14-lr n1 E H W V ISO c 27 27 TYP. 27 TYP. TYP. to 4S u• o aas us I 2. 1.910` r 5 0.75 ws 0w—i s N SEE NOTE 1leR 4 O 22 FFFT z o° 02 24 12 n NOTE, ASfIPAGAL DETAIIDETAIL+ WAr MT.S. o on JH m 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP ooc n tFS $ AND THE BOTTOM. ours w. c n A.-15000.4 u aw -LL 0r O item oESupw Msieeld 1 FM CLASSIC (FC) PUIIL SKU 0.11- ITN. TRIG F1BMASS BY1I0NA-M rM 71a1d lb.0h FA(."6,000 Psi ffe'GIA55 IA S1Ml0TH STAR SS SAM 4Y PARE. SM 047 W. DOL FW?GIAA54BYMA-DRF nb Ih mn OoO FEERMASS 2 FC TOP RAL WOOD COWOSrtE 3 FC Lum Sw WOOD COMPOSIFE 4 FC MKIE SME PLMID;M PX& SC=a43 w m 5 1 FC BOTTOM 94 WORD 02Jm1E 6 PftnO 1MWE FUM 1-%b& VDGW FC111F 7 SFM REAMOOIFRES9OM WEAIiE11S7AP FDW 6 LONG REACH COWRESSIN WFADEISIAP FOW 9 4 x C FEw .D9r DBL Sim 10 10 x 3 4 LG FFH WDOD smw STEEL 1t MASONRY- ,FOOD PSI ICK CONQIETE Caleo16W ID Aa 301ORHIM6LOC! C0NF0AING M ASTM C9O 12 tO r 2 LC. PM WOOD SM* Sun I] 2 I M PFW WOO= SCREW SRII 14 f 1 s 2-1 4 (Iw PFM CONCRETE SCREW Sim 15 SIDDIIE sonom MR- FX RIAED MTII 11I01 6 2X &a SC >- 0.65 woo 17 MAX 114. m MUVK WOOO 16 K696F7 PASSLCE Lm x - SIGHADIIE SERIES 19 SELF AMISYNC RbM SADOIE I)iREPW AUU/000 20 FEAMR PONOE7tO6A 5G-0.43 WOOD 21 Spw JAw Rw. SC-0.N wow I@a JW RMOM PVC W-o.43 lIOUD 23 XMKSET MOM - SYWAIIWE SERIES 24 MJWARE ASIRAGAL ALLAKW 24A A57RM.1L FLUSH BOLT STM 248 ASTRAGAL FIUSIF BOLT ROAM ALIAIBRW 6 IX 0= SC >- 035 WOOD 27 110 x I-) LG PANFIFAD SKEET WAL SCREW SIM WSwc ODOR BODOM swu 1RFw. 29 6-id + 1- 4' maLpS FiAnm SCRfw BEY ii STEEL 30 S ACE BOLT SM PLATE SIM 31 10 x 2-1 PF9WS FIAlhW WOOD SM Sim J2 t IIRL CELIUTAR CLA2O4G LIFE IRL-R M PLASM LP IN FRAIE PIC 34 P 4SM LP LIFE FRALE SYC J5 BLANK" PRIE SO.0.431ttN10 36 50EIRE SIDE SITE POfAENOSA SG-0.43 WOOD 7 10 x 1-3 4 LC. FM WOOD SC1DY Sim b 1 4 x 2-] 4' PFH am oR IFw CGmmm SCREW Sim 9 1 4 + 3-1 4 IIW PFH COM= SCREW Sim 40 SARXRII CAIRA' DOW 795 SIIFCONE 10 + 1 I PIASCREW FDR IJDI 3/ STEEL 42 Swam TOP 4i WOOD 43 10 + 2 LG PFH WOOD SCREW STEEL M 7 + 7 OIMRHR ROUND FINGER JOWRED PR$ WOOD 45 1 L x .040 OR BRAG imu MIL Sm 46 M3 SURFACE BDU 54 .75 STEEL Sim 47 14-20 SEY BOLT w 1 4-20 FEMME 00 Sim 46 31167 r J-I 4 Dw PFH COFRRETE SCREW Sim 49 AM" STIW PLATE Sim 50 1 4 + J-I 4 DW PIN CLXICETE SCREW STEO. 54 SS TRAP mt wC0O CC9WO9fE 55 SS L41CH S'R£ 11OGO o0MPm 56 SS HMDE 319f POE St-0.43 WOOD 57 SS BOTTOM R4 woo ComwIlE 4s6T-{ 777Z I 17-1 i_1_ 6S 20 21 WOOD FRAM£ 22 3 FINGER JOINTED PONDEROSA PINE, SC-0.4J 71 axe _ •} x e 30 SURFACE BOLT STRIKE PLATE F.125' STEEL) IJ27 3 INSWING DOOR BOTTOM SWfEP VINA . 080- MAX. WAIL, 035' MIN. WALL 15 INSWING SIDfLRE BOTTOM 8007 0. 09' EXTRUDED VINYL WALL ar. FL- 15000.4 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Vahlco,Fl. 33595 Phone813.659.9197 Florida Board of Profesabrtal Fngin•era Cenlficate of Awhoriaadon No.9813 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Fiber Classic" / "Smooth Star" Exterior Exterior Door 118 Industrial Drive V0 Inswing w/ and w/out Stdelites Doors Assemblies Edgerton, ON 43517 Fiberglass Door Phone 419 298-1740 Non -Impact" Scope: This Is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma-Tru Corporation based on Rule Chapter No. 61G20-3, Method 11) otthe State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire 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. Limitations: 1. This product has been evaluated and Is in compliance with the Sth Edition (2014) Florida Building Code (FBC) structural requirements Including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used In the "HVHZ" this product is required to be protected with an Impact resistant covering that compiles with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product Is required to be protected with an Impact resistant 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 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water infiltration requirements for the "HVHZ". Inswing units shall be Installed only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees. S. See drawing FL-15000.4 for size and design pressure limitations. supporting Documents: 1. Test Report No. TEL 01460337-A,B,C TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67508.01-10e-18 ETC 01-741-10701.0 ETC 01-741-10703.0 ETC 01-741.10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM D6W-03,ASTM D1929-96 ASTM D2843-99 ASTM D635-03, ASTM D1929-96 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testina Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. 2. Drawina No. Prepared by y. No. FL 15000.4 RW Building Consultants, Inc. (CA 49813) 3. Calculations Prepared by p Anchoring RW Building Consultants, Inc. (CA 09813) ASTM El300 Glass Load Lyndon F. Schmidt, P.E. 4. Quality Assurance r Certificate of Participation issued by National Accreditation and Managemel5t Institute, certifying that Therma-Tru Corporation Is manufacturing products :: y, •,< within a quality assurance program that complies with ISOREC 17020 and Guide 53. Sheet 1 of 1 S • ++` I' Lon Hicks, VP Operations William E. Fitch, 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. Slaned & Sealed by Lyndon F. Schmidt, P.E. F. Schmidt, P.E. Lyndon F. Schmidt, P.E. FL PE No. 43409 2/2/2015 Florida Building Code Online Page 1 of 3 Bus Fro essiona ••. FW& N td bas Home { leg In { User Regtstratlon Hot Topics { Submit Surcharge { Stab h Face; { Publications { FCC staff { SCIS Site Map { (.trots { Search { 6usine5 l ProductUer°"a'Professi Mcs Regulation Product Approval Menu > Application List > Application Detail FL # F115332-112 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 6S0 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsltlinger@mlwd.00m Authorized Signature Brent Sltlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Exterior Doors Subcategory Sllding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE 0 Validation Checklist - Hardcopy Received Certificate of independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332 R2 COI FLCOI.odf Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 RI affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes ONo ON/A https://www.floridabuilding.oralcar/pr_app_dtl.aspx?param=wGEVXQwtDgtE18572gvd WI... 8/31 /2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 1 FLIS332 RZ CDC FL15332-COMP.odl Method 1 Option D 04/30/2015 04/30/201S 05/06/2015 FL # 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 II 08-00500C.0df 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 510807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 08-00498C.odf Approved for use outside 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 5108058.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO REINFORCED OXO REINFORCED 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.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGO REINFORCED OX, XO, XX 96'x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 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 FLIS332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96' REINFORCED Limits of Use Installation instructions Approved for use In HVHZ: No FL15332 R2 It 08-02250A.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 S 12970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGO 96"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 It 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 FL1S332 R2 AE S10806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 I SERIES 420 REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96' ALUMINUM SGD haps://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-00501C.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 510808B.Odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 it 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberta Lomas 62514 Impact Resistant: No Created by Independent Thins Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108090.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 It 08-00503C.Ddf 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 rBGfi= :: 1940 North Monroe Street- Tallahassee Ft. 32399 Phone: BSO-487-1824 The State of Florida is an AA/t£O employer. C--- 2007-2013 State of Florida.:: Pd1mOf :: AgAZlibl8ty 5tatement :: Refund Statement Under Fiorlds law, email addresses are public records. It you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have arty questions, please contact 850.487.139S. "Pursuant to Section 45S.27S(1), Florida Statutes, effective October L. 2012, 8ansaos 8oensad under Chapter 455, F.S. must provide the Oepartment with an email address If they have fine. The ealit provided may be used for official communication with the 8censee. However email addresses are public record. If you do not wish to supply a persom nal address, please provide the Department with an email address which an be made available to the public. To determine It you are a licensee under Chapter 455, F.S., please click a=. Product Approval Aceeptsr m Credit" it card hqs:// www. floridabuilding.orglprlpr_app_dtt. aspx?param=wGEVXQwtDgtH8 572gvdWI... 8/31 /2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILn OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIOKAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cde1.6 WAS JSED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL::XTRUDED ALUMINJM 6063-T5. 6. UNITS MUST BE GLAZED ?ER ASTM. E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REG'OKS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN ;.0 00 NOT REOUIR= WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGT.i/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. =0R ANCHORING INTO MASONRr/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE J10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO 9E CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE : (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063-T5 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO. XX, XP. PX, XIP, P1X I TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REV1SCG I REV I 'ist Fwm I MIE I APCROVm I A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R:- MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES Vft Imm 1 v V.L. 1 08-02249 WA1E NTS JGATE 10/30/13 ISMIXTI SIGNED., 1211612013 VO ENjSF9 I FI HE 8• MAX 96- MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED ANCHORSO PER LOCATIONSEECHS FOR NUMBER OF LOCATIONS REQUIRED 6• TMAX 6• AX AME IGHT L 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGNPRESSURERATING bNPACTRATING 135.0PSF NONE WRH2.1=s1LL SEE CHARTS 01 AND 02 FOR DINER UNITS RATINGS DESIGNPRESSURERATING INPACTRATTNG 25.0/ 28.6PSF I NONE WITH 1.1a's u SEECHART S 83 AND 04 FOR OTHER UNITS RATINGS CHART II WrrH2-(='SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. unrca Cucer4 Deign prossury Choi (pso 9;w aro and Tow Won VYISM(bJ Rams 30.0 JLO 4L0 4L0 M moo 7200 a400 9L00 Pw Na9 Pw Np Pw Keg Pw Keg 0 40.0 5e.4 40a SOA 40A 417 40.0 4LO aL0 40a S32 40A 4L0 40.0 43.0 M 30. 9LO 4 4 40a 45A 40.0 40A 37.1 37.1 aW 49A 40. 43.1 38.4 4 5.0 0 CkARra WM42.1wSILL WHERE WATER INFXTRA77ON RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 vedgn preomm chart (04 SSt* Panel and Taal Fist"m WON la1) Fms 311) I 3L0 4L0 1 4LO Haw a4woI MOO 0a00 6.00 Pea Neg1 0-05 1 Neg Pw Neg as Nay S" 56A 5a.4 fi09 50.9 45.7 45.7 42.0 420 a" 552 552 46.0 4L0 43.0 43.0 39A 39.4 92.0 52A 45.4 45.1 fOb 40a 37.1 37.1 0&0 49.8 49a 43.1 43.1 3L4 3L4 A 0 REVISIONS uEsaTRON I 04TE I wpw o ADDED FIANCE AND RN INSTALLATION 1 12/10/13 1 R.L CHARTM KITH 1-1&'SILL WHERE WATER INFILMATION RESISTANCE IS REQUIRED. ecr ALM= a CYCFI r Design preasl m chat (pS' Shoe otalandTRrane y4ft In)Rarte Rat0 a000 I JLO 7i00 42a l4. 00 1 00 I' Loo Pos Nay Pas Nq Pay Keg Pas Neg M. 0 MO 4 S 25.0 41.7 25.0 37A 210 34.1 11/. 0 25.0 452 26.0 oJ 25a 352 2SD 32.2 ILO 25.0 4L9 25.0 372 25.0 332 25.0 303 ate 40.7 35o3 a.0 31.4 0 2e8 CHART F4 wTTH I-12•Stu WHERE WATER 1NFILTR4T70N RESISTANCE 1S NOT REQUIRED. SEE NOTE 9 SHEET 1 CHART L5 Design pressure Chart (ps0 Sag* final and Total Rana V1tla1(IN Rai3" JLO 4" 4LO fhl bbst00.00 7L00 00 aL00 Pw Nov Pro Nag PCs Not Pw Nov aL0 47.eM 77A 37A 34.4 344 SL0 2 362 2 322 322 ILO 4L9 332 332 303 303 no 40.7 31A 31.4 1 26.6 Number of anchor loca0ons required Wb Woel and Taal Rolle WON(h) Pietro30o JLO 4" 1 4LO MGM 1G) 60. 0 NtS hmb 720 N4S bmb a4a NLS Jambi ate NLS . lamb 04. 0 4 6 6 6 6 e 0 6 tl. 0 1 6 5 6 a e 6 0 fu 4 6 6 e 8 e 6 e OU 4 6 e e 6 a 8 0 MI wlNooww. caose00 RS LLC 1lil0/zi CARROLLTON, TX 75006 J\ 5 r,• GEH1p:9d1 SERIES 420 SCD REINFORCED WITHOUT ADAPTER ELEVATION r 0 3 _ TAT' OF • GATE 08- a0i22249 A-i;/jYfpNi ALENTS10/30/13 2 OF 10 _____ 9 M FR HEI 96' MAX FRAME WIDTH ANCHORS TO BE• EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 6- )MAX J 6' MAX 6- AX 1ME GHT L 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGNPRESSURER nAG IMPACTRITING 135.0PSF xoNE WITH 2-far SILL SEE CHARTS 01 AND #2 SHEET FOR OTHER UNRS RATINGS DESIGN PRESSURE RATING IMPACT RA7JNO 25.01-28.6PSF NONE WITH 1-lal SILL SEE CHARTS 03AND 94 SHEET2 FOR OTHER UNITS R4711,Y)S I REV 1 0N I CATE I - 1 I A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 I R.L 1 CHART> 6 Mambo o/sncWr locstlow reWlree Panel v4 Tbt611M VMth (h) FWDSYgeEOM CN 40 LO ILO Y.0 60. 0 Tzo o 96.0 Has floe HiS hm0 H6S Jamb HdS hm0 670 4 6 s e 6 6 6 e a. o 4 1 6 s e 6 6 6 6 07. 4 6 6 6 6 6 6 6 ea. 1- 4 6 6 6 6 6 6 5 3/8" 2' 2 la2' SILL ALUMINUM 6063-T5-OW THICK 5 3/8- —1 1 1/2' SILL AWMINUM 6063-IS. 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 V. L. 1 08-02249 NTS — 10/30/13 1001T3 OF 10 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBE MENT OR 2X BUCK i BY OTHERS 1/4" MAX. SHIM 10 WOOD SPACE 1 3/8" MIN. EMBEDMENT i/4" MAX. r SHIM SPACE SCREW T_ 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR U—iJ LA INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK WSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHM 8YOTHERA NOT SHOWN FOR CIARRY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL EE SHEET 3 OR SILL OPTIONS MIN. TENT WOOD FRAMING OR 2X BUCK BY OTHERS REVOONS lICKRPNON I GATE I WPROV0 ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 95" FRAME INSTALLATION DETAILS DRAWN OWO ml R V.L 08-02249 SME NTS °ATE 10/30/13 sI¢ET4 OF 10 ATE OF-1 1. "L'"."'.-, REV6lON5 RLV OESCRIPIWM OAIE APF VW A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 1/4• MAX. METAL SHIM SPACE STRUCTURE BY OTHERS 1 /4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING I-- INTERIOR SCREW 7/8' MIN. EDGE DISTANCE 1- EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VIILKEM 116 #1O SMS OR CONSTRUCTION ADHESIVE SELF DRILLING OR EQUAL SCREWS 10 SMS OR METAL SELF DRILLING STRUCTURE EXTERIORSCREWSEESHEET3BYOTHERS FOR SILL OPTIONS METAL STRUCTURE JAMB INSTALLATION DETAIL BY OTHERS METAL STRUCTURE INSTALLA71ON VERTICAL CROSS SECTION METAL STRUCTURE ONSTALIIA77ON MI WINDOWS ANDLLC REI o 9/'' 5CROS°ooDRs kS,,1PCARROLLTON, TX 75006 J .••\ G SERIES 420 SGD REINFORCED WITHOUT ADAPTER *• o *- NOTES: 96" x 96" -.0 1.OTSHO RAN BY OTHERS; FRAME INSTALLATION DETAILS ,1 TAT OF ty RCLARIOAFUVJSNES. NOT SHOWN FOR C(.4R11Y. i ORI G`\` orONED RarN ANDOCORAAICENTTNAOE2EASTUBE aulrta mrc No av 08-O2Er249 A ' ''70MA 11\` wuE a1ENTS 10 30 13 5 OF 10 2 1/2- MIN. L EDGE DISTANCE I a .. • '•, e 1 1/4• MIN. EMBEDMENT CONCRETE/ MASONRY 1/4' MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/16• TAPCON SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS T s • ,y 1 1/4• MIN. a' EMBEDMENT 2 1/2* MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE444SONRY INSTAUAT ION CESCeMN are APPRwo ADDED FLANGE AND FIN WSTALLATION 1 12/10/13 IR.L 1 1/4• MIN. EMBEDMENT T- 1 /4• UPJ(. 2 1/2• a SHIM SPACE MIN. EDGE :. DISTANCE 3/16- TAPCON CONCRETE/MASONRY b '' BY OTHERS •. . OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR C DRERIOR JAMB INSTALLATION DETAIL CONCRET E44ASONRY INSTALLA TOM NOTES: 1. INTERIOR AND EXTERIOR KNISHES, BY OTHERS NOT SHOWN FOR CL RITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTU E2112 MI WINDOWS cRoseY00 RS LLC 0 ,//' Y CARROLLTON. TX 75006 J 51R!!L v.•`, GENSg1P/ 0 5 *=_ SERIES420SGDREINFORCEDWITHOUTADAPTER96" x 9 FRAME INSTALLATION DETAILS y7G'* 1 AATOF i F•'`IORIOP• mwmONOIm. REv 08- 02 249 A ssi0NA 111 G\`\ axr a1E NTS10 30/13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/80 MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LLlI LA INTERIOR 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE IUAL j110 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCN BY OTHER! MIN. RENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FWISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERfMETER AND JDINT SEALWT BY OTHERS TO BE DESIGNED IN ACCORDANCE N4 HASTM Elf 12 T- 1 3/8" MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS J 1 /4" MAX. SHIM SPACE AEmswNs oescmma+ MTE I AMNOVFD ADOM FLANGE AND FIN INSTALLATION 12/10/13 I R.L. IAIT'FL71nR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCKWSTAUATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 96" FLANGE INSTALLATION DETAILS UPON OWG N0. F V.L. 08-02249 sous NTS 10/30/13 —7 OF 10 v ENSF9a ATAT METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE 10 SMS OR SELF DRIWNG SCREW INTERIOR SET IN VULKEM 116 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INIEWIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOIMSEALANT BY OTHERS TO SE DESIGNED INACCORDANCEWRNASTM E7112 REVMMNS my Docamm Ok-M I AMWVW A ADOED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L 1/4' MAX. SHIM SPACE 7/6MIN. 1NTERIOR EDGE DISTANCE j— rnn 10 SMS OR 11 Ills Li SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION ail WINDOWS LLC ra ItI L/o/iw ootw. caoser00oRS CARROLLTON. TX 75006 GENs,'y P 1t• D SERIES420SGDREINFORCEDWITHOUTADAPTER9x 96 ALLATIOO N DETAILS FLANGE INSTALLATIOND,e• TAT OFZ. tic Nm REV V 08-02249 A j NITS IvAlt 10/ 30/13 ISMS OF 10 REYMMlS 2 1/2" MIN. ,{ REV DMRVMPJ I M1E APPROVED EDGE DISTANCE I A ADDED FLANGE AND RN INSTAUAIMN 12/10/13 ILL a..•' I a 1 1/4" MIN. a• . ; e: • EMBEDMENT 1 1/4" MIN. CONCRETE/ • _ EMBEDMENT MASONRY 1/4" MAX. BY OTHERS _ SHIM SPACE T OPTIONALIX UCK I ;' 1/4" MAX. TO BE 2 1/2" a SHIM SPACE INTERIOR PROPERLY MIN. SECURED EDCE SEE NOTE 3 DISTANCE SHEET 1 a •• 3/16" TAPCON al 3/16" TAPCON CONCRETE/MASONRY BY OTHERS :• •'. EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 115 ° CONSTRUCTION ADHESIVE EXTERIOR 3/16" TAPCON OR EQUAL SEE SHEET 3 JAMB INSTALLATION DETAIL MASONRY/ FOR SILL OPTIONS OPTIONAL 1X BUCK CONCRETEINASONRYWLS STALTIONCONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 a' • : -- NOTES a, 1 1/4" MIN. 1.INTERIOR AND EXTERIORRNISHES,BYOTHERS a • • • EMBEDMENT NOTSNOWNFOR CLARITY a • Q, r : 2.PERIMETER AND JOWTSEALANT BYOTHERS TOBE a ' •' 1 • DESIGNED IN ACCORDANCE WIMASTM E2112 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRE7E/ AlASONAYINSTALLA1T10.N MI WINoaWw caoseY00oRS LLC i, Y R.ICo CARROLLTON. TX 75006 v •-\ GEN3FIJ' SERIES 420 SGD REINFORCED WITHOUT ADAPTER irMwPOFan L 96' FLANGE INSTALLATIONDETAILS 9ST p r iFssORIP oRAww vAc w. 08- 02249 REV A 7h10! WALEa1c 91" NTS 10/ 30/139OF10j jA I WOOD FRAMING BY OTHERS J 1/4 MAX r SHIM SPACE 71 1 1/4 MIN. EMBEDMENT V I T 8 WOOD SCREW 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR V BLCK UISTALLATION 1 1/4" MIN. EMBEDMENT Q8 WOOD W000 SCREW FRAMING BY OTHERS r 1/4* MAX. L SHIM SPACE 7/16" MIN EDGE DISTANCE —T EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WVOO FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATXNJ SEE SHEETS 4-B. oLsr'ioN GATE ADDED FIANCE AND RN INSTALLATION 12/10/13 FtL 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1/4" MIN. EMBEDMENT 1X BUCK BY OTHERS. 1X BUCK TO BE PROPERLY SECURED 3/16' EXTERIOR M: —"— PANEL INTERLOCK HOOKSTRIP INSTALLATION MASONRYAANCRETE METAL STRUCTURE BY OTHERS INTERIOR TRIM TRIM 1 3/8' MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD10 SCREW SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2KallCK VWDFRAMING METAL STRUCTURE NOTES I. INTERIOR AND EXTERIOR FINISHES BY OTHERS NOT SHOWN FOR CLARITY: 2 PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED INACCOROANCEWRHASTM E2112 MI WI LLC y 1R!I a001W. CROSBYOO RS 1Y CARROLLTON. TX 75006 r CENs'.'T,P. opt, 5 # SERIES420SGOREINFORCEDWITHOUTADAPTER96" x TAL NAILFINdoHOOKINSTALLATIONDETAILS 5 E ; 4 TATOFeAwlt WC No. REV V. L. 08-02249 A i' s,S,L R1 II HA` lY` ICAENTS °AE 10/30/13 3HET10 OF 10 NOTES: 1. T-IE ?ROOUCT 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 "HE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE iX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR M.EM9RANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THr PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-11.5 WAS ISED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL- EXTRUDED ALUMINUM 6063—T5. 6. JNITS MUST 9E O:AZED PER ASTM E1300—C4 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTEC-IVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REOUIRED AT EACH :NSTALLATION 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 INS-ALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REQUIRE WA -ER INFILTRATION RESISTANCE OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING •INNTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUF-ICIENi LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATON DETAILS. 2. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFF0EN? LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE :NTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14..NSTALATION ANCHORS SFALL BE 'KSTALLED 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 — S"REKGTH CONFORMANCE TO ASTM. C-90. GRADE N. TYPE 1 (OR GREATER). 0, METAL STRUCTURE: STEEL 18GA. 33KS1 OR ALUMINUM 6063-175 1/8' THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 I ELEVATION 3 — 9 1 INSTALLATION DETAILS cErso OfSCi»IION DATE ATM'ROVFO ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTING 10/15/13 R.L ADDED FLANGE INSTALIATIONS 12/06/13 R.L. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143" x 96' REINFORCED NOTES L rmll. Rd0 NO. F.A. 08-00503 str- NTS IMTE 02/23/09 5X'77 1 OF 9 SIGNED: 1210612013 143" MAX FRAME MOTH ANCHORS TO BE 6" MAX EQUALLY SPACED 6" MAX 2) ANCHORS PER LOCATION SEE CHART p5 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX 1T 96" MAX FRAME HEIGHT L 6" MAX X X SERIES 430/440 XU(SGD EXTERIOR VIEW OESIGNPRESSURERATING IMPAcrnu NG 4-40.OPSF NONE WITH I/J2'SILL SEE CHARTS 81 ANO 02 FOR OTHER UNITS RATINGS OES(GNPRESSURERATING IMPACTRATTNG 25.01-28.8PSF NONE NMI WSILL SEE CHARTS MAND 94 FOR OTHER UNITS RATINGS 6 15/16' -i 2' 2 1132" SILL ALUMINUM 6063-13.0554 THICK REV I aE5CFWf1O6 DATE APPIIWED A AOOED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLA11ONS 12/06/13 R.L. CHARTOI W H2 V32'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 0-a ro ehart FMw vb POnd erd TOLE Fraria YNd01(h) Few 30.0 90.00 310 10e.00 ILO 120.00 1 47.7 14LOO POS I Ng I Pw I Ng Pw Ng Pw Ng 0 40.0 60.0 40.0 57.9 40.0 520 40.0 4e.0 f0.0 40.0 fi0.o 40.0 54.9 40.0 46.9 40.0 45A DLO 40.0 59A 40.0 31.7 40.0 44.1 1 40.0 1 423 f0.0 40.0 1 56A 1 40- 0 40.0 I .7 40A 40.0 cHARra WITH 2 IM' SILL WHERE WATER INALTRATTON RESISTANCE IS NOT REQUIRED SEENOTE 9 SHEET 1 Desgn promro chart (po ria SYpb FbM1 eld TOlal Fin IMM OV Haw m0 36A ILO 1 47.7 Mee Pw Meg 108.00 Pw Meg 120.o0 Pw Ng 143.00 Pw Ng f4.0 60.0 GOA SIR 57.9 W-0 I 52.0 1 40D 1 4&0 Ste 00.0 WA 54A 34A 40.9 1 4a.9 1 43.0 Kg 50A Sob 1.7 51.T 45.1 1 46.1 1 423 1 42J MO 5a6 019A 4AT 43.T 40D IOA CHARTIS WITH fir SILL WHERE WATER 1NRLTR4770N RESISTANCE IS REQUIRED SEE NOTE 9 SHEET I Daspnprossurs chart (pso AW. fi6i0lDPerMlardTOLEf"terroMHN(M d m0 KOO 1 MO1 1 o0 12a" 47. 7 143. 00 Pw I Koo Pee Meg Pm Nag Pw Ng fl0 25.0 1 4TA 5.0 41,7 25D 37A 25.0 US f0. 0 25.0 452 39J Z5.0 DLO 25.0 1 429 1 25A 1 372 A 3 A 30J 00. 0 25.0 1 40.7 1 25.0 1 35.3 25.0 31A 25A 20A CHART04 MTN 1 Ur SILL WHERE WA TER WRLTRAT70N RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 CHARTa5 Design ro chart f4 bYpb Panty and Tbfal Frans VVW in) Mum m0 36.0 ILO 47.e7 00. 00 Pas Ng IO& M POD Ng T20. 00 Paf I Nos 1p, 00 I POD I Ng SAO 47.0 47.6 41.7 11.7 37A 37A 34.5 34.5 HE 432 452 79J 38J 352 314 324 Dig 29 42A 372 372 332 332 30.3 305 MO 40.7 40.T J 35J 31A 31A 26A 20A Number ofarxbor locaaons rpul Rims MIs Fanelabd Tales Fs4ns in) HflM m0 MO 4L0 47.7 Mo N& S Jamb loco N63 Jamb 12D. 0 H6S Jamb 142. 0 HAS Jamb, SAO 6 e 7 8 a e 9 1 6 a0 e a 7 e a 5 9 1 0 92. 0 0 e 7 e 6 e 9 e 9f. o e e r e 6 e 9 e MI WINooWw. AND DOORS LLC 5`f!'t'o,, 6 15/16' -I CARROLLTON. TX 75006 SERIES 430/440 XIX SGO e 0 1 1/2" 143" x 96" REINFORCED a E ELEVATIONSy oei TAT OF 1 f/L" SILL S'S. R50 aG aneaOB- 00503 ALUMINUM 6063TS.055THICK s1.uE a4TE sffEEr NTS02/23/09 2 OF 9 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. EMBEQMENT 1 3/8' MIN. 1/4, EMBEDMENT MAX. SHIM i SPACE 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCKINSTALLATTON NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY 07NEAS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/8' MIN. EMBEDMENT t /I• IAV REMMMS IRV DESOIPrWN DATE APPROVES A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESl1NG 10/15/13 JR.L C ADDED FLANGE INSTALLATIONS 12/06/13 1 RL JAMB INSTALLATION DETAIL WOOD FRAMING OA ZX BUCK INS TALLAWN MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/"0 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAM OWC NO, F.A. 08-00503 WAL NTS — 02/23/09 15HW3 OF 9 P. L Udf/, v •GEk@;4iP STATE OF tie: ZOR10::n t: METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTUREINSTAL" TTON NOTES: I. m7ERIORAND EXTERIOA FINISHES, BYOTHERA NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESIGNED IN ACCORDANCE WITH ASTM E2112 L, t / 4' MAX. SHIM SPACE I 7/ 8" MIN. 10 SMS OR EDGE DISTANCE SELF ORIWNG SCREW INTERIOR / 10 SMS OR SELF ORILUNG N SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE MAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS 1 / 4" MAX. SHIM SPACE 3 INTERIOR EXTERIOR RENSIONS REV I OMTE IAPI'POVED A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING 10/15/13 R.L. C ADOED FIANCE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATAN MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS OMMtt NO, ONGF. A. 08-00503 sax NTS — 02 23/09 —4 OF 9 91¢ I ILI/77 i v • v\GENBF Na tsyr CONCRETE/ MASONRY 13Y OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2' MIN. EDGE DISTANCE 1 1 /4' MIN, a EMBEDMENT EXTERIOR VERTICAL CROSS SECTION CCNCRETEWSONRY INSTALLAT ION 1 /4' MAX. J 1 1 /4' MIN. EMBEDMENT 2 1/2I EDGE DISTANCE SHIM SPACE 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS T 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE FeAsoN5 RF/ =CRIPIWN GATE I mpm m A ADDED CHARTS 03/06/12 R.L. 6 REVISED PER NEW TESTING 10/13/13 RL C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. 1 /4' MAX. SHIM SPACE JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCREIESMASONRYINSTALLATTON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES. 8Y OTHERS NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACODRDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143' x 96' REINFORCED FRAME INSTALLATION DETAILS DRON'. owe Nm F.A. 1 08-00503 SME NTS I GATE. 02 23/09 --S OF 9 S qa p _ AT OF v00D FRAMING IOR 2X BUCK BY OTHERS 10 WOOD SCREW EXTERIOR f 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1 /4 MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATTON NOTES: 1. INTERIORANO E)CIEFIIOR FINISHES, BYOTHERa NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED /NACCORDANCE WITH AS TM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS I 1 3/8" MIN. EMBEDMENT 1 3/8" MIN. EMBEDMENT T — 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE REVMMG REV RON OATE MPRuvw A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ORAMN: OWG NO. F.A. 1 08-00503 Zu NTS PATE 02/23/09 19W6 OF 9 METAL 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, 8YOTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WIN ASTIU E2112 1 /4' MAX. SHIM SPACE L- OR 7/8' MIN. LUNG EDGE DISTANCE J10 SMS ORSELFDRILLING l SCREWS 1 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS 1 /4' MAX. SHIM SPACEIE REN90N5 REV GE lPnOII GATE APPROM A AOOED CHARTS 03/06/12 R.L B REVISED PER HEW TESIM 10/15/13 R.L C ADDED FIAPIGE PISTALLATIONS 12/06/13 R.L. JAMB 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 FLANGE INSTALLATION DETAILS OPAWK- N0. F.A. Ono 08-00503 9r NTS — 02/23/09 —7 OF 9 GEN,97. p 0 Sit G•• ATE OF tSV190N5 2 1/2" MIN. uEscFaMmu DATE APPOUVW CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L MASONRY BY OTHERS 0 REVISED PER NEW TESTING 10/15/13 R.L C ADDED FIANCE INSTALLATIONS 12/06/13 R.L a 1 1/4" MIN. a EMBEDMENT 1 1/4" MIN. 1/4' MAX. EMBEDMENT SHIM SPACE OPTIONAL IX BUCK TO BE 2 1/2" MIN. EDGE DISTANCE a ' lN7ERIOR PROPERLY TW MAX. SECURED E NOTE 3 SPACE O SHEET 1 3/16' TAPCON 16" TAPCON nI aWon EXTERIOR II I1 II II II II INTERIOR 3/16' TAPCON -\ II II II II II II CONCRETE/MASOi BY OTH SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE I BY OTHERS a 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2' MIN. PONCRETS110SONRYINSTALLA77ON EDGE DISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 JAMB INSTALLATION DETAIL CONCRETSUASONRY INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES BY OTHERS, NOT SHOWN FOR CLARITY. E PERIMETEIQ ANO JOINT SEALANT BYOTHERS TO BE DESIGNED INACCORDANCE HM ASTM 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 DRAW. 011c NO. F. A. 08-00503 c" NTS lam 02/23/09 Isa78 OF 9 1 5/8• MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1 /4• MIN. EMBEDMENT IX BUCK BY OTHERS. IX BUCK TO BE PROPERLY SECURED 3/16" EXTERIOR --- PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY10ONCRETE INTERIOR TRIM HOOK STRIP 1 3/8" MIN. EMBEDMENT WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X SUCNANOOD FRAMING REvK10Ns OESUMON WE AIRPRpYm ADDED CNARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/13/13 R.L ADDED FLANGE INSTALLATIONS 17/06/13 R.L METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EJCTERIOR FINISHES, BY OTHERS, NOTSHOOW FOR CLARRY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESIGNEO INACCOROANCE K?THASTM E2112 MI WINDOWS oo$ LLC 0;z W. CROSBY TX 75006 CIF\ SRLEkSCARROLLTON. ; A oy j ` SERIES 430/"0 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS SE C AO: STATE OF . s oRlDRAW. owo No. 08—OOs03 6. 111111W_ SrAE NTS 02/23/09 IlUT9 OF 9 10/27/2016 Florida Buildinq Code Ordine BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FSC Staff I BCIS Site Map I Links I Search I Florida r Product Approval USER: Public User iS_•r" 't r r,.h_• Product A=oyal Mang > Product or Aodleatlon Sn= > Aoolicatlon List > Application Detail 0.K,'.. & qK 6+rT"i i FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments set to re -apply per applicants request 4/28/15-rb Archived 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 Or 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 s Validation Checklist - Hardcopy Received Certificate of Independence FL9174 R11 COI Cert of Ind Scates 2011 s.odf Referenced Standard and Year (of Standard) Standard Year DASMA-108 2002 DASMA-115 2005 Equivalence of Product Standards Certified By Sections from the Code httpsJ/www.floridabdlding.org/pr/pr_app dtl.aspx/param=wGEVXQwtDquB1JR1Wxf5u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10J27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # IModel, Number or Name 9174.1 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. 9174.2 1 5120 / 6100 / 9100 #0229 Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 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. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other. 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Description 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 If 0228 318958 P7.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 Rll It WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RlI AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 ri s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0229 318959 P8.odf FL9174 R11 It Track Suoolement Chart P10.odf FL9174 Rll If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL2174 RI AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0230 318960 P10.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 Rll H WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 RI II 0231 318996 PS.odf FL9174 1111 If Track Suoolement Chart P10.odf FL9174 R11 ti WD1ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL2174 RI AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 Rll If 0234 319022 PS.odf FL2174 RI II Track Supplement Chart P10.odf FL9174 Rll If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 httpsJAvww.floridabuilding.org/pr/pr app o.aspx?param=wGEVXQMDqufllJRfWx15u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 10127=16 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 III AE ASTM A 653.odf FL9174 1111 AE Eval Rent 9100 s.ndfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 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 If 0235 319023 P6.ndf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 If Track Supplement Chart P10.pdf Design Pressure: +39.20/-43.70 FL9174 R11 II WD]ambSunplementP16 s.adf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 1111 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 s.odfrl FL9174 R11 AE FW9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Ri l II 0232 318999 PS.ndf Approved for use outside HVHZ: Yes FL2174 R11 It Track Supplement Chart P10jWf Impact Resistant: No FL9174 Rll If WD]amb5uoolementP16 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 653.3df door. FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FLU9174 r9 Affirmation for FBC Sth 2014s.pdf 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 1111 II 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Suoolement Chart P10.odf Impact Resistant: No FL9174 1111 If WD]ambSuoolementPl6 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door Is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rept 9100 rl s.pdf F19174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 tI 0236 319024 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 R11 If WDJambSuooIementP16 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 1111 AE ASTM A 653.Ddf FL9174 1111 AE Eval Rent 9100 s.ndfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 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 If 0237 319025 P6.ndf Approved for use outside HVHZ: Yes FL9174 R11 If 319040 P1 Post, ndf Impact Resistant: Yes FL9174 RI II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 If WD]ambSuoDlementPl6 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL2174 R11 AE ASTM A 653.ndf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.ndf Created by Independent Third Party: Yes MtpsJwww.floridatwilding.orglpr/pr app o.aspx?param=wGEVXQwtDqufllJRANxffw7ojnlOheH%2bRKJkizESlWxAzegKuY8GeGQ%3d%3d 3(6 10/27/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 tI Track Supplement Chart P10.odf Impact Resistant: No FL9174 Rll lI WDlambSuoolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 1111 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Parry: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Ri 1 If 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 RI 11 Track Suoolement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WD]ambSuoolementPl6 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other. Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 Rli AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Parry: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0602 319028 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Supplement Chart P10.odf Impact Resistant: No FL9174 Rll II WDlambSuoolementP16 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL2174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart PiO.adf Impact Resistant: No FL9174 Rli II WD3ambSuoolementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 0604 16' Max width. 8' Max height. Max section geight 24" Glazing available In top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll If Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll It WDlambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL2174 Rll AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 s.odfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 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 Rll If 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WD3ambSuoolementP16 s.odf hltpsl/www.floridabuilding.org/pr/pr_app O.aspx?param=wGEVXQwtDqufllJRflNx15u7ojnl0heH°2bRKJkizESYVxAzegKuYBGeGO°k3d%3d 4/6 1027/2016 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 I 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 FL2174 R11 AE ASTM A 6S3.0df FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.17 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Glazing 0606 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 If 319040 Pl Post.odf FL9174 Rll II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 ri s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.18 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 #0608 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 I 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 I designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 Rll lI 0609 319035 P5.odf FL9174 Rll It 319040 Pl Post.odf FL9174 Rli If Track Suoolement Chart P10.Ddf FL9174 Ril II WD]ambSuoc)lementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL2174 III AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 ri s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 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 FL2174 R11 If 0608 319034 P4.odf FL9174 Rll 11 Track Supplement Chart P10.odf FL2174 Rll II WD]ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0607 319033 PS.odf FL2174 R11 II Track Supplement Chart P10.odf FL9174 Rll II WD]ambSuoplementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back. Neat. Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The state of Florida Is an AA/EEO employer. Cooyrioht 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-reoords 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 Seaton 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Mp lA,vww.floridabuildirg.orglpr/pr app M.aspx?param=wGEVXQMDqufllJRfWxfiw7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 56 1UV27/2016 Florida Building Cade Ordine IR a Credit Card Safe MtpsJ/www.floridabuilding.orglpr/pr app dU.aspx?param=wGEVXCmADqufllJRfWx(6u7ojnlOheH%2bRKJkizESWxAzegKuYSGeGQ%3d%3d 616 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB (LB/NOTE J 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 1 6 760 9 7 1 6 780 9 7 6 800 9 7 6 No. 0737 O ; STATE OF S1pNi1 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.O. 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/11 4. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2-, MINIMUM FASTENER SPACING SHALL BE 1-1/2-, AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD 818.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE S6308/1`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 NOTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a No. 51737 STATE OFsf- ijQ.t`•.!IOR OP Q N Z//`4sIONAW- 11fi11I 1110\ 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB (LB/FT)"" 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 SIC No. 51737 O STATE OF •4—j SS1ONA - flll 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF WAND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH - 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB (LB/Fr)NOTE 2500 PSI CONCRETENOTE i 4000 PSI CONCRETENOTe i 2000 PSI GROUT FILLED CMU"ore 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 is 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 1 16 17 1 N/A ow111ii//l/ a s N ) 51737 00-0 STATE OF09i ....... p' T 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 2-3/411. 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 0476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 - 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Awroved Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Or. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB NOTE' 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE MOTE ' 2000 PSI GROUT FILLED CMUNOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 1s 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 No. W137 wo i • O STATE Of fm Low l 44j; IONA - ?\\X I1111 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 = 30psi DOOR WIDTH = 161t LOAD PER JAMB = 30pst x 1610 - 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. 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The Original. April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Door Corporation 2501 S. State Hwy 121. Suite 200 Lewisville, TX 75067 Phone 469 S49 7100 fax 469S497281 mvw.overheaddooccom This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 J KpR'%,,, P.•• EN 00 ••!his, O'. No. "M •• y STATE OF • / 610y 1 Horton . ToncliOV@rll@aCtIOOr.COrpOfatlOn ASubsidiaryafSenwaHotdingiCorporatbn. . '••'-' ••••• John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972)492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. C*4 . GA-WU) FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 202OW static 108-05 and impact 115-05, dated 3/9/2010 CTLA 202OW-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ= Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. 2 t0/t0/tt Drawings TABLE 1. Fl.09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 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 PS 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 wq 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 PS 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev PS 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 FP- 4 c°(lb / tl FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a X" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with Y2" MDF decorative overlay. 5 FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, JoFi?n_E..S c'ates, P.E. y Florida PE # 51737 l0` 6 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 ( 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'' Edition (2014) FL 09174-119 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5' 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 NXN`N j s No.5173T STATE OF ;•ttNO` Zl;, /ONA; 11111 NSHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSO GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /Btl' SCREWS INSTALLED IN 13 CA HOW ANGLE - TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING GLAZING SHALL HAVE A MAXIMUM ME104T 13 GA FLAG ANGLE - OF 13.75' AND A MAXIMUM LENGTH OF 16.75. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -SORTIE DEBRIS REGIONS. 16 CA MIN HGRIZ. TRACK2. LONG PANED. NON -IMPACT RESISTANT GLAZING OPTION - 5/16.1-5/8" 090' MINIMUM SSB GLAZING IN MOLDED FRAMES CLUED WAIN LAG SCREWS A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER INTH A MINIMUM OF SHOWN) 10) / 8r1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION TH OR WITHOUT DECORATIVE INSERTS) MEETS 16 CA MIN VERT- UNIFORM TATIC DESIGN PRESSURES SHOWN ON THIS ORAWONG TRACK GLAZING SHALL HAVE A MAXIMUM HEGHT OF 13.75" AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REW REMEWIS FOR WAND -BONNE 5/16111-5 /6" LAP DEBRIS REGIONS. GLAZED SECTION REWIRES 18 CA J-STRUT SLEW AT EACH SCREWED TO LOWER INTEGRAL FIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL ( 1) 1/4-14117/B' SELF C ORILUNOIMPTITE SCREW TO 1/h20119/16' TRACK - ATTACK 1 E J-STRUT TO THE INTEGRAL R® AND OPERATOR BC_T AND 1/4-20 HEX STILE AT THE CENIE LINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB SKEET 2. BRACKET LOCATION I IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION ( WAIN OR WITHOUT DECORATIVE INSERTS)L GLAZING SHALL BE 1/4' MAKROLON-AIR POLYCARBOIATE OR EQUAL GLAZING SHALL NAVE A MAXIMUM KEOHT OF 15.21' AND A MAXIMUM LENGTH OF 50.08. GLAZING IS IMPACT RESISTANT AND ICES MEET THE REOUIRENENTS FOR TINE -BORNE DONS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS IS GA STIFFENED' ATTACHEDTOU-8AR ON UPPER INTEGRAL Ht® (SEE OCTAL C JAMB BRACKETS SHEET 2), la GA J-STRUT SCRLMED TO LOWER INTEGRAL RIB SEE SCHQDULE FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. OUANITY. LOCATION. INSTALLER SHALL FIELD INSTALL (1) 1/h107/6- SELF AND TYPE ORILONG CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENIERUNE OF THE DOOR PER DETAIL F ON SHEET 2. HEY LOCK OR 9JOE LOCC- 4. VINYL OR WOOD DOOR STOP MAILED 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 51 SLICE LOOK SHOWN FOR 5, KEY LOCK. SIDE LOCKS. OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NO18: (4)SSECTIONSOLID DOORSHOWN. SEE SHEET POLYURETHANEFOAMINSULATIONCHEMICALLYBONDEDTO30CA MINIMUM FACER STEEL. AND A POLYIAMINATE 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 SMALL 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. B. DOOR JAMB TO BE MINIMUM 24 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE 9. LOUVER OPTION - .040" MINIMUM LOUVERS IN Va FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) JIM- SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WAND -BORNE OEBRIS REGIONS LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERL/ IE OF THE DOOR, JOIN E. SCATES. PE 3121 FAIROATE OR CARROLLTON. TX 75007 FL PE W737 Tx PE 36306/1`2203 PROFESSIONAL ENGINEER'S SEAL PROWOEO ONLY FOR VERFICATION OF VANOLOAD CONSTRUCUON OETARS SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION CA END CAP r E&I 0 IA WAREVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED DiU- BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER CHANGED CENTER HINGE IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/06 PS ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIRED FOR NARROWER DOOR WIDTHS. PRB 5/ 10/06 ADDED IMPACT RESISTANCE TO DOOR. ARE NOT IMPACT RESISTANT. 1 CRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SWEET 2. CRT 4/17/08 i IPB ADDED IMPACT REASEO MAX HEIGHT 8"- 9' ADDED HIGH f AND ROOF PITCH CK NOTE 7/ 22/08 UPDATED TITLE BLOCK f 8/26/10 PIO ADDED LONG PANEL GLAZING OPTION E( Q.TE` (5) CENTER HINGES PER JOINT CRT 3/15/11 REQUIRED ON DOOR WIDTHS GREATER THAN 12'- 0". (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. JAMB BRACKET EO ODOR HEIGHTNO. OF SECTIONSB140. OF JAMB RACKETSEACH JAMB) TRACK TYPE LOQAuOR OF CERTERLINE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2') 7'- o' 4 6 O JB . 13 OH . 25-1 JB , 34- (JB), 45-14 (01). 63 J8 T-0' 4 6 FAT JB , 10 JB , 21-3 JB 29-3 4 JB 42 JB , 63-1 4 JEI 1T-0' S a Go JB , 2J' 01 , 23' JB . 34' JB . 47-1 4' OI , SEX' JB . 67 al75' JB 8'-0- S 8 FAT JB . 10 JB , 21-3 4' JB 29-3 4' JB 48 JB , 57-1 4 JB , 60' JB 75-1 JB 6-0 IGH LIFT/ROOF PITCH SEE NOTE BELOW NOTE cJB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20xRJ/16' TRACK BOLT AND NUT. p) FOLLOWING DIMENSION DENOTES OUIC( INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX OOR DOOR HEIGHT UNIFORMLOADEACH JAMB (PLF) WIDTH W-O' ALL 207.2 -230.4 14"-0' ALL 181.3 -201.6 I2'-0' ALL 135.4 -172.3 to!-O" ALL 129.5 -I44.O 1111ay 1e® Dalton STATIC PRESSURE RATINGS DESIGN (PSF): +25. 90/-28.80 APPROVED SIZES ISCALE. MAX WIDTH: 16'- 0" N.T.S. DATE SIZE: A NAME TEST (PSF): + 38. 85/-43.20 MAX HEIGHT- 8'-9" IDRAWN1 3/13/06 1 GIRT IMPACT/CYCLIC RATED ( YES/NO): YES IMAX SECTION HEIGHT: 21' CHECKED 4/6/06 1 MRB MODELS 5120/6100/ 9100 SHEET 1 OF 2 ASION OF OVERHEAD DOOR CORF PENS 9COLA FLORWSONIDA3DRI22514 650 47h9890 ININDLOAD SPECIFICATION OPTION CODE 0230 DRAWING PART NO 318960 I REV P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO NTH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD I IN BOTTOM OF U-BAR AND ATTACH THRU END CAP A//TVATHBB CRIMPTITE SCREEWS /8• EACH END WITHSE'LF GRILLING CRII)Pl(lE 'SCREWS r . FOR STANDARD TRACK AND (3) 0 1/4-14x7/8' SELF ORILLNG CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACHED THE HAP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACKED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/6' CRIMPTITE SOWS. THE (6) PRE -PUNCHED HOLES EACH ENO USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH ENO WITH (2) 1/4-14x7/8' SELF GRILLING CRIMPTITE SCREWS 15 CA HINGtED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/' RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SOF • BE ATTACHED THRU ENO CAP AT EACH WHICH ARE ENO WITH (1) 1/4-140/18' SELF DRIWNG ATTACHED) CIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR ED TO 0STTAALLaSCREEWSTOaATMENDSS2' NYLONSOOFTHE ROLLER WIT U-BARS, ALL U-BARS SHALL BE 4-1/ 2' STE INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLOES AND TO' FIXTURE ON THE U-BARS SEE ATTACHMENT NOTES ON THIS SHEET. 18 CA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/{-20x5/B' INTEG(R( pA)LRIB AND ATTACH CRIMPTITE SCREWS ( 2 OF WITH 1/ SCRE SSTHRU WHICHAREFACTORYPRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FlE1J7 INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF' AND N OF U-BAR AND BOTTOM T WHICHISFIELDINSTALLEDHINGELEAFAND1THRUTHRUPRE -PUNCHED HOLE WEB OF U-BAR AND IN U- BAR DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1/ 4-1448' CRIMPTITE SCREWS CE U-8AR OVER INTEGRAL FIB WITH NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU ENO 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- 140/8' SELF DETAIL D MINCE LOCATION. USE (1) 1/4-204/6' ORIWNC CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTTER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHIFT. JOIN E. SCATES PE 3121 FAIROATE Ok CARROJ.TON. TX 75007 FL PE 31737 TX PE 36300/T2203 PROFE33MAL ENONEF.R' S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. USED ONLY ON IMPACT •' GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH ( 4) 1/ 4-140/6' . SELF DRILLING CRIMPTITE SOW" (2 THROUGH BOTH BRACKET AND U- BAR) If 1 i/ 4- 14x7/8' SELF DRILLING CRIMPTITE AT CENTER LINE OF DOOR THRU J-STRUT & OPERATOR BRACKET. NOTE, J-STRUT ME SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED 00/4' MIN STAINLESS SCREWS WITH STAINLESS i BACKED RUBBER WASHERS 3-1/2' O.C. MAX 1/8' BEAD GEULTRAGL AC ( SS04000 SC4000AC ( LSTRUCTURALSEALANT OR I FACER STEED \ NON- STRUCTURAL DECORATIVE INNER WINDOW TRIM DETAIL E ATTACH BOTTOM BRACKET TO BOTTOMU-eAR SELF WITH (2) ( 1/{- 11x7/8' SELF DRIWNG CRIMPTITE SCREWS IMPACT BOTTOM BRACKET 5) SECTION DOORS VATH (6) 3% 18 GA. BO KS U- BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - 4) SECTION DOORS WITH (5) 3% 18 GA, 80 KSI U- BARS LOCATED OVER INTEGRAL RIBS AS SHOWN ____ DETAIL F U- BAR ATTACHMENT 1. ALL U- BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACKED THRU PRE - PUNCHED HOLES NTH (2) 1/4-14x5/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/ 8' SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1 4-14x5/6' CRIMP71TE SCREWS APPROXIMATELY MIOWAY END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8' CRIMPTITE SCREW APPROXIMATELY 6' 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 EOUAL TO 12'-0'. THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION NON-STRUCTURAL OECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER 1/{' POLYCAIRBONATE SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTMN OF EACH ENO 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 5 ATTACHED TO THE DOOR NTH 1/4-14x5/6 CRIMPTITE SCREWS. 1 18 CA U-BARS SHALL BE STAMPED '46' APPROXIMATELY B' FROM EACH END. DOn STATIC PRESSURE RATINGS APPROVED SIZES DESIGN (PSF): +25. 90/-28.80 MAX WROTH: 16'-0' TEST (PSF): +3& 85/-43.20 MAX HEIGHT: 8'-9' IMPACT/CYCLIC RATED ( YES/NO): YES MAX SECTION HEIGHT: 21' MODELS 5120/6100/ 9100 PENSACOLA. FLORIOA, 32514 I WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS CHANCES TO GENERAL RMAT AND CHANGED BAR FASTENER TYPE END CAPS AND ITTOM RETAINER. IANGED CENTER HINGE HUGE AND ADDEO UVER OPTION IANGEO STRUT NTIFlCATION METHOD OM COLORED PAINT TO AMPED NUMBER. T 3/8/ 06 ADDED SUPERIMPOSED SIGN PRESSURE LOADS RIFIEO NUMBER OF TENERS AND CENTER GES REOUIRED FOR tROWER DOOR WIDTHS. 1 3/10/ 06 ADDED IMPACT LSTANCE TO DOOR. ARE NOT IMPACT RESISTANT. CRT 6/ 6/ 07 P7 MOOIFED 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'-I'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/ 08 UPDATED TITLE BLOCK 8/26/10 ADDEO LONG PANEL ZING OPTION 3/ 15/11 GIRT SHEET 2 OF 2 DRAWING PART NO. I REV 318960 P10 PLICE PLATE LOCATION SEE SCHEDULE 14" MAX 1 12" MAX 12" MAX I CLIP DETAIL 12" MAX 12" LIP LOCATIONS MAX SEE SCHEDULE 12" MAX TRACK T CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. ANN L SCATES. PE 3121 FURCATE DR. CARROLLTON. TX 75OD7 FL PE 51737 TX PE 3WW/F22D3 PROFESSIONAL ENCIEER`3 SEAL PRONDED ONLY FOR VERDICARDN OF VANOLOAD CON57RUCTWH DETAIIS 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RI VI TS 11 GA MIN CLIP SEE SCHEDULE - A 13 GA MIN CONTINUOUS WALL ANGLE VA RACK 3) 1/4"-20 TRACK R CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CUP 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 16'-0" 46.0 PSF/-52.0 PSF 18'-ON 46.0 PSF/-52.0 PSF TRACK SUPPLEMENT CHART Wapc® palton 3395 ADDISON DRIVE NSACOLA. FLORIDA 32514 850) 474-9890 REVISIONS INCH K-CUPS-TEXAS ANGLE 12 FOOT LTED 6/11/03 IPDATED FORMAT. EASED ALLOWABLE MURES TO 00/-52.00 PSF FOR DOOR WIDTHS. 4GED 'TEXAS WALL E' TO 'CONTINUOUS ANGLE'. ADDED TRATE MOUNTING 3L CHANGED TO 1 HD ANCHORS 4/2/07 1 8024 WITH OVERLAY TRACK CUP EDULE. 8/21/07 UPDATED MODELS ED IN CHARTS ATED SPLICE k CUP EDULES. 9/05/07 UPDATE MOUNTING iPDATED CHARTS TO NATE THE USE OF 8 CUP (REPLACED 9 ACROSS THE ID). 10/24/07 XPANDED 1-1/2' TO V DOOR THICKNESS IT UP TO 14' HIGH. 12/11/08 UPDATED TITLE x 6/2/10 DATE NAME DRAWN 8/21/D7 GRT CHECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART NO. I REV. 307494 IP10 2 3/4" t1" EDGE DIST MIN 3/16" THICK STEEL FOR MOUN E60XX MIN 1 8 2-2. 1/8 V 2-24 5/16' x 1-5/8" WALL ANGLE------" v LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR - BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL a. 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 WELDINI A A4. CONCRETE MOUNTING DETAIL ATHN L SCATES. PE 3121 FAMATE DR. CAMMI1TON. 1X 770D7 FL PE 31737 1X PE-6308/F22D3 PROFESSIONAL ENCIMMrS SEAL PROVIDED ONLY FOR VER6TCARON OF "NOLOAD CONSTRUCTKH DETAILS 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP D SPLICE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY 2-1 2 THICK DOOR HEIGH7'-0' CLIP #'S FROM BOTTOM TO TOP SPLPLAICE 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'- O" 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 DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICE # 7'-0' 5, 6. 6, 7, 7. 9 12 8'-0' 5, 6. 6, 7, 7, 9, 9 12 9'-0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'-O" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0' 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5, 6, 6, 7, 7, 9, 9. 9, 11, 11. 11 16 13'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'- 0" 5. 6. 6. 7. 7. 9, 9. 9. 11, 11. 11, 13, 13 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK DOOR HEIGHLATECLIP #'S FROM BOTTOM TO TOP SPLICE 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 DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SL4 # 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 6 REVISIONS L ANGLE 12 FOOT IATED 6/11/03 UPDATED FORMAT. TEASED ALLOWABLE SSURES TO i.00/-52.00 PSF FOR DOOR WIDTHS. INCED 'TEXAS WALL LE' TO 'CONTINUOUS L ANGLE'. ADDED ISTRATE MOUNTING AIL. CHANGED TO N HD ANCHORS 4/2/07 CHANCED FORMAT. IED MODELS 9800 18024 WITH OVERLAY TRACK CUP IEDULE. 8/21/07 UPDATED MODELS ED IN CHARTS. IATED SPLICE k CUP EDULES. 9/05/07 UPDATE MOUNTING AIL DRAWINGS 10/05/07 UPDATED CHARTS TO IINATE THE USE OF pe CUP (REPLACED 1 /9 ACROSS THE AD). 10/24/07 UPDATED STEEL INTWG DETAIL xPANDED 1-1/2' TO W DOOR THICKNESS IT UP TO 14' HIGH. 12/11/08 ADDED MODEL 8700. ITED TITLE BLOCK 6/2/10 DATE NAME wG!Inu n DRAWN I 8/21/D7 GRT CHECKED 8/21/07 MRB SHEET 2 OF 2 3395 ADDISON DRIVE DRAWING PART NO. 307494 I REV. P 10TRACKSUPPLEMENTCHARTPE" 850)A474.9890 32514 Florida Building Code Online Page l of 2 li Business & ProfessionalRegulation r F DPMMtd OCI5 Home I Lop In 1 User Rephtratlon Mot Topics i submit Surcharge Stets a Facts PublluUons Fac staff acts site Map Links search i Busines Professi nal QUSER: blicAupseproval Regulation Product Approvat Menu > Pmours er AoelkaGon Seam > Application List > Application Oetall FL # FL1971S Application Type New Code Version 2014 Application Status Applied for Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 Jonberrian®slbp.com Jon Berrian Jonberrian®slbp.com Windows Single Hung Certification Mark or Usting Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/WOMA/CSA 101/i.S.2/A440 AAMA/WOMA/CSA 101/I.S.2/A440 Method 1 Option A 02/16/2016 FL # I Model, Number or Name I Description Year 2011 2008 http://www.floridabuilding.orglpr/pr app_dti.aspx?parani=wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 Florida Building Code Online Page 2 of 2 1971S.1 I Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVHZ: No EL19715 RO C CAC 2-4-16 CCL-List.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO II SWD002 SS 2016-02-03.odf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.odf Created by Independent Third Party: Yes Back NotR Contact Us :: I North Monroe Street, Tallahassee FL 32399 thane: 11511487,1824 The State of Florida Is an AA/EEO employer. Coatadeht 2007-2013 State of Florida.:: Privaev Statement :: Atcessiblllty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do net want your a -mall address released In response m a puh0areoords request, do not send electronic mall to this entity. Instead, contact the otnce by phone or try traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 45S.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Depaninent with an erralladdress If they have one. The emalls provided may be used for official communication with the nmftm . However small addresses are pubbk record. u you do not wish to supply a personal address, please provide the Department with an small address which can be made avallaMe to the public. To determine U you are a licensee under Chapter 4SS, F.S., please click AUL. Product Approval ACOM Is: 95 ® F-10M Cr i-_ 55AAA hq:// www.floridabuilding.oralpr/pr app_dtl.aspx?param--wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. Z. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF J:I/2 INCH THE DEPICTED LOCATION 6 SPACING IN THE ANCHOR LAYOUT DETAILS I.E., Wm(0Ur CONSIOCRATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTAUA710H ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(SI. MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH. SHIM WHERE SPACE OF 2/16 INCH OR GREATER OCCURS, SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 08 WOOD SCREWS OR ll GAUGE ROOFING NAILS OR 10d COMMON NAILS OF SUFFICIENT LENGTH TO ACHIEVE 1- INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE INSTALLATION SHALL MNNTAJN MIN. 3/8' EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE EX SELF -TAPPING SCREWS, OF SUFFCIENT LENGTH TO ACHIEVE A MINIMUM OF 3 ROE I N BEYW10 METAL WALL INSTALLATION SHAH MAWAJN MIN. 3/8' EDGE OISTANOL 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 910 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/21NCH MINIM MEMBED ENT INTO WOOD SUBSTRATE. L THROUGH FRAME INSTALIATION: FOR INSTALLATION THROUGH LX BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCIlEWMASONRY, USE 3/16INCH DIAMETER TTW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4' EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 410 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO A041EW A MINIMUM N A ON BEYOND METAL WALL 10. MINIMUM EMBEDMENTAND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: L THE PRODUCT SHOWN HERON 5 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 20141 FLORIDA BUILDING CODE (FM, EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA 101/I&Z/A4411.08/11 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. IX AND ZX BUC13 (WHEN USED) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SWEET 6 FOR FURTHER DETAILS OF BUCK MWAUATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECTSHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON- WVHZAREAS. IN HVIQ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MWdFOADE RER OR AM. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, 00 NOT INSTALL 7, IN ACCORDANCE WITH THE SIM EDITION FM WOOD INSTALLATIONANCHORSINTOMORTARJOINTS. EDGE DISTANCE 6 MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROMFREEEDGEOFBLOCKOREDGEOFMORTARJOINTINTOFACESHELLOFORSHALLBEOFADURABLESPECIESASDEFINEDINBLOCKCHAPTER23. U. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH AN04OR 0. GLASS MEETS THE REQUIREMENTS OF ASTM E L30D MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. USEDINSUBSTRATESWITHSTRENGTHSLESSTHANTHEMINIMUMSTRENGTHSPEOFIED BY THE ANCHOR MANUFACTURER 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH TTHE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITYOFOSS. R. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 30m PSI. C. GROUT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM C90 WITH MINIMUM COMPRESSIVE STRENGTH OF 200D PS AND GROUT CONFORMS TO ASTM C 476. MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSL 0. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PS. E. STEEL -MINIMUM YIELD STRENGTH OF 33 KSL MINIMUM WALL THICKNESS OF 47.5 MIL M.047r or ID HUGE). MIN. IM EDGE DISTANCE F. ALUMINUM - MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF I/ 16'. MIN. 1/2' EDGE DISTANCE. TAKE OF CONTENTS SHEET REVISION SWEET DESCRIPTION I INSTALLATIONS GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL 6 HORIZONTAL SECTIONS (NAIL FIN) 5 VERTICAL 6 HORIZONTAL SECTIONS (THROl16H FRAALE) 6 HORZONTAL SECTIONS, BUCK INSTALLATION, 6 GLAZENG DETAIL MAX OVERALL SIZE DESIGN PRESSURE MESSAF IMPACTRATIM WIDTHHEIGHT36' 64' O/X 35 / -35 PSF NON IMPACT 38' 66, O/X 50 / -50 PSF NON IMPACT 38' 74' O/X JO / -50 PSF NON IMPACT 38' 7T O/X 35 / .35 PSF NON IMPACT 44' 1 6r O/X 9D / •50 PSF NON IMPACT 48' 7r O/X 35 / -35 PSF NON IMPACT 48' 4. O/X 20 / -20 PSF NON EAPACT w 7r O/X 29 / 45 PSF NON E MPACT 36' 63.75, O/X (ORIET.) 35 / -35 PSF NOW IMPACT 4W 96' O/X (ORIEL) 20 / •20 PSF NON IMPACT 7r 62. O/XO/X 35 / .35 PSF NON IMPACT 7r 8P O/X.M 35/-35PSF NON IMPACT 76, 62' O/X-O/X 50 / -50 PSF NON IMPACT 76' 7r O/X." 50 / •50 PSF NON EMPACT 76' iT O/X.O/X 25 / -Z5 PSF NON IMPACT 80' 74' O/XO/X 35 / •35 PSF NON IMPACT 96' 74' O/XO/X 30 / -30 PSF NON IMPACT RCA' 6r O/X-O/X-O/X 50 / -50 PSF NON IMPACT Wr 7r O/XO/XO/X 50 / -50 PSF NON IMPACT 108- 60 O/XO/X-0A 25 1.25 PSF NOW IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40.44 -05'00' Silverbne byAndersen 4n4o4 s.00eos ONE SMVERUM MCVE MTHOUBMWIMNYOM r1em. 6 4M 5jz M ., LinciWIDTHA"" MAX FRAME "I by, w1oTH 4e• —' F, B E 8 E 4 4 4 3 1{10001I{ •0000{ 04 =VSVJK OUVE momspiNswr¢wom no p50 alyu0o F F F F s s s s m 4 4 4 4 G N _ ca N ONm MAX. FRAME MAX FRAME IWi j vHEIGHT96• HEIGHT 96" w = m 9 jigQUALIFIEDCONFIGURATIONS in W o vl ARCH TOP CONFIGURATIONS FOR ALL 19011901 1-1 I coW < X. RATINGS, SINGLE UNIT CONFIGURATIONS 6 r d m W1 A 0 A 0 43 4 3 4 3 Tm ELEVATION ELEVATION ZSINGLEHUNGWINDOW SINGLE HUNG ORIEL WINDOW O H o H WWIOTH96- WIDTH LA000, W tn Q E g E G s QUALIFIED CONFIGURATIONS 4 s ARCH TOP CONFIGURATIONS FOR ALL T90b49M RATINGS, TWIN UNIT CONFIGURATIONS F 6• MAX FRAME M9 HE]:GHT 74" _ MAX FRAME X. .X. •X• HEIGHT 84• I =J T T tii A 0 uZ ELEVATION 4@ ELEVATION owG u THAN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW S /D002 SHEET, 2 OF 6 2' MAX. FROM - CORNERS W MAX. O.C. 11' MAX. O.C. 2' MAX 41/2• MAX CORNERS I I O.C. 4 v2' O.C. r MAX. FROMcORNERSLI ..—=—J- AT WVD, 1"11,10 0ML CG CORNERS ANCHOR LAYOUT 6' MAX. 20' MAX CORNERS O.C. 6' MAX. FROM CORNERS W. O. C. L 6' MAX FROM CORNERS L ANCHOR LAYOUT THROUGH FRAME -ANGLE HUNG WINDOW 16 L 6' FROM CORNERS i AAX 41/ 2' MAX O. C. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW 1' MAX FROM _ 6, MAX O. C. -''jCORNERS I I I` 6' w O. 0 t' MAX FROM CORNERS III,, 41/ 2' MAX O. C. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW 1' MAX FROM _ 6, MAX O. C. -''jCORNERS I I I` 6' w O. 0 t' MAX FROM CORNERS III,, L7076' MAX. FROM 12 3 MAK CORNER O. C. O.C. >- 16 L ANCHOR STRAP FROM P/N 50.2995-2 CORNERS SEESHEET5FORDETAIISANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 6" OMAX. ANCHOR LAYOUT NAIL FIN - TRIPLE SINGLE HUNG WINDOW 12' MAX O. C. I u I II o SilverLine bfAnde15e11 oevs • 0000s OW mvEwE OQYE 1IMIN LMawc¢wm= M Y A z odd fy Z12" W1Z m cr:imR' 9re mdamp W T v a TM m n Z 0Z Lo V- 1- 4 W W 4( m m u ANCHORSTRAPv z P/ N 50-2995-2 o SEE SHEET 5 FOR DETAILS DW6 #. ANCHOR LAYOUT SW0002 THROUGH FRAME- TRIPLE SINGLE HUNG WINDOW SHEET: 3 of 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD SUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS B WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR SEE GLAZING DETAIL, SHEET 6 1 ; 11/2" MIN. EMBEDMENT 3/B" MIN. r EDGE DIST. INTERIOR L/4" MAX. SHIM SPACE g VERTICAL SECTION q HEAD -:X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER 1SEALANT1 BY OTHERS 1/4• MAX EXTERIOR FINISH SHIM SPACE BY OTHERS 8 W00D SCREW INSTALLATION ANCHOR 3/8" MIN. EDGE GIST. 2X WOOD BUCK BY OTHERS SEE 514EET 6 FO F CONNECTION DETAILS CAULK BETWEEN a~ .•. CONCRETE/MASONRY CONCRETE/ MASONRY 6 2X t 1/2" MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT q VERTICAL SECTION q slu - zX W000 BUac NAIL FIN SilverUne 6i'Andelsm wieeews.eeeas oam naaeenF wan eaeuwmr,waero: ne oen usnw vw I M pmMV4. i1MMAX" 3/ 8' EDGE DISTANCE 3 y j 2s SHIM SPACE ILA c $ 0 a ,^ SASH REINFORCV46 VIz= C 2 p l7W4Z.VSEESHEET 6 FOR REQUIREMENTS MIN. 3 THREA05 i j h W vTZ` W m 8 .1 m SEE 6LAZI1J6 PENETRATION BEYOND METAL STRUCTURE p > c co DETAILSHEET6xwt W8INTERIOR 8 GR. 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS, SEE SHEET 1 INSTALLATION o NOTE 14 m EXIERIORFiNISH BY OTHERS Z EXTERIOR PERIMETER SEALANT 0 BY OTHERS H 0 O.A. I--1 E UNIT WIDTHu W w tx O HORIZONTAL SECTION q J IAMB - METAL STUD NAIL FIN 0 '4c f1 T vZ OW6 # SWD002 SHEET. 4 aF 6 10 WOOD SCREW INSTALLATION ANCHORCONCRETE/ MASONRY BY OTHERS 20 CAULK BETWEEN ° CONCRETE/MASONRY BY OTHERS PERIMETER SEALANT— _ BY OTHERS O.A. EXTERIOR ( / UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 3/4" MM EDGE DISTANCE 2X WOOD 8VCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4' MAX CONNECTION DETAILS SHIM SPACE a ' SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING 11/2" MIR DETAIL SHEET 6 EMBEDMENT INTERIOR 1/4" MAx SHIM SPACE inrf INTERIOR VERTICAL SECTION 5 HEAD -ZXWOOD BUCK THROUGHFRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN 8 TRIPLE CONF1;6.ONLY. SEE O.A. PLAN VIEW -ANCHOR STRAP UNIT / (P/N 50-2995-2)' DETAIL AT HEIGHT RIGHT FOR INSTALL. REQ. 1/4" MAx PERIMETER SEALANT BY OTHERS I SHIM SPA EXTERIOR FINISH BY OTHERS a '. • n PRECAST S711 BY OTHERS 3/16• ITW TAPCON 4 s 1745TA1IATION ANCHOR e 1 3/4" Ma ° EDGE DISTANCE p VERTICAL SECTION S Stu -CONCREIE/MASON" THROUGH FRAME MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN.1/2" EDGE DISTANCE 10 GR. b SELF-TMWIN6 SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, SEE SHEET I INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR BY OTHERS O.A. UNIT WIDTH F HORIZONTAL SECTION JAMB -METAL TUBEISTUD OR APPROVED MULLION THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED 4.0000- TO ACCOMODATE #14 DIA. f-4.0000 2.0000- 2.0000 0.0620 0. 1 0.7500(2)1--3.0000(2)6.0000 I INSTALLATIONANC14ORS 1 1/4" MIN. FROM ANCHOR STRAP TO EMBEDMENT PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING. SEE ANCHOR REQVIREMENTSBELOW. ANCHOR STRAP ANCHORIN6 REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16" ITW TAPCONS PER STRAP, MM t-1/4" EMBEDMENT, MIN. 1-3/4" EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, 6R. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN, 3/4" EWE DISTANCE. C. FOR U45TALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1-1/2" EMBEDMENT, MN. I" EWE DISTANCE. SilverLine 69P11TdP.15e'n wueewe•eeees ark stun; wv¢ uuwwmtwo rw f>1 usr000 Zm R 3 d M o t; 3aZO . wonn rL! Uj T W w m 5` U am CL m a e 4 e0 Z w 0 m VI m as 3 a a OF 6 SilverLine NOTE: brAWersm ALLGLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE r • • e r • . • • su INTERIOR ma mvemJ14 mawW — ne OSO+sI•tmo 5/8' O.A. I.G. GLASS C u x EXTERIOR h INTERIOR EXTERIOR / \ INTERIOR w7' co MIN.GLA' SMALL' FRAME 'LARGE' FRAME i--c pB ASSREINFORCINGEXTERIORREINFORCINGSEE BELOW FOR REINF. SEE BELOW FOR REINF./ — = a < uREQUIREMENTS REQUIREMENTS. V8' SETTIN6BLOCK\ / a m d VERTICAL SECTION HORIZONTAL SECTION 1 6 MEEMNGSnLE 6 INIERMEOMWMAMEMUWON GLAZING DETAIL 1 0 I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESIGN PRESSURE •/- 35 PSF 36 X 84, (O/X), DESIGN PRESSURE •/- 35 PSF 38 X 74. (O/X), DESIGN PRESSURE •/• 50 PSF 38 X 77, (O/X), DESIGN PRESSURE +/• 35 P5F 72 X 84, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, (O/X-0/)Q, DESIGN PRESSURE +/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE -/•50 PSF 108 X 72, (O/X-O/X-O/X), DESIGN PRESSURE 4-50 PSF II 1 - STEEL INTERMEDIATE FRAME'LARGE' REINFORCING IS NIO T RREQUIRED FOR THE FOUAWTtJ* SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF 0 - STEEL INTERMEDIATE FRAME *SMALL' REINFORCING IS NOT REQVIMED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-ON, DESIGN PRESSURE +/• 35 PSF NOTE: I. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED I5 NOT EXCEEDED. Z BUCK MAY BE FLUSH WITH FACE OF THE BLOCK 1/ 4' ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX O.C. THEREAFTER ZX WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WV4DOW FRAME. BY OTHERS 11/ 4' MIN. EMBEDMENT 11/2' MIN. EDGE DISTANCE 2' MM EDGE T^ DISTANCECONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL 8T Iu 0° m 2 FNhZog0DWG #: SWD002 SHEET. 6 of 6 M WINDOW 8 DOOR MANUFACTURERS ASSOCIATION NOWDMAConformance Hallmark® Certificate of and License(CCL) litsyucml, Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. AammisasrrrMmasemeot Inc. Product No. Product Name Standard Rating Wide High Test Report # CeriDate 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 5121/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psQ 440-H-025.36' 2900/4900170 Series 1011l.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 914x2127mm (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 6/72013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/l.S.21A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/32017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/242013 4/32017 914x1930 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 6/72013 12202016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/l.S.21A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/12013 5/12017 1118x1905mm (44x75in}Type H; Positive Design Pressure DP) = 1200Pa (25psQ; Negative Design Pressure DP) = 1200Pa (25psQ; Water Penetration Resistance Test Pressure = 180Pa (3.76psQ 440•H-025.43 '2901/4901 101/l.S.21A440-08 GIass.LC-PG50;'Size tested 965mm. 1676mm, C7074.01 7/12013 5/12017 965x1676mm' (38x66in'}Type H; Positive Qesign Pressure DP)=7AMOPa (50ps'; Negative Design Pressure DP) = 2400Pa (50psQ; Water Penetration Resistance Test Pressure = 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION 1MWDMA Hallmark® Certificate of ., Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Ad'°'°`i;°"``Yya°ag`me`" Sygem Ine. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size -tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118x1575mm• (44x62in')- Type H;'Positive Design Pressure (DP) = 2400Pa 50psQ; Negative Design Pressure (DP) = 2400Pa 50psQ; Water Penetration Resistance Test Pressure = 360Pa (7.52psQ 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/1.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 (50psQ; 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 5/1r2017 E-1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in}H; DP+30/-30, Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-025.50, 2901/4901 10111.S.2/A440-08 Class.LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2124/2017 965mm x 1880mm ' (38 x 74in•) Type-H; DP +50/-50 pst, Water Test Press 360Pa 7.52psQ, 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 315/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-W 38in 62in NCTL-110-16675-1 3/SQ014 2/20/2018 pst 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675.3 3/512014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of . 1 Conformance and License CCL`IlitLL-1 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 S, INC. A°m`°```'Y„--"WDMAe. Systcm!, lnc. 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 12/1212017 965 x 1575mm (-38 x 62 in.) Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 121ASTM DP+50/-50 psi, Missile D, 1321mm 1854mm NCTL-110-16675-2 315 2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/49DI Impact ASTM E-1996 12JASTM DP+50/-50 psi, Missile D, 965mm 1575mm NCTL-110-16675-2 Y&2014 2/20/2018 E-1886.05 Wind Zone 4 440-H-025.61 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-10947 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-025.62 29004900 Series29014901 Single Hung Window 101/I.S.21A440-11 Class R-PG25; Size Tested 1321mm 1829mm D9957.01-10947 10/9/2014 8/62018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-025.63 29004900 Series29014901 Single Hung Window 101/I.S.2/A440.11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-10947 1/28/2015 7/22024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psQ 440-H-025.64 29004900 Series29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-10947 1/292015 8142024 1219mm x 1829mm (48 x 72) • Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.65 29004900 Series29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-10947 1/292015 8/42024 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-025.66 29004900 Series2901/4901 Oriel Single Hung 101/I.S.2/A440.1 f Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/162015, 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-025.67 29004900 Series2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109.47 3/162015 7/22024 965mm x 1676mm (38 x 66)• Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-025.68 29004900 Series2901-4901 Single Hung 101/I.S.21A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6112015 9/82025 965mm x 1880mm •(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 r-- — WINDOW 9 DOOR L_—; MANUFACTURMASSMIATION Hallmark® Certificate of ems, INC. Conformance and License Adminizueti YMaoagementL[--`WDMA CCL ( ) System:, Ire. 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 29004900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-025.70 29004900/29014901 Single Hung 101/I.S.2/A440-11' Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109 47 1/15/2016, 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.19 2907TW/4907TW 101/I.S.21A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-07 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/1.S.21A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-10947 9/24/2013 7/22/2017 1994x1524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.21A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm' 1575mm C0328.01-109-47 2 SQ014, 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.25, 2902/4902 Twin Single Hung Window 101/I.S.21A440-08 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.21A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 260Pa 5.43psQ, WD-20 10114109 Friday, May 13, 2016 Page 10 M WINDOW 8 DOOR MMUFACTURERS ASSOCIATION Hallmark® Certificate of lit > 1 ) 1MWDMAConformance and License /CCL Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Ad°I°`""Y''''°``" systm!N Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 29004900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psQ 440-H-027.28 29004900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-10947 5/12/2015 5f27/2025 2032mm x 1880mm (80 x 74) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-027.29 .29004900 Series/29024902 Twin Single Hung 101/I.S.2IA440-11 Class R-PG25 'Siie Tested 1918mm 1956mm lE7244.01-109.47 8/6/2015 9/8/2025 1918mm x 1956rrim (7.6 x 77)• Type-H; DP-+.25/-25 psf; Water Test Press 1.80Pa (3.76psQ 440-H-027.30 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109.47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psf; Water Test Press 360Pa (7.52psQ 440 H-027.31 2900 4900/29024902 Twin SH 101/I.S.21A440 11 Class'R-PG50; Size Tested' 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP-+50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.32 2900-4900129024902 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 (7.52psQ 440-H-027.33 2900-4900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-10947 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903170 Series 101/I.S.2/A440-08 Class.R-PG50;Size tested '2737mm' 1575mm, B643001 4/5f201,2 12/16/2016 2737xl575mm (108x62in}H 440-H-028.15 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109.47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x1575mW (107x62in•-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 188Dmm 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 & DOORONMANUFACTURERS ASSOCIATION Hallmark® Certificate of .. AMS, INC. IOWDMAConformance and License (CCL) lit AdmroisueutiY;vlmggement Systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440=H-028.19 29004900 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 7.2) Type-H; DP +60)-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 +20/-20 psf; Water Test Press 150Pa (3.13psf) 440M-028.21 2900/4900170-290314903 Triple Single Hung 10111.S.2/A44011 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_•+26P25 psf; Water' Test Press fWai(3..76ps1) 440-H-028.22 29004900/29034903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2116/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900170 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109.47 10/31/2013 5/1/2017 1118x1524mm• (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43pso 440-H-029.08 29004900/29074907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-10947 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43pso 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 2907TRI4907TR 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 Y23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW 8 DOOR fVIANUFACTURERSASSOCIATION Hallmark® Certificate of II`-' _ Conformance and License (CCL) lit L1-.- ..- Silver Line Building Products Mir ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) Standard Rating 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +351--35 psf; Water Test Press 260Pa 5.43psQ 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psi; Water Test Press 260Pa 5.43psQ WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By - Wide High Test Report # 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 yL I John McFee, VP of Certification AMS, INC. Adminisaati v Maongement systems, Inc. CertDate ExpDate 11/23/2015 4/27/2025 11/23/2015 4/27/2025 J10A I Hallmark By. I&L n, Rhondo Schor_, Autitorized Representattve, AMS 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 Sacicets Harbor, NY 13685 TEL (312)6734828 www.wdma.com TEL (315)646-2234 staff@arnscerl.com WD-20 10114109 Friday, May 13, 2016 Page 26 A\\) BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 5tn 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 I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17 -05'00' 11111111111'r g F. O , 7 i •''••.......••.• G 4 s/0NAt_ Hermes F. Yorero, 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 5`h Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5`h Edition Florida Building Code, excludine 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 A\\) BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29S78 FL#: FL19715 Date: 12/15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates areas follows: Nailing Fin Installation: FL#: FL19715 Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. f c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4/28/2017 Florida Building Code Online rt::'Ii11N:i.T'iyl•1-t'?Fh+i„i"f • • ••t • 4• . '' '. , : .' i;' f • •L.: — ,. , - ' l. 6 .: N SCIS Home I Log In I User Registration I Mot Topics I submit Surcharge I Stats a Facts I Publications I F6C scarf I SCIS Site Map I 1 xida llopke Product ApprovaldUSER: Public User nnwa Product Aooroval Menu > Product or Aoollafdon Seamh Anallcadon Us t > Application Detail f -- i• L'ti.I' r. FL # R-13192-R4 Application Type Revisiona ` Code Version 2014 i Application Status Approved e• Ir,, . ;•; Comments Archlved t:.i Et '- '• " I • y •i' Product Manufacturer lames Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@Jameshardle.com Authorized Signature Pingsheng Zhu pingsheng.zhu@Jameshardle.com Technical Representative Pingsheng Zhu Address/Phone/Emall 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@Jameshardie.com Quality Assurance Representative Pingsheng Zhu 7; Address/Phone/Email 10901 Elm Ave. it ; "` j• i ; Fontana, CA 92337 909) 349-2927 pingsheng,zhu@Jameshardle.com Units I search t' Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed I`' Florida Professional Engineer t•'. Evaluation Report - Hardcopy Received s, , Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report I'' '•^ +; 4• i ' Florida Ucense PE-24121 Quality Assurance Entity ntertek Testing Services NA, Inc, s•-S•,1 , ;';:• •. 1•.. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E, Validation Checklist - Hardcopy Received qr.,:'•, Certificate of Independence FL13192 R4 C01 RIO - Certificate of Ind nandenra one r`'` ' " Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Ucensed Professional Engineer or Architect FL13192 R4 Eaulv ASTM C1186 Eaulvalencv Slaned.Ddf https://www.floridabuilding•org/pr/pr app dU.aspx?param=wGEVXCIwIDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 1/3 4/28/2017 Florida Building Code Online Sections from the Code i - Product Approval Method Method 1 Option D Date Submitted 08/17/201S Date Validated 08/26/2015 Date Pending FBC Approval 09/07/201S E Date Approved 10/16/2015 Stimma of products FL # Model, Number or Name Description s.`• . 13192.1 Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13192 R4 11 ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 11 ER RIO-2557-IS Plank Shlnale CMU.odf Impact Resistant: N/A FL13192 R4 11 ER RIO-2577-IS Plank to WSP Sheathina.odf FL13192 R4 11 Install CemPlank Sidlno.odfDesignPressure: N/A Other: For use in HVHZ Install In accordance with NOA 1S- FL13192 R4 II NOA 15-0122.04.odf 0122.04.• Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-IS Plank metal wood.odf FL13192 R4 AE ER RIO-2557-IS Plank Shinale CMU.odf FL13192 R4 AE ER RIO-2577-IS Plank to WSP Sheathina.odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: YesI, 13192.2 HardlePlank Lap Siding fiber -cement lap siding Umits of Use Installation Instructions f Approved for use In HVHZ: Yes FL13192 R4 lI ER RIO-2553-1S Plank metal wood.odf Approved for use outside HVHZ.-'Yes FL13192 R4 1I ER RIO-2557-15 Plank Shlnale CMU.odf Impact Resistant: N/A FL13192 R4 It ER RIO-2577-15 Plank to WSP Sheathina.odf FL13192 R4 II Install HardlePlank Sldina.odf . Design Pressure:. N/A Other:,For use In HVHZ install in accordance with NOA 15-, FL13192 R4 11 NOA 15-0122.04.pGf 0122.04. Verified By: Intertek Testing Services NA Ltd. Created by Independent TWA Party: No . Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shinale CMU.odf FL13192 R4 AE ER RIO-2577-1S Plank to WSP Sheathlna.odfi,. -. ,;;• 1 FL:13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes i t1 13192.313192.3 HardleShingle Individual Shingles fiber -cement Individual cladding shingles Limits of Use Installation Instructions Approved for use In HVHZ: No FL13192 R4 II ER RIO-2555-15 Shinale metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 II Install HardleShinale Siding.odf Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-2555-1S Shinale metal wood.odf Created by Independent Third Party: Yes 13192.4 HardieShingie Panel fiber -cement notched shingle panels (straight. -'edge, staggered edge, half round edge) Umits of Use Installation Instructions Approved for use in HVHZ: No Kum R4 tI ER RIO-2555-I5 Shingle metal wood.odf FL13192 R4 It ER RIO-2557-15 Plank Shinale CMU.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13192 R4 II Install HardleShinale Sidina.odf Design Pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: Created by Independent Third:Party: No Evaluation Reports FL13102 R4 AE ER RIO-25S5-15 Shingle metal wood.odf AE ER RIO-2557-15 PlankFL13192.R4 Shinale CMU.odf Created by Independent Third Party: Yes 13192.S Prevail Lap Siding fiber -cement lap siding — 4 Umits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 If ER RIO-2553-15 Plank metal wood.odf httpsJtwww.floridabuilding.orgtpr/pr app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 213 4/2812017 Florida Building Code Online Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use In HVHZ Install In accordance with NOA IS- 0122.04. FL13192 R4 1I ER RI0-25S7-15 Plank Shlnale CMU.Ddf FL13192 R4 II ER RIO-2577-IS Plank to WSP Sheathino.odf FL13192 R4 II Install Prevail Lao Sidln9.odf FL13192 R4 It NOA 15-0122.04.Ddf Verified By: intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RI0-2553-IS Plank metal wood.odf FL13192 R4 AE ER RIO-25S74S Plank Shinale CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathino.Ddf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes Contact us :: 2601_alair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an WEED employer. Copyright 2007-2013 Slate of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida low, email addresses are public records. If you do rat 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 mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS.27S(l), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please duck here . Product Approval Accepts: y ® .L" Credit Card Safe htlps:Hwww.OoridabUlding.org/pr/pr app dtl.espx?param=wGEVXOwtOgtsk%2bGnUu47oqxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 3/3 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. 19 HardiePlank A >o Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 MM INSTALLATION REQUIREMENTS - PRIMED & COLORPLUV PRODUCTS VbIImw1jm%here.cnm(orlhemost recentvorslon. SELECT CEOARMILO • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEOARMILL" • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURETO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY, BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE'"' PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE"" APPLIES TO YOUR LOCATION, VISIT WWW.HAROIEZONECOM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation installing siding we( or saturated may result In shrinkage at butt jolnis. Carry planks on odgo. Protect edges and axners Inmm breakage. James Hardie Is not responsible for damage caused by improper storage and handling of the product. OUTDOORS INDOORS 1. P( dtion cutting station is that vdelw0 blow" away from user 1. Cut only using scare and snap, or shears (manual, electricor pneumadc). and others Inw h area. 2 Use one of the ItrOoalro meegctr 2. Position cutting station In well -ventilated area a Best: L S°ae and smp IL Shears fprtntntel, electric or prieurtm0c) NEVER use a power saw In hors b. Better: 1. Dust reduang draft sawettri pad with a NEVER use a circular saw Marls Uncut toes rwl arty to HordeBUde saw blade tradanark Harmefllala'saw blade and HFAeecumeolfactlrrn NEVER dry sweep— Use wet suppreWanorHEPAllaaum G Good: I. Did reducing circular saw Win a Haididilado saw blade rnry use. tolom to moderate. ading) Important Nate F°rmax rr m protection reownerl1sahvays uefng'BPsC•lerel ading methods where feasible NpSH-(rproeed (aspirators can be used In wrluncton wdh above cutting pract es to further reduce dust exposures. Addford enure tdsmmton Is available at wwwpmeshardle.oarntohelp you determine the most approp(la culthgmethod for yotrfobrequberrents,tiOlIncernallexistsabout wpourelevelsayou do rot can*wgh die abe+ epredlas.lou skald ah"soonsuita gtiaifrld i ndustral hygienist orcmWJames Hardie for further informaliOn. GENERAL REQUIREMENTS: HardiePlank• lap siding can be Installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirements. Irregularities ih framing arid sheathing can mirror through the finished application. Information on installing James Hardle products over foam can be located In JH Tech Bulletin 19 at vwew, lamehardle.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 HardleWrap• Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. When installing James Hardie products all clearance details in figs. 3.14 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Figure 1 Double wall Single Wall Do not use HardlePlank lap siding In fascia or trim applications. constmctton construction Do not install James Hardie products, such that they may remain in contact with standing water water{esisdve barrier W-In bracing HardiePiank dap siding may be installed on flat vertical wall applications only. p"od or 24•o c.rrhec For larger projects, including commercial and multi -family projects, where the span of the 0%3sheamfao . wall Is significant In length, the designer and/or architect should take Into consideration the coefficient of thermal expansion and moisture movement of the product in their design. ' if These values can be found in the Technical Bulletin "Expansion Characteristics of James Handle" Siding Products* at www. JamesHarcie.com. DO NOT use stain, oil/alkyd base pallet, or powder coating on James Hardie® Products. INSTALLATION: JOINTTREATWIENT One or more of the following joint treatmerd options are required by code (as referenced 20091RC R703.3.2) A. Joint Flashing ( James Hardie recommended) B. Caulking' (Caulking is not recommended for ColoAus for aesthetic reasons as the Caulking and ColerPlus will weather rff differently. For the same reason, do not caulk nail heads on Ha ColorPlus products.) HardcP C. "H" jointer carer Figure 2 Nat liner nail One is not f present place fastener between 3/4' 1' from top of planlg I i water-ioslsaw• o Wrier Inc fastener a nGInpataI1/ 4' starterslrip(a ensim a consistent angle Instal planks In moderate contact atthinfaintso plank j leave appoprota gap he veen planks and trim, then cauk— Note: Feld painting over caulldng may produce a sheen difference when compared to the geld painted Primeft. 'Refer to Caulking section in these Instructions. For additional informalion on HanlieWrap"Nkather Barrier, consult James Hardie at 1-866.411ardle of wwwhardlarwap.com WARNING: AVOID BREATHING SILICA DUST ktmes H I,4 product^ contan nesprable crystalline sieca, whlch Is khmn to the Wis of Wlomb to cause cancer and Is consideiod ty WC and MOSH to be a cause of cancer from one oeatpalbrol source. great hlno emesslw amounts of respirable 310co dust can mco came a dlaebing and fotentelry fatal lung disease pied slfcash. all has been Inked with other diseases. Some stsrfles suggest smaking0sy Increase these risks, During hnLilationorhandina( 1) work Inoutdoor mass with anplevenllWlon:(2)nsefihrrcemedshears forcndlitgof, whom not feastle.use aF4udleflIMe°saw blade aid dusl-redrrdngcircular saw alwclwd to a HEPAvacwn; (3) wain others In ftu: Immediate ama: (4) wear a popery -fined. NOSH•apprraued dust mask of respirator (e.g. N-9.,7In accoularIce Win applicable and manuf°ewrermswctbretolu"llmhresphNosilica Wsums. Ourogdean•up,usoHEPAwaumsawelcbawPmomWs-mverdtYswou. for further Information, reloraunrebr nuoi%9nctions and Material Selety Data Sheet available at wwwoeshardle.con a by calling 1.800-OK4RDE (1-800942.7343). FAILt1RE TO ADHERE TO OUR WMNNGS, MSOS. AND NSfAUATION INSTRICTIONS MAY LEAD TO SERIOUS PERSONAL N,IURY OR DEATH. so= HS11119-Pl/4 6/13 y yo, CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Zflashtng As re wired by IR code r in 4 i V, Min. Y0 :.. „'- Do not caulk 2" Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry I Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension Recommended In HZr01 FASTENER REQUIREMENTS •• Blind Nailing Is the preferred method of installation for HardiePlanke lap siding products. face nalling should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption when doing a repair). Pin -backed comers 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 " HO x 2" long) 11 ga. roofing nail (0.121" shank x 0.371 " HD x 1.25' long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws nest penetrate 3 threads Into metal framing. Nails - Steel Framing Er & F Panetfasta nails or equivalent (0.10" shank x 0.313" HD x 1.1/2a long) Nails must penetrate minimum 1/4' Into metal framing. OSB minimum 7/16" 11 ga. roofing nail (0.121" shank x 0.371 " HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). st o.C. Nal Me i Bind Ndl wabr rmalseva Barrier Ovedap Figure 15 FACE NAILING Nails - Wood Framing 6d (0.113" shank x 0.267" HD x 2" long) Siding nall (0.09' shank x 0.221" HD x 2" long) Screws - Steel Framing e Rlbbod Bugle -head or equivalent (No. 8-18 x 1-5/8" long x 0.323" HD) Screws must penetrate 3 8geads Into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10" shank x 0.25" HD x 1: 1/2" long) Nails must penetrate minimum 1/4" Into metal framing. OSB minimum 7/16" Skiing nail (0.09" shank x 0.221" HO x 1-1/2" long)' Flqure 16 Minimum overlap for Both Face and Blind Nailing min. 1 1/4' oveTdap T 24• — O.C. max. 1 1/4• min. overlap 1 lace net 1 l woteme{UUve y 1..- baffler Laminate sheet to be removed Immediately after installation of each course for ColorPlus* products. When face nailing to OSB, planks must be no greater than 91/4" wile and fasteners must be 12" o.c. or less. Also see General Fastening Requimmenls; and when considering alternative fastening opllons refer to James Hardie's Technical 81ffefln UST817 - Fastening Tips for HardemaNP Lap Siding. HS111194*J4 6/13 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -ripped galvanized nails. James Hardie Is net responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardiea products near the ocean, large bodies of water, or In very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact ofACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preservative -treated wood shall be of hot dipped zinc-ooaled galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. NOTE Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services If you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nall hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (Forsteel 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 should only be used when traditional framing Is not available. Do not use aluminum fasteners, staples, or clipped head nails. y ro ME PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening Is highly recommended. Set air pressure so that the fastener Is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nag is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smootil faced hammer - Does not apply for installation to steel framing). countersunk, .0LSNafill & add nail snug flush CS11 DO -NOT 00 NOT Figure A Figure B under drive nails staple PAINTING 00 NOT use stain, olValkyd base paint, or powder coating on James Hardiee Products. James Hardle products must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats ere recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding Is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomedc Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance vvith the caulking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUS11 TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® ColorPlus® products During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks. scrapes and nail heads using the ColorPlus• Terhnology'touch-up appggitcy. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area witir new HardlePlank° lap siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges Into tdm where possible, and caulk Color matched caulks are available from your ColorPlus* product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party ouch -up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are riot James Hardie touch -tip will not be covered under the James Hardle ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE* SIDING AND TRIM PRODUCTS WITH COLORPLUS11 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 Repriminlg Is normally not necessary 100% acrylic topcoats are recommended 00 NOT use stain, oiValkyd base paint, or powder coaling on James Hardie® Products. Apply finish coat In accordance with paint manufacturers written Instructions regarding coverage, application methods, and application temperature 00 NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS11119-P3(4 6/13 A >o. COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not Include waste COVERAGE AREA LESS OPENINGS HARDIEPLANV LAP SIDING WIDTH so 5 t/4 6114 7114 7112 8 . 81/4 91/4 9112 12 tso=t00sgl(.) exposure) 4 5 6 61/4 6314 7 B 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 38 38 28 4 100 B0 67 64 59 57 50 So 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 Be 75 75 58 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 18 400 320 267 256 237 229 200 200 149 17 425 340 283 272 262 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart Is meant as a guide. Actual usage Is subject to variables such as building design. James Hardie does not assume responsibllty for over or under ordering of product. IRECOGNITIONAnaocadenceaiQIICGESEvaluation Report ESR42KHanllePlanb9bpsfAnpbnloo nIzedasasullaUeallemalelo0atcpedledin: the 2006.2M%&2D12lr4emaUoneiResidenblOodeforOw and Two- family MmIlings, end ate 2008, 2009, 8 2012 IMemallcrid Bdldtng Cade,. HardePlank lap dbkg Is also remgrtlzed for apa0callm In 01e blbM* Cly of LosAngales Research Repod No. 24882 Stab of Flodda Ibtlng FLI1889, Dade County, FIWa NOA No.02-0729.02. US. Dept. d HUD Matedals Release 1283c, lams Depofted d unaware PmAud Evaluallon EC@3. City of New York MEA 223-93-M, and Cardorda OSAPA-011 These doamenb should also be oonalted for addlantal lnfomtalim caner irg he snutatddy of This product lot spedfle applia0on s. 02013Jams HHatdle6tdldnaRam, cu.All rights tesaryed. Additional Installation Information, TM, SK and Odenote Trademarks orregblered Trrke edeneof James HardieTechnokp Unhed.M.isaregisteredTrademark Warranties, and Warnings are available at JamesHardie of James Harde Temnalogy Limited. www.jameshardle.com Panelrasl Is a registered Trademadc of ETBF Fastening Systems, Inc, HS11119•P4/4 6113 MIAMI- Will DADS MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANi) ECONONILC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.minn idadaeov/eeonomv 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 us* 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 (AH7). 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 heroin, 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 & SOFF, titled "HatdiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSofftt, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 1.2, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Largo aunt Small Missile Impact Resistant LABELING: A permanent label with the mantifacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit • panels. RENEWAL of this NOA shall be considered aRer a renewal application has been ruled and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in thb materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided.to the user by the manufacturer or its distributors And shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA. It 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation Nvas reviewed by Carlos M. Utrcra, P.E. MIAMI.I IADE COUNTY NOA No. 15.6122.04 Expiration Date: May 1, 201.7 Approval Date: April 9, 2015 031h, 15' Pagb I .. James ILardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" L. 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 1. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" •. 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Sttbtnitted 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 I. None. F. STATEMENTS 1. Statement letter of code conformance to the 51h edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. DSP0ho 5 Carlos M.• Wren, P.E. Product Control Exaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 ID 1 AEl:9U.A WALL LEIIGI'H----1SledSpacingat16' O.C. Bt---. I I I SEE DEWL A SS- thick / 5 ply APA ratednqplywood &hea in acooraanoe vdh Florida Bmldrg Code Section 2322.3 barrier per Florida giowV Code Section 1404.2 r X 4' S-P-F wood Studs PRMU_cT 99;CMPTIOMM HardePanet®, Cempanew, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11. Type A and meeting the requirements of the Florida Building Code. PANEL DIMEN_5IO f$ Vlfidth Length Thickness 4 8.9,11y SMS, p lGl, P12ES_S_UREBRAING. Installation Design Pressure Wood Shads -76 psf i::' _ IyJt HardiePanet, Impact Resistant i Cempanel. Planks installed over 50'thick / 5 Ply B Nails at 16" O.C. (typ.) C I.ON B-8 Prevail Panel APA rated plywood sheathing 3fir Minimum Edge Distance Siding Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 NardePanel, Cempand. Prevail Panel Siding Water4esistive barrier per Florida Building Code Section 14042 5V thick / 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 compliance with the Florida Budding Code. HARDIEPAItjEL,CEMPANE_L!?R V 1 L_P NELSID1t l(31NS_L1 i IOW DE I k All Instaltarzon shall be done in conformance with this Notice of Acceptance, the manufadurer'sinstallationrecommendations, and the appUmble sections of the Florida Building Code. Wood studs where Harc iePanet, Cempanel, Prevail Panel Sidmg vAD be installed shall bedesignedbyanEngineerorArchitectPertheFloridaBuildingCodeandtherequirements of this N.OA be attached to the shads inNote1] 51W thick / 5 ply APA rated plywood sheathing shall accordance with Florida Budding Code Section 2322.3. APA rated plywood sheathing suppottec' The siding panels shall be installed over SIS thick 15 plybyaminimumof2'9C4" S-P-F wood studs spaced a rnaDdmum of W O.C. Note 2] The siding panel fastener shall be a 2' long, 0.223' head diameter, 00.09Z, panel edges ank diameter. corrosion resislard siding nait the fasteners shall be spaced at Ir and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing 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. HARDIEPANEI: CEMPANEI„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hwtfie sumng Products, 4ru 10901 Elm Avenue Fontana. CA 9=7 A I I PNL-PLK-SOFF Creator. E. Gonzales sr 1/2" =1-0' I Data: 4r242013 IsrrIXr 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3--' 16 OOin. I I• •l I z JE:vLSam •.' FastenerSpa^ingperFlorida 106%, gwj& ear}f@" Building Code Section 2322.3 Eri Ptadiat Coalyd MODUCTBEv&M as . A .0b iegribde Floods Dowba cue f17 M. R{_tiA1 IG, NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WrTH•3-tT 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAT'HIIJG ' NOMINAL $/$" THICK/5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE NTH FLORIDA BUILDNG CODE SECTION 2322.3 C_LADpjbLQ THE PANEL IS FASTENED WITH Y LONG, 02W HEAD DLAMETEI,O.OW SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6.O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing E 115 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND FOR LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) 2 o HARDIEPANEL. CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc 10901 Elm Avenue Fontana, CA 9Q337 Phone 909366-6300 oFNo Fax 909-42 -0634 A PNL-PLK 1 Creabr. E. Gonzales 'SCALE 1" = r-0" Date: 4a412013 SHOT 2 OF 12 WULA L L LENGTH SEE Hardeftnele. Cempanekb, & PtevailS Stud spacing at 16P O.C.DETAILA Panel Siding materials are nonasbestos B-*—' I - I ..' — N SW thick 15 ply APA rated fiber-camerd products tested in accordance with ASTM C1 186 Grade 11, 1, jpfl fastenedT: plywood stmathing the requirementsTYPOAandmeetingt of OGA to metal studs as descnl)ed the Florida Building Code. L in Note I V Cep vvatamw sfrve Width Length Thidasess Z barrier per FloridaWALLNo. 4! 8,9,101 sms" t Building CodeHEIGHT A Section 1404.2 W-S LGA-Lamm-s-U-MR-Milip adc P1 STATE Installation Design Pressure 209a, 3.6/8*X I a° Metal studs -104 psf Metal C-stud HardiePariel, Impact Resistant — ARMCCempanel, Panel installed over SW thick 5 ply Prevail Panel APA rated plywood sheathing Nails at V'O-C- (typ.) Siding 3WMinimumEdgeDistanceCFXPA NIE AIL,-P-A—NF-.L—s LIDAG_K AnON. DETAILS LMriacture s eREY 7 gA em fp AllinstallationshallbedorveinconformancewiththisNoticeofAcceptance, J)- IUAtL 6 installation recommendations, and the applicable sections of the ' Florida Building Code. Metal studs where HardiePanel, Campariel. Prevail Panel Siding will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this• described in Note 1. N.O.A. Note 11 SN'thick: / 5 pVAPA rated plywood sheathing shall be attached to metal studs at Woo Panel fastener, as described in at panel edges and all intermediate supports using a No.8-1 8, 0.315" head diameter x 1-1W long Nb Note 2 bugle head screw The siding panels shall be installed over 5/W thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-61W X 1-501VIetal C-6tids spaced a nuDdmum of IS'- O. C. To"" A* fted us Cis" HardiePaneIS Siding lNote 21 The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 14W long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 01 O.C. at panel edges and intermediate studs-, the fastenersshallbedriventhroughthe518rthickf5plyAPAratedplywoodsheathingintometalWater - resistive barrier per studs located at 16" O.C. Florida Building Code Section Fasteners shall have a minimum edge distance of 3W and a minimum clearance of 7 from 1404. 2 comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL M' thick J S ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened James Hardie Building Products, Inc. to metal studs as described 10901 Elm Avenue in Note 1. a• Fontana, CA 92337 20ga. 3-W X 1-W.Metal C-stud Phonw. 90a,'356-6= FSW NO MVG No PNL- PLK-SOFF Thewallandsoffitframesaretobedesigned00 Fax 909-427-0 4 by the AxcKftd or Engineer of Record in 1!!!Gonzales63 —_LA compliancewiththeFloridaBuildingCode. Creator. E. 1--0- Date: 4424=13 7WEr 3 OF 12 I s.00;n. p)QOptl(,`IBEYlS1iIi sa a mpiyie g wi!!! fir t ooin rto f' 31141 7 RudaetCe ot EBM NAGNOMINAL 20 GAUGE 3451W X 1 -W STEEL STUDS 15' O.C. FASTENED WITH SW WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 516" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6' OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER 1-1/,r LONG BUGLE HEAD -SCREW C_LI DD-lNG_ THE PANEL IS FASTENED WITH NO. B-18, 0.315" HEAD DIAMETER X I-W a LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND !NTERMEDIATE STUDS Cladding Framing II I- I Sheathing II I•I II II I I I • I frrNiiii+ I•I I•I , S-. L II I, I p. 121 II S7An OF ISIONS FOR DIAPHRAGM ACTION AND GRA!VITY LO-46DFORMETALANDWOODSTUDS, PROV NOT PART OF TKS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONSOR THESE LOADS) E HARDIEPANEL, CEMPANEL, PREVAIL PANEL ImsTALIATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Produd% I=- 10gM Elm Avenue Fontana, CA 92W none: yc;,,o- Wu -- PNL-PLK-SOFF 1 Fax 909-427-MM A Creator E Gonzales SCALE 1' = 110, Date: 4124/2013 SHE a OF 12 T WALL at IV, O.C. L LENG SEE DETAIL A as asbmitig wig `FkCM4X. Code s li Mimm ad ProdCsotro) i 3/4" Minimum Edge Distance QQ 1 .Sheathing fastener, as described in Note 1 IN Siding fastener, as described in Note 2 ' ra wiltti PYrrids HardiePlanK If% I.nlr, Preval i Lap Siding Jay LE Cad Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Budding Code Section 2322.3 2• X 4 S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in comprwcewith the Florida Building Code. P&0Q'UC;T DESCRIn0N HardiePlankS, Cemplank&. & Prevan Plank Lap Siang materials are nonasbestos fiber -cementssm" tNdc / 5 py APA Products tested in accordance withratedplywoodASTMC1186Gradeit, Type A and streatiiing in' accor meeting the requirements of theitirFloridaBuildingCode. Fbrida Bwldng CodenoridBuuc Section23223 e6jo-E-Lummjpbn vvater-resk" Width Length Thicmess barrerperFlorida Sg-1/2' 17 Bull" Code Section 14042 DELGM P ES_S] ErRFyRA NG N,' rX r S-P-F lnsWdon Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resrstard O Planks installed over 5/8" thick / 5 ply Nods at 16" O.C. (typ.) 'i ii„N l3-B 1-1/4'taD X sme* APA rated plywood sheathing ttkK starter sbip ILS 141C!l>_K.QRkiAl41.A S.IDINGJ_iA A?L• All lrrstalation shall be done in oonfomrdnce with this Notice of Acceptance, the manufakdrversinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemptank, Prevail Lap Siding will be installed shall be designed by anEngineerorArrhifectpertheFloridaBuildingCodeandtheregtsremerrtsofthisN.OA Mote 1) S/8" thiclk / 5 py APA rated pyv ood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2;;22 3Planksshallbeappliedhorizontallycommencing from the bottom course of the war with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is s 8- 09 vertically. Note 2) The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nod; The siding is fastened s 8- W O.C. vertically and 16" O.C. horizontally, fasteners are driven into wood studs through 518" thick 15 ply APA rated plywood sheathing. fastenersareplacedintheoverlappingareaapprOdmately314' from the bottom edge of the overt apping plank Vertical joints shad be placed -over studs. The planks shall be installed over SW thick 15 ply APA rated plywood sheathing supported by aminimumof2"X4" S-P-F wood studs spaced a mardmmn of 160 O.C. Fasteners shall have a minimum edge distance of 3C. Creator: E. Gonzales A HARDIEPLANK, CEA/IPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardle Building Products, f=- 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF I 1 1W x T0 ' Date: 4/242013 ISHEET S OF 12 Fastener Spacing per Flodda-. Building Code Section 2322.3 16 in. 0 Cladding s_. I I' Fr2mong i• I - Fastener Spacing per Florida I Building Code Section 2322 3 Snealhc g 0.75in • — _... . . r I • so coo 107 BY r UMM AE%isam : sa.2sin Nfi kp.0&3ac eo,.i gni tieiFloddr+ ` e.r,Iac a1S ,No. 121 STATE OF FRANCz Proa.sca a+=0.-' MiF QR;DQ`• t' V NOMINAL 2" X 4" SP-F WOOD STUDS 16' O.C. FASTENED WITH 3=1/2' led COMMON NAILS (2 PER TOP AND 1S 0NALr `Ir BOTTOM CONNECTION) 'FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND tiVfl`Y LOAD ARE THE WALLANDSOFFITFRAMESARETOBEDESIGNEDNOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING ' NOMINAL 51ir THICK / 5 PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA HARDIEPLANY, CEMPLANK, PREVAIL LAP SIDING BUILDING CODE SECTION 2322.3 INSTALLATION DETAILS WOOD STUD CONSTRUCTION PLANKS.OVERLAP 1-1/4" James Hardie Building Products, Ina THE EXPOSURE IS 0-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0223" - e - 10901 Elm Avenue HEAD DIAMETER, 0.09T SHANK DIAMETER CORROSIO Fontana, CA 9=7 RESISTANT SIDING NAILS; PLACED 3/4- UP FROM THE Phone: 909 6-6300 rs n uo MONO ukv BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIO Fax 909-427-0634 A PNL-PLKSOFF t Creator. E. Gonzales SCALE 1' =1'-w Dare: 41242013 6 OF 12 Stud Spacing at TFO.C- A PRPLLLENSEEAU D-E S9Aff,9-N DEMLA HardiePlank®, Cemplank®, and SW tick 15 Af APA Prevail® Plank Lap Siding materials rwecf **zod we nonasbestos fiber-oernent. products tested in accordance withsheaftv tD metal scuds as ASTM C1186 Grade 11, Type A and I i PR meeting the requirements of thedesinNOW1Florida Building Code. WALL barrier W FloridaELAN KP-1I4qt%L0-NS HS HT BOOM Code WkIth Length Thickness IL: K1- Section 14042 99-11Z 12! 5/161! I :t, 6 '-,209a.34WXI-W. _ _AMNQ u RE41GSLUNZRE% MR0IAI 14 PF Metal CAid - Installation Design Pressure HartraPlark Metal Studs - M psf B lank Prevail Lop Impact Resistant - ONAL 3W Minimum EclgaDistanceNasatIs" O.C. (typ-) B43 1-1x axsnr Planks installed over 5/8"tNck 5 ply UYLck stater strip APA rated Plywood sheathing PU_A_tL. A KJA RDIEPLA"&4ZEM,P ANK PS ILIAPM.D G S LL 0 WS L_ V& . AL -E -TL. -A31 -bLQ9TAi WI slaUwion shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Florida RiAding Code. describedin Note I Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an MTR= A Engineer or Ar&jtect per the Florida Building Code and the requirements of thisKOA gam_1.bwpb" dihdit " wift Note 1] SW thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at Woc at panel wmeoraesCA.& , W Siding fastener, as• as edges and all intermediate supports using a No.8-18, 0.316' head diameterx 1-1/W long bugle head screw the bottom of the wWI with 1-1/4 wide laps at Planks Shall beappliedhortmontallycommencingfromcourse9describedinNote2AYthetop of the plank such that the exposure area of each plank is:5 8-1W vertically. ar eM%;;F; M—-HXW F INote 21 The siding fastener shag be a minimum No. 8-18, 0.315" head diameter X 2-1W long' bugle head framing); The is 7 HardiePlank, screw aw metal studs (*or screw shall have at least 3 full treads penetrating metal siding ftstened.,5 8- 11WO.C. verfic* and 16" O.C. horizontally; fasteners are driven into metal studs through SW Cemplank, thick 15 ply APA rated plywood sheathing, fasteners am placed in the overlapping area apprb)dmately 3/4' Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 501 thick / 5 pry APA rated plywood sheathing supported by a minimum C., Water -resistivebarrierperFlorida 20M Nominal 3-W'X I-W Metal C-eWds spaced a maximum of 16* O.C. Fasteners "I have a minimum edge distance of W Building Code Sidon 1404.2 HARDIEPLANY, CEMPLANI PREVAIL LAP SIDING W thick 5 ply APA rated 2) INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to James Hardie Bulding Produc:s, Im metal studs asdescribedin10901Elm, Avenue I!-. I Note1Fontana, CA 92337 20ga, 3-W X 1-W Metal Cratucl Phone: 909%356-6300 ME FWM NO VAG NO REV The wall and soffit frames are to be designed Fax 909-427-0634 A PNL41LK-S0FF by the Architect or Engineer of Record in I;;;; compliance with theFloiijdaBuildingCode. Gonzales Creator. E. GonzalesSCALEur = r4r Date: 4a4r&13 7OF12 0.751n Fl?-Pj N6M11WY_ LU ur+VUL avlD n P9/O J I ccL. v a vanes w O.C. FASTENED WITH SW LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAi'I JNG . NOMINAL S/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADRN—G PLANKS OVERLAP 1-V4' THE EXPOSURE IS s 8-114" THE PLANKS ARE FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 2-114' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4' UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) WALL 1 ALLL ENGT'H Stud Spacing at 16" O.C. cam_ i I i 318" Minimum SEE EMAU-CCEDESCAI•710N DETAILA HardieSoffitm & CemsoffM materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A J j and meeting the requirements of the Florida 1 Building Code. SO DIMENSION$ . 2"X 4" S-P-F Width Length Thickness Wood Studs 4' V 1/4 pASjG_!-P-1KE,S_SUREJ-13.tlA HardeSotfit, Installation Design Pressure Celt Wood Studs 70 psf ii i•! Nails at 4" OC. (typ.)r REVO p Distance •«r i Uetleo B CO& d/ AooePrmesNof3-0V/ 40- O BY. t j proa acaeaot offit'fastener, as ascribed in Note 1 HardieSotfit, Cemsoffrt Minimum 2" X 4" S-P-F Wood Studs The wall and soft frames are to be designed by tha Architect or Engineer of Record In compliance with the Florida Building Code. 9 •_- STATE OF F FLO RM L AD 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 HardieSolfit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of tKs N.OA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 13 The soffit fastener shall be a 2' long, 0.223" head diameter, 0.= shank diameter, corrosion resistant siding naik the fasteners shall be spaced at4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16' d C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIESOFFM CEKWFFIT PANEL INSTALLATION DETAIIS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A 1 I • PNL-PLK-SOFF Creator. E Gonzales Iscxe 12'= t-.o' I 0aW 4nar2o13 Isreer 9 OF 12 Mr 4.001n 4b,letleoma P&ODtrC[8b1 iSED swift Go& saooa plyiags•els elFtaai a `, Amequws 1te`Z • pAie l 31 .07 O r i vicaooa pm - n 'J7 Ptin*ACcsui By D oeP[o7laetCeofai L " FRA—m8c, NOMINAL 2" X C S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-12-16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION)- ' THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCtIITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE - CLADDING ' THE SOFFIT IS FASTENED WITH 2• LONG, 0.223- HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing* o`:/ v No. 121 4OOF 0 . FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 am Avenue Fontana, CA 92337. Phom 909%%56.6300 SIZE FSCKNO Ow3No Fax 909-427-0634 A PNL-PLK-SOFF Creator. E Gonzales Sc." 1" =1'-0• Date: 424=13 ISHEET 10 OF 12 1 ALL LENG' n i 1?RO_DU_CTYpESCRIP Qt Stud Spacing at 16" O.C. D SEE SEE HarmeSofftV & C-emsoffiS materials Q 1 1 1 are nonasbestos fiber -cement products I rl I it ° if WALL 1EIGHTi i r Ii i if a Nags at W O.C. (typ•) 3/8" Minimum Edge Distance tested in accordance with ASTM C1186 1 Grade It Type A and meeting the requirements of the Florida Building Code. 20ga, 3-W X 1-S/8" S_O_F_F_R_DJl! MIALQM I C swd Width Length Thickness Mefa4" 8' '/•" Harif*&ffit, DES_iGN i 1 R F RA?iNCt Cemsoffrt Irtstallation Design Pressure Metal Stud; 4rfi f s O.A GF— Q=N B—B PROD11JCrSEVLtiED P80Dt rr R£V5M *g 7ygB wrhb meFtotidra <C ate` C ft a,xe r aNt-ei °• 12y MEOF pm a, Ca,oeai' pa ac°"°ot =- Fd' 'ORI C N Ail insiakdon shall be done in conformance with this Notice of It cturer's instaMon recommendations, and the applicable sections of the Florida Building Code. fastener, as Metal studs where HardreSofft, Cemsoffit will be installed shall be designed by an Engineer or ribed in Note 1 ArGttitect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-6/8" X 1-5/8" Metal C-studs spaced HardieSoffit. CemsoffR a maximum of 16" O.C. Note 1] The soffit fastener shall be a minimum No. 13-18, 0315" head diameter X 1-1/4' long' ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metal • framing); the fasteners shag be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shag be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3W and a minimum clearance of 2" from comeus. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION I-- - N .4 LThe wag and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Ftorida. Building Code. 0 James Hardie Building Product. Inc. 10901 Elm Avenue Fontana, CA 92337 Phone. 909466-S300 scm Fsca No DM No RW Fax 909-427-OS34 A PNL-PLKSOFF 1 Creator. E.-Gonzales. so ve = v4r Date: 4/242013 1 SIM 11 OF 12 . Cladding Framing s.00ln. . MjeDt= REVtSW SED taaoa+sAam S • AOMPUMOND lot AN 14 A9•FLOR P'•C= y30FFSS10% NOMINAL 20 GAUGE 3Zf8" X 1-W STEEL STUDS 16" O.C. EDSTUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVrTy LOADFASTENEDWITH50WAFERHEADSCREWS (2 PER TOP NOT PART O THi`SAPANDBOTTOMCONNECTION) APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY T'HE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADD G HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-114 • LONG CORROSION RESISTANTRIBBED (BBUGLEHEADSCREWS (SCREW SHALL HAVE AT LEAST 3 James Hanle Building Pmducts, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE _ o STUDS Fontana, CA92337 Phone. 909.356.6300 SIM FSMA No om N0 aEv Fax 909-427-0634 A PNL-PLK-SOFT 1 Creator. E. Gonzales SCALE 1 • =1'-0" D8te:41242013 SHM 12 OF 12 4/28(2017 Florida Building Code Online i , "'j''. l-"+•I-'':N`3:C11W4>r . r r. =+ •' r _ 1 , , r 1 ''tI•!/ '(.. ("Y, I`AlM i. .: . 1_ . i• '' .. 'r - 1, t.t II ooy},y` 1a ••! •r!70 lr1d " • •0 • a ,• • t' ,. . : 't/t 4i3 1+:L4.,' 11..I: r: •`I.II.lil • • a • f % :'• '. i • • i ' .• '';., acts Home Log in User Regls&atlon f Hot Topics I submit surcharge Stats t1 Facts Publications FBC Stall acts site Map Links "search Fk}ri(h le ,dry Product Approvaldr • USeR: Public User Product Anornval Menu > goduQ or Aodlatlon Search > Analintlnn Llst > Application Oetall A.' Sj .'j:i.'.1'• F:A ': ram: ' •; 5r t0` jh:;l;. die" y. r::r:* I 8•.t:: t!tjig Iit r:A...: r•. t.t"!.'.' tie: ''1]i•, ' +':. li•, i•,«:.;t1'"4+=.i ie tle, "gry ' l t..t "et••,j• Via' 'i. FL * FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email S001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcollslnc.com Technical Representative Paul Frost Address/Phone/Email S001 West Knox Street Tampa, FL 33634, 813) 249-9742 PFrostoal uminumcol Isinc. com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration late 06/19/2020 Validated By Locke Bowden G Validation Checklist - Hardcopy Received Certificate of Independence FL1.2194 R3 COI ALC1S001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Referenced Standard and Year (of Standard) ' Standard Year AAMA 1402 L986 I Equivalence of Product Standards Certified By Sections from the Code https•J/www.floridabuilding.orgtpr/pr app dtl.aspxTparam=wGEVXOwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method i Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/16/201S Date Revised 04/05/2017 Summani,of Products . .. `.. _-.._; ram,-, ^, ._ _i-r._...__. ".,.. . -------- - - •• - •-- - — . . - . -,. FL Jf Model; Number or Name Description . •" ' 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL12194 R3 It ALC15001 Evaluation Reoort 2014 FBC 04 T4 SofFlts.odf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC1S001 Evaluation Report 2014 F8C 04 T4 Soffits.odf Created by Independent Third Party: Yes Contact Us:: 2601 Blair Stone Road, Tallahassee FL 32399 Phene: 850-487.1824 The State of Florida Is an AA/EEO employer. Coovdcht 2007-2013 State of Florida.:: Privacy Statement:: ArasAbInty Statement:: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a 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 questlons, please contact 850.407. L395. 'Pursuant to Section 4SS.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department rAth 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 apply e personal address, please provide the Department with an email address which can be made available to the publle. To determine If you are a licensee under Chapter 45S, F.S., please dick hero . Product Approval Accepts: WmiBILIJ ®® Credit Card Sate. httpsJ/www.floridabUlding.orglpr/pr app dtl.aspxlparam=wGEVXQwtOquk24AUC%2(EHMrNrkL4bysALEZSXMjsXSGEO%2f1CXzYpyw4e/a3 %3d 2!2 CREEK CertiflcaCe of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer. ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 8/3) 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 911& Reoort No. Standard Year Certlfled Testing Laboratories (TST1577) CTIA 1847W AAMA 1402 1986 CerUfled 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 FEIC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by'the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the -project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-Inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 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 CREEK ALUMINUM COILS, INC Soffits I, TECHNICAL SERVICES, LLC I I; PRODUCT DESCRIPTION k' i 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 16- Inch sections. The reported net free ventilation areas are 22.3 in? /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. le fill KM' la' C Y VFYfVFMf lL' SOLoyAN 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit in?, 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. 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 5u' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. aY rRiip'', p 27 No 74021 07:05:00 04'00' 0'.• STATE OF A,< O R % O P N` Zachary R. Priest, P.E. NA 0ss O gadnl ation No!ANE9641 21 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not.have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LJMITATIONS 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 Lo Ion Location b. 12° T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16* Q4 Soffit —16-inch o.c. Fastener Fastener Location 11 L on ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 84nch o.c. Fastener Lncatinn lr Fastener Fastener Location 11 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-ft Approved Systems for 12anch Overhang with F-Channel 12JApproved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang With F-Channel 16-14 Approved System for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 247 1 Approved Systems for 244nch Overhang with J-Channel Appendix A Approved Systems for 124nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Os Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) min. 3/84nch head dia. nail. One (1) min. 318 x 3/84nch One (1) min. 1 3144nch long x 12F-1 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch 0.x min072-inch die. . 3/16 240.0 24-inch o.c. O.C. inch head dia. trim nail spaced 364nch o c. Max Three (3) min. 3/4-inch x 1/flinch One (1) min 3/4-inch x 1/44nch One 0) min. 1 3/44nch long x 12F-2 16inch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.0724nch dia. x min. 1/4-inch 48 spaced 24-inch o.c. andand securing each panel lap dia. tripp nail spaced 48- 2 inch o.c. 12F-3 Max Masonry One (1)14 ga. 5/84nch long T nail yy One {1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x0.0724nch dia. x min. 1/44nch 46 16-inch spaced 84nch o.c. 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Y CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Attachment Panel.Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-Inch crown One (1) min. t/8 x 1/24nch One (1) min 3/44nch x One (1) min. 1 3/44nch long x 12J-1 M Wood staples in diamond long x 3/ space head diameter Wood 1/44nch crown staple inch dia. x min. inch 16tinch pattern spaced 24- screw spaced 1 Co inch spaced flinch o.c.. head dia. trip nail spaced 48- head spaced 64.264. inch o.c. connecting soffit to Jchannelnn Inch o.c. Approved. Systems for 16-inch-overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max Masonry One (1)14 ga.•5/84nch long T nail Wood 1-inch leg staples spaced max 0.072-inch diameter finishing nail with min. 3/16- 153.312-inch spaced max 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 124nch o.c. Three (3)18 ga.1/4-inch crown x 1- One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 Max- 12-inch Wood inch leg staples in diamond pattern Wood 1-Inch leg staples spaced max 4 inch o.c. and securing each finishing nail with min. 3/16- 153.3 spaced 16-inch o.c. panel lap inch head spaced 12-Inch o.c. max One-(1) 3/84nchhead dia. nail, min. One (1) min.3/8-inch x 3/84nch One (1) minia.inch long x 0.072 incch ddia. x min. 16F-3 16- inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inchO.C.3/ 16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 364nch o.c. Max. Three (3) min. 3/44nch x 1/4-inch One (1) min. 1 3144nch long 16F- 4 Wood crown staples diamond pattern Wed One ( 1) min 3/4-inch x 1/44nch x 0.0724nch dia. x min. 1/4- 27 164nch spaced 24inch o.c. crown staple spaced flinch o.c. inch head dia. trip nail 36.1 spaced 48 inch o.c. ALCIS001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psfl Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-Inch x 16F-5 Max. 16-inch Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- t43.3spaced8-inch o.c. inch.o.c. and securing each inch head spaced panel lap 16-inch o.c. Max. Three (3)18 ga.1/44nch crown x 1- One (1) 18 ga1/4-inch crown x One (1) min. 1.754nch x 0. 072-inch diameter 16F- 6 164nch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4 inch o.c. and securing each finishing nail with min. 3116- t43.3 spaced 164nch o.c. panel lap inch head spaced 16- inch o.c. Approved Systems.for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi Substrate J- Channel Attachment • Substrate Panel Attachment Fascia Cap Attachment Three ( 3) min. 3/44nch x 1/4-inch One (1). min. 1 344nch 16J- 1 1Max nchWood crown staples in diamond pattern Wood 1) min 3/4-inch x 1/44nch long x 0.072-inch dia. x 23.5 spaced 244nch o.c. crown staple spaced 8-inch o.c. min. 1/44nch head dia. trip 31.4 nail spaced 484nch o.c. ALC15001 FL12194-113 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKIM TECHNICAL SERVICES* LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 ga.t/4- anchored to 12-inch o.c. securing One (1)18 ga. 114- One (1) min. 1.754nch x Max inch crown x linch rafter with one each panel lap inch crown x 1-inch 0. 0724nch diameter 24F- 1 12- inch Wood leg staples in min. 2.25- Wood spaced 8- legstainchfinishing nail with min. 801-90 diamond pattern inch x 7d ring incOne ( 1) min. 1.754nch o. c. 31164nch head spaced spaced164nch o.c shank nail x 0.0724nch diameter 12-inch o.c. 244nch o.c finishing nail with min. 31164nch head spaced 44nch o.c. One ( 1)18 ga.1/4-Inch crown x 1-inch leg Nominal 1x2 staples spaced One ( 1) min.1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One ( 1) min. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1- inch 0. 072-inch diameter 601 24F- 2 124nch 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. 1.754nch inch o. c. 3116-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nap 244nch o.c. finishing nail with min. 3/16- inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One ga.1/4- One (1) min. 1.754nch x Max One 1 14 a. 518- g anchoredto each panel lap crown inch crownx1-inch 0.0724nch diameter 801 24F-312-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. 3/164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nap 244nch o.c. finishing nail with min. N16-inch head spaced 44nch o. c. ALC15001 FL12194- R3 5of7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/44nch Nominal 1x2 crown x 1-inch leg Not SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One. (1) min. 1.754nch x Max. inch crown x t4nch rafter with one each panel lap inch crown x 14nch 0.0724nch diameter 24F 16-inch Wood leg staples in 1) min. 2.25- One Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring 1) min. 1.754nch inch o.c. and securing 3/164nch head spaced spaced 16 inch ma shank nail x 0.0724rich diameter each panel lap 16-inch o.c. 24-inch o.c finishing nail with min. 3/164rich head spaced 44nch o.c. One (1)18 ga.1/4-Inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min.1.5- Not SYP 124rich o.c. securing One (1)18 ga. 1/4- One (1) min, 1.754nch x inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 24F-5 164nnch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 164nch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max One (1)14 ga. 5/8- anchored to each panel lap inch -crown x 1-inch 0.0724nch diameter 24F-6 16h 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 3/164nch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems.for•24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Pso Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal tx2 No.2 SYP scabbed between rakers with one (1) min. 2.2Sinrh x 7d One (1)18 ga.1/4 tr cnNominal1x2 shank nailring Gam x 1 inch leg No.2 SYP anchored to Three 3 18 gal/4-inch crown straight -nailed through the rafter Into the end staples spaced 12-Inch o.c. securingng One (1) t 8 ga. /.- One (1) min. 1.754nch 24J-1 Max rafter with one x lanoxh.leg of the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072dnch diameter finishing nail with min. t6012-inch 1) min. 2.25• inch x 7d ring staples in diamond patterns spaced 16- Po min. 2.2sinch x 7d g shank nags toe One (1) min. leg staples spaced 8-intdl o.C. y16-Inch head s paced shank nail inch O.c nailed on either side of x QOM noih diameterdiameter finishing naD with min. 12-inch O.C. 24-inch O.C. the batten at each balleNrafter 3116 bhch head spaced intersection. Max. 4-inch raker spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.2SInch x 7d 18 ga.11flinch One (1ga.1/ Nominal 1x2 ring shank nail crown x leg No.2 SYP anchored to Three (3) 18 ga.1/ 44nch crown straight-nalled through the rafter into the and staples spaced 12-inch o.c. serving One (1) 18 ga.'/r inch crownx1-inch One (1) min. 1.754nch 24J-2 Max rafter with one x 1-inch leg of the batten or two (2) each panel lap Wood leg staples spaced x 0. 0724nch diameter finishing nail with min. 353.3 16-Inch1min. 2.25- inch x 7d ring staples in diamond P patternspaced 16 min. 2. 2sinch x 7d ring shank harts roe One (1) min. 1.754nch 8 intah o.c. and securing each panel 3/16-inch head s Paced shank nail inch o.c. nailed on either sloe of x 0724nch diameter ng nail with min lap 16-inch o.c. 24 inch o.c. the batten at each c b XIhead spaced ion. Max intersection. 4-incho.c. rafter spacing Is 24•inch o. c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLA,noN Note - Refer to the APPRovEo SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. 2/61 head die. nail with min. 1): eng&g+mast(-'or wood substrate( or min. 0.0471 die. T-n%il or stub nail with min. 5!8- engagem_nt(Eor ccnerete or b1och aubutrat). cpaced as nctad Above. FASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II \-.F CHANFNEL IT OVERHANG WIDTH VARIES) 12F-3 Woc.i, concIate or HlocY wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 1.6" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-113 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail n„ , SOFFIT STAPLE OPEN 3/4• X 1/4- ; i DIAMOND PATTERN 0 AILCROWNSTAPLES USING A DIAMOND POOL" R PATTERN BOARD i FASCIA CAP 12F-2 3/4- X 1/4" CROWNJTRIMMLFACIA BOARD a' I" F.CWWNEL STAPLE ON CENTER 1-3/4- TRIM NAIL P CAN BE INSTALLED WITH THE PAINTED S.S. 48" FASCIA CAP NAILING FLANGE UP OR O.C. 3/4" X 1/4" DOWN CROWN STAPLE SOFFIT- max. 12-inch span WOOD SOFFIT SUBSTSATE - SOFFIT & FASCIA DETAIL ALCIS001 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. 12J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail 3/4" X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER SOFFIT STAPLE 5OIST:1FASCtA 1 DIAMOND PATTERN 1 DETAIL FACIA BOARD % CAP !l1111 3/4- X 1/4- CROWN STAPLE '8' ON CENTER 1-3/4- TRIM NAIL CHANNEL 1-3/4' TRIM NAIL] PAINTED S.S. acre -wed to -soffit PAINTED S.S. 48' ith on -ell) t18 x 1/2" x 3/8' bead O.C. diame.er screw, 16" o.c. SOFFR—max. 12-ineb span SOFFIT WOOD OR BLOCK SUBSTRATE FACIA BOARD FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail II' TRIM PAL fASCIA BOARD PAL41ED S.S. FASCIA CAP SOFFIT rx' CROWN STAPLE CPEp RAFTER FASCIA BOARD M Gf !jr 11Li 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCRA CAP, REFER P' CHANNEL TO SOFFIT t FASCIA DETAR. SOFFIT: MAX b' SPAN MASORRY SUBSTRATE I ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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- _ --- - -- -- 1. ,- : ---. - =s CREEKINIM TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail Min. 3/$" head dia. nail w:th min. lea siganemsnt(for wood substrate) or min. 0.097" dia. T-nail or slur rail with min. 5/3" engagement(for concrete or block substrate), spaced as noted above. FASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. t;l FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Lj n % SOFFIT STAPLE OPEN 3/4• x 1/4' DIAMOND PATTERN DETAILCROWNSTAPLES USING A DIAMOND r, iPATTERNFACIABOARD ` i FASCIA CAP 16F-4 3/4' X 1/4' CROWN FACIA BOARD 1-3/4' TRIM NAILWSTAPLEONCEMER 4' TRIM NAIL PAINTED S.S. f CANGBE PAINTED S.S. 48' FASCIA CAP INSTALLEDWITHTHEO.C. NAIUNG FLANGE UP OR 3/4- X 1 /4' DOWN CROWN STAPLE SOFFR_ max. 16-:nch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALCIS001 FL12194-113 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t 1' TRIM NAIL FASCIA BOARD PUNTED SS. FASCIA CAP SOFFIT r-i- CROMN STAPLE OPEN RAFTER FASCIA BOARD rjj' CROWN STAPLES SOFFIT &FASCIA USNG A OIAMORD 16F-2 & PATTERN; REFER TO DETAIL SOFFIT STAPLE 16F-6 OMOND PATTERN DETAIL OS OIT REFER T TOSOFFIT t FASCIA f CHAKRELOCTAL 9- 3 Soffit; MAX, It' SPAY 1ro SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALClSO01 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 No. I Installation Detail 3/4- X 1/4' CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM' NAII PAINTED S.S. 46' O.C. SOFFIT -max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B n„erfutt" ` SOFFIT STAPLE DIAMOND DETAILw PATTERN FACIA BOARD ' jrrmm i FASCIA CAP 3/4' X 1/4- CROWN S' 1-3/4' TRIM NAILRI FACIA BOARD STAPLE ON CENTER PLANTED S. FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALClS001 F1.12194-113 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repon 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 1J' TM MAR FASCIA BOARD PAINTED C- 1'a;- [ROMN FASCIA CAP STAPLES USING A BIAMONO SDfflT PATTER* REFER TO Y." GROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL t ' TTO21 MAR FASCIA BOARD PAINTED SS SOFFIT b FASCIA DETAIL 24F-1 & 24174 fef' CROWN STAPLE FASCIA CAP; REFER / \ TO SOFFIT B FASCIA / \ DETAIL 9_ i Mft 1AhF-[NANNA Batka Aadmred to SOFFIT: MAX 24' rs e 7 L 3/8j Ratan e* A tRhgSIANa0al a+ery Rafter / WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I Irm NAL FASCIA 804M PAINTED SS. 14- SMOOTH SNA TC t FASCIA CAP ROOF NALS SOFFIT 1'a!' CROWN STAPLE i I ' TRw MAIL FASCIA OOARO PANTED SS SOFFIT & FASUA 24F-2 & DETAIL 24F-5 r.t CROWN STAPLE FASCIA CAP: REFER TO SOFFIT f FASCIA PETAL balleo Ando to SOFFIT. MA]L n' F-CIIAtNEL Raven rite or* Id Rbo Maak HAD at eery Ratter WOOsuesrRArE ALC1SO01 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Y MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail le TRIM NAL FASCIA BOARD PAINTED SS i A T-HAtLS I FASW CAP soFFrt 1-4, CROWN STAPLE t J' TR Y WAD. FASCIA BOARD PAINTED S.S. SOFFIT &FASCIA ' 24F-3 & DETAIL 24F-6 rut CROWN STAPLE FASCIA CA i REFER TO SOF:0 A FASCIA OETAII n*mh l rig' SYP F•CKANAL Batten Amhora0 to SOFFIT: MAX. 2L' Ulm vflh ono Id Riaq Shank Mal al eery Rafter MASOIRY ALC1S001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I i- TRDI NAR,—FASCIA BOARD AaTEo ss. r>a• cRo STAPLES, FASCIA (AP USM A DIAMOND SOFFTT— jPATTERN; REFER TO CANTILEVERED r,} CROWN STARE SOFFIT STAPLE RAFTERDIAMONDPATTERN OCTAL JI FASCIA BOARD SOFFIT >4 FASCIA T i TOM NA4 PAaTED ss. DETAIL 24J-1 & ao ryt ceowu sTAPuI 24J-2 FASCIA CAP: REFER TO SOFFIT t FASCIA M1T710 Y 1 Da0en4 OFTAR If uamea MUm m?.,= ana SOFFIT: MAX. TA" I 3I cMAroa l eeoaee a (1) Ted IiSO4enankroDsLIDgta.ltatlW I Urougb the tatter Uro Un end WOOD SUBSTRATE o1 the batkn at two (2) Td nng Run na6a tae-AaRed 41 dhes awe of Ute Danes at tro Wcltutmtte mtenecUon SOFFIT STAPLE DIAMOND PATTERN ALC1S001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not eVress nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 604 4. All calculations are based on an effective wind area of 10-f12 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„ t is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 34 ALC15001 FL12194-113 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 B Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120' 13U . 140 1.50 160 170• 180 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35:3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 1 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 5050 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 1 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 1 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 1 29.5 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of arty product changes or quality assurance changes throughout the duration for which this report 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 C Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 602 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 1 32.2 36.1 40.2 44.5 50 16.8 1 19.7 1 22.9 1 26.3 29.9 33.7 37.8 1 42.1 46.7 60 17.4 1 20.5 1 23.7 1 27.2 31.0 35.0 39.2 1 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 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. CREEK6001111111111 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building, Zone' Mean Roof ft Basic Wind Speed mph) 126 130 140 • 50 170 180 1.90Type200Height Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 T7.5 40 29A 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 1 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 1 20.2 1 23.7 1 27.5 1 31.6 35.9 40.5 1 45.4 1 50.6 56.1 ALCIS001 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 318" F-Channel 318" J-Channel 3/4" 1/r HEM 7 3/4' ISOMETRIC VIEW wr PROFLE MrIETRIC VIEW 3/C PR I LE ALUMINUM COILS, INC Soffits Appendix D ALCIS001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 7/8" 1 1/8" HEM T 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC IV 04 Soffit is' BLANk 3 / 8 PROnLE 2.625 REF. 50 71P. 25 7YP. ;] - 0,125 TP. Dj0DDDD DDDDD DDDDDD DDDDD DDDDDD D0000 reu , uro omau r v rt I.Ot/JERS DPItfD n SNAE DatECIION M Po9Si ALUMINUM COILS, INC Soffits Appendix D ALCI5001 FL12194- 113 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8' 7/8" 1 31/8' 7/8" S/16" I t 1/2- 1/2" 1/2" 3/4' —% 3/8' 13.75" BLANK 3/8" PROFILE 2.625 RM 50 11P. 0.125 TVP. I I ALUMINUM COILS, INC Soffits Appendix D DIDDDDD DODDO O D D D O D ODDOD 0 DDDDO DDOOD Mnor amen+ a mwM r n < y n aOMM FQMW Or &WE OG CM AS NO) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use In the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant Installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required' by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds 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 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3106 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-Inch thick, 3106 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 In /lin.ft for the 'full vent' configuration and 11.1 In2/lin.ft and fot the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided In 12- Inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5'h Edidon (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttNu R. p '' , 2015.08.27GP9iF. No 74021 . 07:05:00 5) STATE OF : W 04'00' Zachary R. Priest, P.E. S's •' • • • 1 ` Florida Registration No. 74021 E`' Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest In. any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALCI6001 F02194-113 Page 3 of 3 This evaluation report Is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2: Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-incho.c. Fastener Fastener Location Location b. 12" T4 Soffit — 44nch o.c. Fastener Fastener Fastener Fastener Location Location Lotion Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location 11 1 ALCIS001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" 04 Soffit— 8-inch o.c. Fastener Lnralinn 11- Fastener Fastener Location IXl ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Ap Systems for 124nch Overhang with F-Channel 121 Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 6 Approved Systems for 164nch Overhang with J-Channel 24 roved Systems for 244nch Overhang with F-Channel 24 Approved Systems for 244nch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) min. 3/84nch head dia. nail, One (1) min. 318 x 3/84nch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 164nch 072-inch dia. x min. 3116- 0. inch head dla. trim nail t40'0 24-inch o.c. o c spaced 364nch o.c. Mom' Three (3) min. 314-inch x 1/4-Inch One (1) min 3144ndh x 1/44nch One (1) min. 1 3/44nch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.0724nch dia. x min. 1/4-inch 48 spaced 24-inch o.c. and securing each panel lap dhead a. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1) 14 ga. 5/B inch long T nail Wood One (1) min 3/4-Inch x 1/44nch crown staple spaced flinch o.c. One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/44nch 48 164nch spaced 8-inch o.c. end securing each panel lap head dia. trip nail spaced 48. 64.2 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 attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- Inch x 1/44nch crown One (1) min. #8 x 1/2-inch One (1) min 314-inch x One (1) min. 1 3144nch long x 12J-1 Max. Wood staples In diamond long x 3/spiced head diameter Wood 1/4-inch crown staple inch dia. x min. inch 4. 16 inch pattern spaced 24- screw spaced 16anch o.c. spaced 8-inch o.c.. head head dia. trip nail spaced 48spaced 64.2 inch o.c. connecting soffit to Jchannel inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced max 0.072-Inch diameter finishing nail with min. 3/16- 253.312inchspacedmax. 84nch o.c. 44nch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3)18 ga.1/4-inch crown x 1- One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072=inch diameter 16F-2 M 12-inch• Wood inch le 9 staples in diamond pattern wood 1 inch leg staples spaced max 4-inch o.c. and securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 12-Inch o.c. Max One (1) 3/84nchhead dia. nail. min. One (1) min 3/84nch x 3/8-inch One (1) min. 1 3144nch long x 0072 inch diax min 16F-3 Winch Wood 1.25 h embedment spaced 24- incWood crown staple spaced 16-inch ail 3/164nch head dia. trim n t25. 6 inch o.c. O.C. spaced 364nch o.c. Max. Three (3) min. 3/4 inch x 1/4-inch One (1) min 314-inch x 1/44nch One ( 1) min. 1 3/4anch long x 0.0724nch dia. x min. 1./4- 27 16F-4 164nch Wood crown staples in diamond pattern G Spaced24-inch o Wood crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194413 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 343.3164nchspaced8-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. 1144nch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4 inch o.c. and securing each finishing nall with min. 3/16- 243.3 spaced 164nch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall -Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max Wood Three (3) min. 3/4-inch x 1/44nch crown staples in diamond pattern Wood One (1) min 3/4-inch x 1144nch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 164nch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4•inch head dia. trip 31.4 nail spaced 484nch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 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. dCREEKTECHNICALSERVICES. LLC ALUMINUM COILS, INC soffits Appendix A A,pproved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F-1 124nch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- spaced finishing nail with min. 80/-90 diamond pattern Inch x ring One (1) min. 1.75anch inch 31164nch head spaced spaced 164nch o.c shank shank nailkailo.c x 0.0724nch diameter 12inch o.c. n finishing nail with min. 31164nch head spaced 4-inch o.c. One (1)18 ga.1/4-Inch crown k 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4-0.0724nch One (1) min.1.75-inch x Max inch x 11 ga. anchored to each panel lap Inch crown x 14nch diameter 80l24F-2 124nch Wood smooth shank rafter with one Wood tag staples spaced 8• finishing nail with min. 78.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 3/164nch head spaced 164nch o.c. inch ring shank x 0.0724nch diameter 124nch o.c. nail 244nch o.c. finishing nail with min. 31164nch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754r ch x Max. One 1 14 a. 5/8- g anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80/ 24F-3 124nch Masonry Inch long T nail rafter with one Wood leg staples spaced finishing nail with min. 76.6 spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 3/ 164nch head spaced inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK im TECHNICAL SERv10ES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width. psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/44nch Nominal 1x2 crown x 1-Inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to4nch 124nch o.c, securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 1 rafter with one each panel lap inch crown x 14nch 0.0724nch diameter 24F-4 164nch Wood leg staples in 1) min. 2.25- Woodleg staples spaced 8- finishing nail with min. 80/-60 diamond pattern Inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter each panel lap 164nch o.c. 24-inch O.C. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 gaA14-inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min.1.5- No.2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 24F-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and searing 3/164nch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter each panel lap 164nch o.c. nail 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced Not SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.0724neh diameter 24F-6 16cinch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch Inch o.c. and securing 3/164nch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24-Inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALClSO01 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. r- _,_-------- - - - ----=--T---- -- - s. -_ , z-- ,-,--.-.-,.---_—.-_...,.. -- -- --•,s'-----s.--a:--- ,--,.,--.,- --tea 50 CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 Not SYP scabbed between rafters with one (1) min. 2.254nch x 7d One (1)18 go.1144nchNominal1x2 ring shank nail crown x finch leg No.2 SYP anchored to Three (3)18 ga.1/4 inch crown straight -nailed through the rafter Into the ens staples spaced 124nch o.c. sea ring One (1)18 ga. / One (1) min. 1.754nch 24J-1 Max rafter with one x 1-inch le g or the batten or two (2) each Panel lap Wood inch crown x 1-inch fi 0.072 Indt diameter finishing nail with min. 6012-inch 1) min. 2.25• staples in diamond min. 225-inch x 7d One (1) min. 1.75•inch leg staples spaced 3/164nch headsspaced inch x 7d ring pattern spaced 16- ring shank reds to x 0.072 neh diameter 8anch o.c. 12 -inchShanknailincho.c. on either side of finishing nail with min. o.0 . 24dnch o.c. the batten at eadt batterdrafter 311rrinch head spaced intersection. Max. flinch o.c. rafter spacing Is 244ndt mc. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 225•inch x 7d One (1)18 ga.1/44nchNominal1x2 ring shank nail crown x 14nrh leg No.2 SYP anchored to Three 3 18 ga.1/4-inch crown stra' ht-nailed through the rafter into the end staples spaced 124neh o.c. securing One 1 18 a. %.- 9inchcrownx14nch One (1) min. 1.75anch 24J-2 Max rafter with one x 1 inch leg of the batten or two (2) each panel lap Wood leg staples spaced x 0.072-inch diameter finishing nail with min. 53.316-inch 1) min. 2.25- staples in diamond min, 225-inch x 7d One (t) min.1.75Inch1) 84nch o.c. and T164nch Beads acedpinchx7dringpatternspaced16- ring shank nails too- nailed on either side of x inch diameter securing each panel 16-Inch O.C. shank nail inch o.c. the batten at each finishing nag with min. lap 244nch o.c. batten/rafter y16 inch head spaced intersection. Max q bch o. c. rafter spacing is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKImTECHNICALSERVICES, LLC ALUMINUM COILS, INC soffits Appendix B INSTALLATION Note - Refer to the APPROVED Sy/s7EMs section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. V$* head dia. nail with min. law en3a9emant(tor woad substrate) or Mn. 9.057• dxa. T-n+11 or stub nail wi :h mir.. 5/3' engagement('or eonorete or hlt_k :ubzotrata). spaesc an noted ebo•: e . ASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II \--F" CHANNEL \— SOFFIT OVERHANG WIDTH VARIES) 12F-3 wo:d, cone—'- or SIL,-k M FASCIA LIP 1 /4» STAPLE SOFFIT TO ASCIA BOARD #T50 8» X 3/8" STAPLE 16» O.C. L-PAINTED S.S. 1 3/4» TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. JCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail SOFFIT STAPLEOPENS`ti DIAMOND PATTERN 3/4• x 1/4' ;jCROWNSTAPLES `L_DETAIL USING A DIAMOND PATTERN FACIA BOARD FASCIA CAP 12F-2 1 FACIA BOARD3/4- X 1/4- CROWNJS.S. 8' STAPLE ON CENTER 1-3/4- TRIM NAIL PINSTALLEDWITHTHE PAINTED SS. 4H' NAILING CAP F' CNANNEL CAN 8E FLANGE UP ORO.C. FASCIA x 1/4ROWNDOWNRSTAPLE SOFFIT- mazt• 12-inch spar. FTTSOF SUBSTRATE SOFFIT & FASCIA DETAIL ALCIS001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail OPEN RAFTER I } nM ; SOFFIT STAPLE sT DIAMOND DETAIL PATTERN Faces BOARD ` n' 3/4" X 1/4- CROWN STAPLE -24- jOFMF ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4" X 1/4- CROWNFACIA STAPLE "B" ON CENTER 1J—CHANNEL BOARD 1-3/4" TRIM NAIL Pscrewedtosoffit with oae!1i 8a s PAINTED S.S. 48' FASCIA CAP 1!2" a 3/8' bead O.C. diameterscrew, 3/4" X 1/4" 16" o.c. CROWN STAPLE SOFFR—max. 23-ineh spanS WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15D01 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I t- 1MM UAL / FASCIA BOARD PANTED SS FASCIA CAP I soTTrr na' CROWN STAPLE OPEN RAFTER FASCIA BOARD i SA i!B' i Di 16F-1 SOFFIT b FASCIA 16F-5 DETAIL FASCIA CAPt REFER 10 SWO t FASCIA DETAIL P CHANNEL SOFFIT. MAX n' SPAN MASONRY SUBSTRATE ALCl SO01 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2". The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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 1 16F-3 Min. 3/S• head dia. nail with min. 11a srgagemeW for wx3 substrate) or sin. 0.09?" dia. T-nail or stub rail with min. S%S" sncagement(for concrete or !,lock substrate). spaced as rcted above. ASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL Wood, Concrote or Block Wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC soffits Appendix B ALCl SO01 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. GREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n ; SOFFIT STAPLE OPT RAFTER 3/4' x 1/4• ; DIAMOND PATTERN DETAILLCROWNSTAPLES ' ; USING A DIAMOND tuna i PATTERN FACIA BOARD i FASCIA CAP 16F4 3/4- X 1/4- CROWN FACIA BOARD 8' TRIM NAILr_'F' STAPLE ON CENTER PAINTED1-3/4' TRIM NAIL] PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NNUNG FLANGE UP OR 3/4' X 1/4' 001YN CROWN STAPLECROWN S0_ max. 16-inch spar SU O85TRATE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-113 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t TRIM NAIL fASGA BOARD PAINTED S. FASCIA CAP i SOFFIT iR CROWN STAPLE OPEN RAPIER FASCIA BOARD I-)}- C STAPLES SOFFIT & FASCIA USPIC A DIAMOND PATTERN: REFER TO DETAIL 16F-2 8 SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP: REFER TO t FASCIA F CNAhNEI DETAIL 8SOFFIT I SOFFIT; MAX. 16' SPAN V SUBSTRATE \ SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER Lj n,W- ; SOFFIT STAPLE OIer f ' DIAMOND PATTERN1 I DETAIL FACIA BOARD h, yr KrVMjSTAKU 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 STAPLE 3/4- X 1/4- CROWNtFACIA B- ON CENTER- CNANNEL BOARD 1-3/4- TRIM NAILJ JTRIMNMILPPAINTEDS.S. 48- ASCIA CAPO.C. 3/4- X 1/4- CROWN STAPLE SOFFIT -max. 16-inch span S WOOD OR BLOCK SOFFIT & FASCIA suasTRATE DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t f' TRIM NAIL FASCIA BOARD PAINTED SS STAPLES fASEu CAP OSN'u A DIAMOND SOFFIT PATTERN: REFER ro rk- CROWN STAPLE SOFFIT STAPLE OIAIWID PATTERN DETAIL T i- TRIN NAIL FASCIA BOARD PAINTED S.S. SOFFIT L FASCIA 24F-1 & I DETAIL 24F-4 r.f- CBOWu STAPLE FASCIA CAP: REM / \ TO SOFFIT A FASCIA / \ DETAIL rsi SYP - 3 BiBa"o AnoweO to SOFFIT: MAX 14' 11F•CNANM0. Rattara vitA me W R4 SIo k Mao at WOOD SUBSIRAiE every Rarter \ 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 ServicesLLC of any product tchanges or quality assurance changes throughout the duration for which this report is valld. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a':-:: CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail 11' Ten OAR. FASW BOARD PAINTED SS t SMOOTH SMA X FASCIA CAP ROOF MAILS SOFFIT iImr r4- CROWN STAPLE t t TRIM NAA FASCIA BOARD PANTED SS SOFFIT & FASCIA 24F-2 & DETAIL 24F-5' r.t CROWN STAPLE FASCIA CAP; REFER TO SOFM I FASELA DETA0. Now" rAr S:'P Batten Anchored to SOFFIT: MAX 246' F-CMAWCL Ra/lees vab am Id Roo Shank Mai at esery Rana WOOD SUBSTRATE I ALC1S001 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }- TRIM NAL FASCIA BOARD PAINTED S.S. I"A ll" T-NAILS I I FASCIA CAP SOFFIT r4- CROWN STAPLE 1 1 }• TRIM NAIL PAW110 SS. FASCIA BOARD SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 1'4' CROWN STAPLE FASCIA UP; Refill TO SOFFIT A FASCIA I OETAL JIM" 1'd' SYP F-CNAIIXEL Batten Aruhored to SOFFIT; MAX 70 Rafters with we Id I Riog Shack MA at every Rafter MASONRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I P TRIM NAIL 1 FASCIA BOARD PAINTED S.S. I's Sl PLESAPLIS FASCIA CAP USBIG A OMMONO SOFFIT PARERN: REFER TO UN7ILEVERE0 r,4- CROWN STAPLE SOFHT STAPLE RAFTERDIAMONDPATIng OETAL FASCIA BOARD SOFFIT ,& FASCIA I } TRIN MAL PANIITED ss DETAIL 24J-1 & 1-4' CROWN STAPLE 24J-2 FASCIA CAP. REFEA TO WFIT A FASCIA DETAIN tumnna` ,-. r 5`: P ua0em 9 scum bCAeen faun and SOFFIT. nAx. 24' r 3/8 1-CHANT 7. Cum TO mi st a; -nsmutrads1 I IW Irro ThewwSnt!u nttter K.a tner earo W000 SUBSTRATE of %M bat}an aura (Z) 70 tlo0 srw*. neds t=4 aftc en tiftW aka of the --rwn n Nu DSiWYABlt Mtg0t0an SOFFIT. STAPLE DIAMOND PATTERN ALC15OO1 FL12194-R3 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, 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% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind,Pressures for Soffits in Exposure B Building Type Zone Mean Roof Hei ht (ft Basic Wind Speed mph) 120 130 140 150 160 170 180 . 190 200 Enclosed 4 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 1 121 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALCIS001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Im CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind' Pressures for S61fits in Exposure C Building Type Zone Mean Roof Height ft Basic Wind Speed Mph) 120 130 140 150 • 160 • 170 1:80, 190 200 , Enclosed Negative 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 1 -65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5• 59.7 67.4 75.5 84.2 93.2 Enclosed Positive 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 1 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Loads) 5 20 13.9 1 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 1 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 1 23.7 1 27.2 1 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-113 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacbrrer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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 SERWcEs, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean Roof Hei ht ft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 Enclosed Negative 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 4.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed Positive 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 1 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 1 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 1 30.6 34.8 1 39.3 44.1 49.1 54.4 60 20.2 1 23.7 27.5 1 31.6 35.9 40.5 45.4 1 50.6 56.1 ALC15001 F1.12194413 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 318" F-Channel 3/8" 3/8" J-Channel 3/8' ISOMETRIC VIEW 3/tr PROFILE Momme VIEW 9/E- PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4"' r 1/8" HEM E 1/4" 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 61ThisevaluationreportisprovidedforStateofFloridaproductapprovalunderRule C320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit M 125 fl?. 18' BLANK 3 / 8 PROFILE 2.625 REF. 50 M D DDDDO ooDo DDDDDD DDDDD DDDDOD DOODD uer ,QLNrR PATTERN (F,R, SQ n 101NERS r0ANE0 M S" MAECEAN AS COBS, ALUMINUM COILS, INC Soffits Appendix D ALCIS001 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. t:y CREEK TECHNICAL SERVICES, LLC IT' T4 Soffit 3 1/8" 7/8" 1 3 1/8" 7/8" 3 1/8" 5/16" 1/1" 3/8' 13.75" BLANK 3/8" PROFILE 2625 RV. SD TP. 25 TIP. ALUMINUM COILS, INC Soffits Appendix D DIDDDD0 DDDDD DDDDDD DDDDD 0 DDDDDD DDDDD wmr Irnlyew PISTIM M11I SCMn 02*= IVN= a so&% m:twrm AS ales) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4/2812017 Florida Building Code Online 7 1711N, I5,1 21b uaATM;- irrl%*& il ha 11 - . . .1 4 acts Home Login User Registration Hot Topls Submit Surcharge Stats A Facts Publications FOC SON I SCIS Site Map Links j Search b Fbi-di SOLI Product Approval n USER: ate Userat: j, omi K P=uct Apprnyal Menu > ProttuR or Aoolitatlen Search 6gQUQgfitLj= > Application Detail R_ * FL5444-RIO ro Application Type Revision Code Version 2014 Application Status Approved Comments Archived Oroduct Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19355 Y 610)65I-5847 mark.d.harnerosaint-gobaln.com A "t A: Authorized Signature Mark Harper mark.d.harner@salnt-gobaln.com Technical Representative Mark D. Harrier Address/Phone/Email IS Moores Road Malvern, PA 19355 610) 65I-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 1. A Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nlemlnen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Cohtract Expiration Date 03/09/2020 x,- Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL5444 R10 C01 2016 01 COI Niemlnen.t)df Referenced Standard and Year (of Standard) Standard ASTM D3161, Class F 2009 ASTM D3462 2009 4". ASTM D7158, Class H 2008 Equivalence of Product Standards Certified By T Sections from the Code hUpsJANww.floridabuilding.org/pr/Pr app_jdU.aspx?param=wGEVXQwtDqtahlgO7CSsoyeOrl28CcpCJinUeXwTibKvlUzOW4hLBw*/*3d*/3d U2 4128/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 SurrlmatyotPioducts ' - " - -- - _._. __ FL # Model, Number or Name i Description 5444.1 CertalnTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Umits of Use Installation Instructions Approved for use in HVH2: No Approved for use outside HVH2: Yes FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalr Shingle FL5444-R10.odf Impact Resistant: N/A Verified By: Robert Nleminen, PE PE-S9166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Umlts of Use Evaluation Reports FLS444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10.Ddf Created by Independent Third Party: Yes M M Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/Ii0 employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accesslbllly Statement :: Refund Statement Udder 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 8S0.487.139S. -Pursuant to Section 4S5.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick ftUL. Product Approval Accepts: wRc ® W Credit Card Safe https:lAvww.floridabuiiding.orglprlpr app d0.aspx?param=wGEVXQwIDgtahlgO?CSsoycOrl28CcpCJInUeXw7ibKvlUzOW4hL8w%3dg/gad 212 r^ • M ti TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 ERD 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FLS444-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 Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be In accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC iS07.2.7.1 / R90S.2.6.1 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: s"'; ': . - The facsimile seal appearing wasRobertl.M.Nieminen,P.E. a FR-''c;y ; F- P.E. en12/M/2016Thisdoesnotauthorizednve.•npect mnlc,a signed Florida Registration No. 59166, Florida DCA ANE1983 , %.so^i V' .,1. 9 r ON?L document. Signed, sealed hardcoples have been transmitted to the Product Approval Adminhtmtcr and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityJERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. TrinitVJ 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 TrinityIERD nor Robert Nleminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY JERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertalnTeed Corporation, have demonstrated compliance with the following sections of the S`h Edition (2014) Florida Building Code and S`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. 2. STANDARDS: Section PropertV Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1S07.2.7.1, 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 03161 94NK9632 OS/15/1998 UL (TST 1740) ASTM D3161 99NK26S06 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 03NK29947 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 OS/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22900 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 LOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D71S8 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, 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 UL LLC ( TST 9628) ASTM 03161 & D3462 4786S70826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC ( TST 9628) ASTM 03161 & 03462 4787195678 02/09/2016 UL LLC ( TST 9628) ASTM 03161, D3462 & D71S8 4787380356 10/26/2016 UL LLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC ( TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 962S) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3S32.09.0W111 CerNJkore of Authorfiodan # 9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/ 08/2016 Page 2 of 12 Y- .) RINITYIERD 4. PRODUCT DESCRIPTION: 4.1 CT2011, XT," 2S, XT"" 30 and XT"" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle°, Grand Manor Shangle°, Landmark"', Landmark," IR, Landmark'"' Pro, Landmark' Premium, Landmark' TL, Landmark"" Solarls and Landmark," Solarls IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate,"' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake', Presidential Shake' IR, Presidential Shake TL"" and Presidential Solarls", are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras,", Highland Slate"" and Highland Slate," IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot", is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge"", Shadow Ridge"", Cedar Crest", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: 5.1 This Is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVH2 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified In accordance with FOC Tables 1S07.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, indicating the shingles are acceptable for us in all wind zones up to V„d = 150 mph (Vuk = 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 Vard =ISO mph (Vast =194 mph). S.4.3 Classification by ASTM 07158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RA for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solarls,") exceeds the calculated uplift force (FT) at a maximum design wind speed of V,rd = 150 mph (Vast = 194 mph) for residential buildings located In Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.oS-Rii Certtlkate alAuthortradon a9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 3 of 12 TRINITY I ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC iS07.2 / R90S.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1S07.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published Instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1SO7.2.6 or R90S.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20r", XT'" 25, XTTM 30, X-r" 30IR: ENOUSH 12" 12" 17' Use four nails and sir spots of asphalt tooling cement* for every fall305mn) (305 mn) (305 mm) shingle (Figure 11-4). Asphalt roofing cement meeting ASTM D4586 i l+ 1" (25 mm) — Sealant 1"(25mm) Type D Is suggested. 5 SIC (145 mm) 1 — 5f/?"Pd T--- — — — — — — — METRIC t — 13rla" Roolln0 Cement 1" (25 mm) Se lant 1" (25 nm) Apply 1"(25 ron) spots of asphalt rooting cement under each tab corner. 6 IN, Figure 11-4. Umfournadsandsis tpalrgfaspbdl conmf on sleep slopes F *CALITION: Excesslie use of rooling cement can cause shingles to blister. Awg 11.3: Usefournadsibrexeryfrdl sbingle 6.4.1 Hip & Ridee for CT201. XTI 25. XT'" 30, XTr" 30 IR: Cut Shingles 25 mm I I I 2" (50 mn)-RomOYey_ — rj t 7IFS42apf, 1t7 5.._ t2"(3d5mn) 9— i12"Ra l305'mm) `as lie figure I!•24'.prl labs. Am hina back to make asp angles \145 poi N a*ls6 d1» mulow sboum). l5 i2 Flgrue 11.25:1nddlallan gfean ps along its hips and rMSw. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1114" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-R11 Certifteate of Authorhadan M03 FBC NON-HVH2 EVALUATION FLS444-R30 Revision 11:12/08/2016 Page 4 of 12 6.5 6.5.1 C TRINITY ERD I ARCADIA-: I LOW AND STANDARD SLOPE STEEP SLOPE Use SLC naiLti for ererr full ,Shingle InciaLxi z, Aomi hclnn: Use six nalls and FoUlt spots of asphalt inoling cement for every full shingle as shown hdow, apply :uphull roofing cement 1"(25 hind from edge of shingle Asphalt roofing coment meeting,VS111 D 4386 TtTe II is stoggestLd. i'(25MM) rlBmml— Nit LIN NA M — i•QSIA11) t'1?Smeq-- -- Figure 9: Use sir nails for e m fill sbingla. ;, ;, L ;, Figwr l. Ava sir halls rnul frnrr s1wits Waspbull ro0j;)q Cement on sleep slopes. Hip & Ridge for Arcadia': Cedar Crest'', Cedar Crest' IR Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1-Inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from Its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic• NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, U.C. Cernjltete of Authorkanan M03 FBC NON-HVHZ EVALUATION Hand -sealing adhesive 114" 4" 1" Dab of asphalt cement between 1„ shingle layers Evaluation Report 3S32.09.0S-R11 FL5444-R30 Revision 11:12/08/2016 Page 5 of 12 6.6 TRINITY I ERD BELMONT"": Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement— for every full located as shown below. Belmont shingle. Apply asphalt roofing i cement t" (25mm) from edge of shingle. i L See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. o Adf iiaal,ails d ievirt3 t—1-1'(.^eaa3 7 --- ' -'E * s stle l , i t V (25r) _ ..._..._ sOai aa> m 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 17.1& Sbanrrle" Ridge. Fasten the left side' FIRST Remove tape from'the right side and fasten SE COND RIGHT Pignre 17-19:1nslallatlon of TbangloO Ridge shingles on hips and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastice NP1114" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements. a spa' InomaJ 0 Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-Rll CerWeateolAuthorhadon 119S03 FSC NON-HVH2 EVALUATION FL5444-RlO a Revision 11:12/08/2016 Page 6 of 12 6.7 I CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE®: LOW AND STANDARD SLOPE Use, five nails for every• full Amnoe. I— SAr' Lamm) EIL. Rgure 17•-t: useJLr nallsfor (vary fill G'rrr)1dNmrorSbaugde. CdMage ! torso Sbuugle. or fouteuuial SfrrM TRINITY JERD STEEP $ LOPE Use seven nails and three spots of asphalt roofing cement for every fill Grand Slanor .13%moe. Ust• lice nails and three spots of asphah roofing cemem for every full Carriage House Shangle and G ntennial Slate. Apply 2*11211 roofing (t inct 1 V (2i mot) from edge of shingle F/ gam 17•5). Asphalt nlofiag cement metting ASr\I (RS$61pe 11 Is suggested. w1110, 0000ON ry6 aim-}•\ 251mm) T ligum. / 7 5. Wbru toulydlbrg Grid ,lluaorMangrrs as simp Arapes. use soon rudlsmad ibrre spots ofospbidt rooJing reatem. 6. 7.1 Hip & Ridge for Carriage House Shanele* and Grand Manor Shanele: Refer to instructions herein for Shangle• Ridge hip and ridge shingles 6. 8 LANDMARK'", LANDMARKT" IR, LANDMARK'" PRO, LAN DMAkK'""•PREMIUM, LANDMARK'"" TL, LANDMARK'"' SOLARIS, LANDMARK'm SOLARIS IR, NORTHG.ATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 17• I4314" 12" 1--( 305 mm --(315 mm)—---(305 mm)— r.- eva::iu.eas co• roar•+r.;swr+w:. e.w;.runxrra 1•. ( 25 mail flelta> Tape 1" (25 mm)-I •' i Ite-' Nailabltl {- No Exterior Research and Design, I.I.C. CertiJleate of Authorhadon 09S03 LANDMARK TL NorthGate: IM 18 ftA IM erN 131h" 13" 111/Y' 343 mm)- —(330 mm)—--(313 mm)-l I- I" (25 mm) I" (25 mm)-I 17gum 1,1.4: 8mfaurfuratfornrrpfulrsbtrrgrr. ARU 305 rtm) 375 awn) 305 mm) I Mal rgli¢Is pPe! nal I no mxer na9lrs b nm- I Raft armas fm Wand N"ndaN slopas ((mm 2:12 to 2112) Hal betmon uppsr R Iraq:Ina as x mnnabove. f9G NON•HVH2 EVAWATION Evaluation Report 3S32.09.0 -1111 FLS444- R10 Revision 11:12/08/2016 Page 7 of 12 STEEP'SLOPE Use six nails and four spots of asphalt roofing cement for thery (till laminated shingle. see below. Asphalt roofing cement should meet WAI D45861ype If. Apply 1' spots of asphalt roofing cement trade each corner and ;it about 12' to 13" in from each edge. METRIC DIMENSIONS 12"— 143/4"— 17— 305 mm) 375 mm) 305 mm) ulu' Lf,_. .j 1"{25 mm) w•':,Gp•:i YfL•'ar.,' Rdeame Tape taf:C%fUi4R.'L' Nail Area 1 1 For Sleep' I,.— II•— 25mm) IRoollno Cement LANDMARK TL I.. 25 mm; NorthGate: I TRINITY IERD i Btgare 13 S: Use sLv na* mudfour spots of aspbadt owfing cement on steep.stopes Nailing areas for steep slopes (groator then 21:12) and "Stomt-Nalling" Nail between lower 2 naI Ines as shown above. 6.8.1 Hip & Ridge for Landmark''. Landmark'" IR, Landmark'" Pro, Landmark'" Premium, Landmark" TL, Landmark'" Solarls. Landmark'" Solarls IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge"' or NothGate Accessory 12' 97/ir 305mm) 415/1 — Se}M, 415/16' 1 I ( 150mm) (150mm) (125m125mm) Not for Notch for Centering Centering 12' f 131l4' /r 7305mmdNotchesforAlgnmettto (337mm) Notches forAlignmentto the Top Edge of the Previous T the Top Edge of the Previous 75X Capfor5'(125mm)Fxposure (1801nm) Cap1454'(141mm)txposure (196Imm) il— — —t English Dimension Metdc Dimension Shadow Ridge'" Shadow Rldge"' Exterior Research and Design, U.C. Evaluation Report 3S32.09.05-R31 Ceftlpcate of Authorizatton a9S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision It:12/08/2016 Page 8 of 12 r JTRINITY I ERD 9 2713Z 260 nun) 4 1511G(1261, ) t3 t/8" t II.4 — —(333 mm)—II cedwing Mich I - s S/6'-I-6 618'-I I (168mm II 16Bmm II 13Il4' J337rrm) NIpn tnsse / j Centeno rtolehes to top 7 $161 13114' Notch 9 ' oduc o1 104 mm (337 mm) / pra.ipUc tDutce ( ) n Ihes otche to top 7 edged (19i turn) previous course. NorthGate Ridge NorthGate Accessory 3p5tnm) Laying Notch ovosuie Flgtae 13-20.• Use layingnotchas to cantar shingles on Gips and doges, and to locate tk coned axposum 6.8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastico NP110" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest"', Cedar Crest' IR hip and ridge shingles. Exterior Research and Design,cLC. Evaluation Report3S32.09.0S-R11 CerttJkate oJAuthodiation 89503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKET°', PRESIDENTIAL SHAKE'" IR, PRESIDENTIAL SHAKE T04, PRESIDENTIAL SOLARIS'": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presldentlat For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply 1' diameter spots of asphalt rooting cement under each shingle tab. After applying S nails In between die naWng guide lines, apply 4 nails 1 Nailing I.---- 40• above tab cutouts malting certain tabs of overt tng shingle cover naffs. Guido Unes (1016 tam) S 1/4' 133in 1 . 141/4' I1/Y• 38mm) (3) NOTE: Apply nails on painted guideline. 6.9.1 6.9.1.1 6.9.1.2 6.9.1.3 6.10 Figure 164- Faslening Pmhlerilial mid PrmlAmlhsf TZ Shake sbinglaron low and sk/n&;rd skpes 1 T Vdiameter asphalt roofing cement t Figure 16-7., Faslenhig Presldenild and Presldentid M Shake sbingles on skep dopos. HID & Ridee for Presidential Shake'. Presidential Shake" IR. Presidential Shake TL'". Presidential Solaris'"• Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can'be used for covering hips and ridges. Apply shingles up.to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two.fas- teners. The fasteners'must be 13/4" long or longer, so they penetrate. either 34" Into the deck or completely through die deck. Presldenaal accessory comes In - two different sizes: Accessory produced in Birmingham,. AL Is 12' x 12'; Portland, OR produces-97/8' x 131/4" accessory. For ASTM 03161, Class F performance use BASF "Sonolastic" NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to Instructions herein for Cedar Crest"", Cedar Crest'" IR hip and ridge shingles. HATTERAS'": LOW, STANDARD AND STEEP SLOPE: ilgnre IS•,i: rmrreingllnnertlssbllg+laan 111W nlal.tillntAanf Voila For low and siamLtnl slopes. use Die nails for each fug IL9itents shingle as,;lump nbay. Exterior Research and Design, U.C. Cerdf Bate olAuthorhation p9S03 FEIC NON•HVN2 EVALUATION KIII MM) Mon mnd 1 (M oorn) (T. w ro tan) own)-, figtm• I.i. P MWe'llnp IMn ml N@ In nee SGrn Vohs For e1Mli dnlw, for at a "is and don spas or asphalt mmHg a - font fur rch lull 11.111rtas sbingle a stamp :dtinv. Apply 1' l' ljtnnq dlumctcr gnas of n"ans cmm tt (AttAI 0 4ss6 i}pe 11 ang= nl) mtdtr turn tab comae I•ms shinije Intu pLxP & not e! LW cement. CAIMON: lho murk ranfatg cnnno cite nuac shinslrs to Whim Evaluation Report 302.09AS•1111 FLS444• RIO Revision 11:12/08/2016 Page 10 of 12 J TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras""': 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14. 18 three place rants s rate to mitre 54'Hattenu Awa=ry'skingk 6.10.1.2 Option 2: Cut Hatteras Shingles 2 m 9' I I Mir)g(46 en 203 mm) Sd 5 460mm) Cap Cap Cap Shingle Shingle Shingle Cap Shingle N1 71 m1\ Rpm 15-20. Cut Hatteras shingles to ntmut comer cap Figure 15-21 Instd UMOn of caps along Lips and ridgm 6. 10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE'", HIGHLAND SLATE'" IR: LOW AND STANDARD SLOPE. STEEP SLOPE: Figure I1-,1: Use FIVE pal$ foretay HigUmd Slato sbbtgla Ise BnB nails and RICER spots of asphalt tooling Bement- for each NU Highland Slate shingle. For hfiami•Dade, SUC nalls are required Apply r diameter spots of asphalt rooUngcemad under cash tab corner. Asphalt tooling cement meeting AM D4586IgVe R is suggested. r r— r— r Wr•• O• tmM P"t P"+1 asay os mqa" Ta eeoAaan. nlWE Reelha Come Flprrra ll ik r/to RV6 na1/r and elpbt spots ojapinit roonp conent andereaeb rob corner. CAUTION: Uxcesslve use of roofing cement can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland Slater". Highland SlateTM IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge' hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3S32.09.OS-RU Certilkate olAuthorisation 99503 FSC NON•HVH2 EVALUATION FLS444-RlO Revision 11:12/08/2016 Page 11 of 12 6.12 I PATRIOT'": LOW AND STANDARD SLOPE Use. FOUR uaiLi for every full shingle loatuxl :u shown beknv. SwUnl IFVd' TRINITY (ERD Lise RAIR nails and four spuis of aspluh roofing ceutcnt for every full shingle as shown heioe: Asphalt nxvfing cYnteot mectiog.%NTAi 0+586 1jjx- II Li suggWed. Apply V (Li nun) slx7ls of aspledt rwriing content w; shown. CAtffION: Bsx:essiee use of roofing evnieni can cause sitingics to hii>iler. IISlnrW 1 i Mcm m3mN Mir,* ' —rpsvq r rusrat• RotnnO temenl 0 4S' PrAwn Imn*1 pu" 6.12.1 Hilo & 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 610320-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS-RIL CertiJkate ofAuthorization p9St73 FBC NON•HVH2 EVALUATION FLS444-RIO Revision 11:12/08/2016 Page 12 of 12 I f' ` { EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 I TRINITY 353 CHRISTIAN STREET, UNIT a13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3S32.09.05-1111 20 Moores Road FLS444-R10 Malvern, PA 193SS Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nleminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABEUNG: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC iS07.2.7.1 / R90S.2.6.1 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 Nleminen, 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 Dt A ANE1983 The facslmile seal appearing was authorized by Robert Nleminen, P.E an 12/002016. This does not serve as an electronically signed document signed, seated hardoopka have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION Of INDEPENDENCE: 1. TrinitVI ERD does not have, nor does it Intend to acquire or will It acquire, a financial Interest in any company manufacturing or distributing products It evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nleminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. S. This is a building code evaluation. Neither Trinity) ERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. r I tir TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertalnTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance Is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section 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 I REFERENCES: kiint Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 OS/1S/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 OS/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/1S/2005 UL(TST 1740) ASTM D3161 OSNK16778 OS/12/2005 UL (TST 1740) ASTM D3161 05CA16778 OS/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/200S UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/200S UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFW2.R684 04/22/2014 UL LLC (TST 9628) ASTM D71S8 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (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 & 03462 4787195678 02/09/2016 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC ( TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S•R31 Certif Bare of Authorlradon #9S03 FOC NON•HVH2 EVALUATION FLS444-R10 Revision 11:12/ 08/2016 Page 2 of 12 TATRINITYIERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 2S, )M" 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"4 Premium, Landmark' TL, LandmarkTM' Solaris and Landmark"' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake T04 and Presidential Solaris' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: S.4.1 All shingles noted herein are Classified in accordance with FBC Tables iS07.2.7.1 and R90S.2.6.1 to ASTM 03161, Class F and/or ASTM D71S8, Class H, indicating the shingles are acceptable for us in all wind zones up to Vetd = 150 mph (V„It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to V„d =150 mph (V„it =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 Indicates the measured uplift resistance (RA 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 Vad = 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 3S32.09.OS-RII Cerdfleate ofAuthorhallon 09SO3 FBC NON-HVHZ EVALUATION FLS444-RIO Revision 11:12/08/2016 Page 3 of 12 J TRINITY I ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 611320-3, per FBC Sections 1S07.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published Instructions, using minimum four (4) nails per shingle In accordance with FBC 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be In accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth In FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT201". XT" 25, XT"" 30, XT" 301R: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISN 12" 12" 12" Use four nails and six spots of asphalt roofing cement* for every full 305 nvn) (305 mm)—(305 mn) shingle (Figure 11-0. Asphalt roofing cement meeting ASTM D4586 V (25 mm) — Sealant 1"(25 mm)Type It is suggested. 5 S/a" (145 nun) 1 sr/a"PdNr'saoe T--- — — — — — — — METRIC t13jlfiv" 13r/e" 13rh" Sealant I•'(25mm) Apply I"(25 mm) spots of asphalt roofing cement under each tab corner. 6 rFigure 11.4.• Usefour n4Us and sir spots ofaspW1 cmiunt on'slrep sbpes CAUTION: Excessive use of roofing cement can cause shingles to blister. Flguns 113. Usofoarnntlsfor eseryfult sbingte.• 6. 4.1 Hip & Ridee for CT20'', XTI 2S. XT" 30, XT'" 30 IR: Cut Shingles V,- I r- -1 r- 2" (50 mm) Remove Jr 2mm)I1 f t- II I - (305 mm) f j1 r (125 mm)--—-- -—.Cap — Cap — — Cap 305Imm) adShingleShingle Shinglel5ghp\\l Figure 11-24. Od lulu, then trim back to make cap sbtn—gass 1 A5 1, VA Nam' b' rtgllsb dtmerulons sbomn). l5 1 figure 11•25: lastalWess of caps datIg tbo hips and rl4rc 6. 4.1.1 For ASTM 03161, Class F performance use BASF "Sonolastic® NPiTM" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.OS-R31 Cerra lease of Authorkadon 09503 FBC NON-HVH2 EVALUATION FLS444-RLO Revision 11:12/08/2016 Page 4 of 12 6.S 6.S.1 ITRINIIY (ERD I ARCADIA—: . . . ' I LOW AND STANDARD SLOPE STEEP SLOPE U%c SIX Ilalls for C1'erf (till shingle Innated as shoml Melon: t•(25M VOMM)+ fell Lbs NMI Lino Figure 2: Use sir nails for emn' f rll shingle. Use SIX palls and moR spot: or asldtalt roofing cement for vwrn full shingle as shown helow apply msphall roofing cuteot V(25 nun) from edge of shingle. Asphalt roofing cement aimflag A.M1 D 4586 T}pe If 1% suggested. Hip & Ridee for Arcadia': Cedar Crest'", Cedar Crest"' IR t•OSaml t'(Emmi— -- fti n .1 C'se slx malls and frutr slNits rf usphith ITMJIIIrg cement on steep slopes. 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 1:-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• NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, M.C. Cerdficate ofAuthorization M03 FBC NON•HVH2 EVALUATION Hand - sealing adhesive 1l4" 4" 314" • I+— ' 1° Dab or asphalt cement between — shingle layers Evaluation Report 3S32.09.05-R31 FL5444- RIO Revision 11:12/08/2016 Page S of 12 6.6 TRINITY I ERA BELMONT"": Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below. Belmont shingle. Apply Asphalt roofing cement 1" (25mm) from edge of shingle. Q I See below. Asphalt roofing cement meeting I ._.•r,e__i I ASTM D4586 Type II is suggested. i f 54,06maJ O ASidwl rails Qte(Mal U7umm 11n• lay and - Gr Ica. 1--1106aad Sir etmrU 1' (2SMO — ftdirq Ctiod 1 12Srtrty-- — 6.6.1 Hip & Rldee 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: ShangleO Ridge I. 12' Remove This Tape Nlgnie 17.1& Jbangle" Ridge. 18' Exposure Remove tape J. from the right side 1' 8• and fasten j ECOVD theFasten left side 85 e• RIGHT FIRST ./ J LEFT Figure 17-19: laslallallou ofSbnngloO Rldge sbfugles on blps and ridges. 6.6.1.3 for ASTM D3161, Class F performance use BASF "SonolasticO NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0SAIL Cerdpcate of Authadkodon 09S03 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 6 of 12 6.7 TRINITY i ERD CARRIAGE` HOUSE SHANGLE® ANO GRAND MANOR SHANGLO: LOW AND STEEP SLOPE Use five nails for every full duwgle. mm) I (95 imr) 5rtl" B a6" 16 mm) ) Algam 17-•1: thollm, ual/t%ar am7hell GrmtAdlmmr Vnuglr, 1;arrl1?ge llnnso %Jllgk 0r fculmwlal Skr1e. Ilse seven nails tad thax spots of asphall muting cemcm for tewy NO Grind Manor 5haugle. the five nulls and three s)wts of asphal( railing cement Air ever} fill Cvrlage unase shmngle and Centennial Slate. Apply asphalt roofing c nical 1' (25 min) from t'dge of shingle FIRme 17-5). Asphalt mtng cement meeting ASTM D•15K611ype H Is suggested. Figrne 17-5.• When irubAliog Gmnd.11rrntr Vbaaglrs on steep dupes. use s0mra oars arnllbrre spols ofaspbnll m0Jhw rcntrat. 6.7.1 Hip & Ridge for Carriaee House Shanele® and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles 6.8 LANDMAR& LANDMARK','•• IR; LANOMARl!"' PRO, LANDMARK"A PREMIUM, LANOMARKT" n, LANDMARK'm SOLARIS, LA.NOMARK'." SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 17, 143/4" 17, 305 mm) --(315 mm)—.-(305 nim)-i Nl`i1:r"t'GG:`19: SQL• •t::: twanit t::gttA'L• LIES i L 25 ntn1) Rdcas e cape r {25 mm)I 11l1', Nailable F , Area Exterior Research and Design, I.I.C. Cerri/leste ofAuthorization 09503 LANDMARK TL 131/ 2" 13" 131/2' r-( 343 mm) --(330 mm) ——(343 mm)- 25 mm) V (25 tnm)-I J J hlgnm l.?••1: Usn fielrxa/l,,/a arsl• fre!lsbinglr NorthGate: WIDE NAMW Ir 14 31,V 12' ARU 305 nun) + 375 min) 306 mm) - 1 26 mvn) Naling Lrc 1a myer net lira P l nun Na. Onp areas for law and standard dopes (tram 2:12 to 21:121 Hal wtaesn upper d irasr Ina as sum aba e. FBC NON-HVHZ EVALUATION Evaluation Report 3S32.09.0SA11 FL5444- R10 Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asplelt roofing cement for every full laminated shingle. See hdow. Asphalt roofing cement should meet ASTM 045861y1)e it. Apply I' spots of asplifth roofing cement umde each corner and at about 12' to 13' In from each edge. METRIC DIMENSIONS Imo— 12" 143/4—171— 305 mm) (375 mat) (305 mm) yrE.1GL'.tc A7 Si*,*"-W St' alit.AA. ..UlzY I=."' A: I"{25rnrn) ReleasreTaOe— I TRINITY I ERD LANDMARKTL 131l2" 13" 13t/1" 343 mat) 330 mm) 343 mat) 1 "( 25 mm) I 1 "( 25 mm)-oJ I 25mm) Nail Area 1 I fot Sleep. 25 mat) ( 25 mrr( Rooting Cement NorthGate: STEEP 12" 14-3/4" SLOPE • (305 mm)— —(375 m NAILING AREA I Neilin 1"(25 mm) betweel e- no I Roofing Comm I figure 13 S: Use Avnatla andfour spots of arpbdlt m ing cement on steep slopm 12' 305 a 1"(25 mm 1.. 2511 M) t Roollng Cement Nailing areas for steep slopes (greater than 21:12) and "Storm44eiling" Nail between lower 2 na16nes as shown above. 6.8. 1 lip & Ridee for LandmarkTM, Landmark' IR, LandmarkTM Pro, Landmark'" Premium, landmark"' TL, Landmark' Solaris, Landmark' Solaris IR, NorthGate: 6.8. 1.1 Option 1: Shadow RldgeTM or NothGate Accessory 12' 9 I8' 305mm) (250 m) G 8' 415/IB 415/16'- 150mm) (150mm) ( 125mm) (125mm) Notch for F- Notch for Centering Centering f 12 f3fl4' m) Notches for Alignment to (337mm) Notches for Alignment to 5 LNe Top Edge of the Previous T the Tap Edge of tuts Previous T ) Cap forS'( 125mm)Exposure (t Down) Capfor55/8'(141mm)6cposun (190mm English Dimension Metric Dimension Shadow Ridge— Shadow Ridge^' Exterior Research and Design, I.I.C. Certtf cote of Authortiodan a9503 fBC NON-HVH2 EVALUATION Evaluation Report 3S32.09.0S•R11 FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 TRINITY IERD 9 2713T Oil mat} t 15#16'(125mi 131W II *--(333 mm)---I Certctltptictch I- 6SB•-1-66I8•-I I 166 mm I(166 rn13 I Fr. / T t 337mn,) \ Ali these / I I Centering nnlehcs to lop 13 1/4• ` Notch 7 5m (337 mm) j" edtic a1 (104 mm) Align thosop: Qdptts co4tco 7 5t8• nOedge of top (1 mm) edge of Previous course. NorthGate Ridge NorthGate Accessory 3a9 mi W.1 Laylnp Noteh I osure I I, f(grae 13.20.• Use laydtgnotcber to centarsbbrgfet on lips and rt4w, and to 1wate the comcl ezposwe 6.8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic® NP1r"" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest" IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Certificate of Authortratton 89Se3 FBC NON-NVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 VTRINITYJERD 6.9 I PRESIDENTIAL SHAKE-, PRESIDENTIAL SHAKEIM IR, PRESIDENTIAL SHAKE Wait, PRESIDENTIAL SOLARIS7h1: LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. Nafiing 4(r Guide Lines (1016 min) 5114 133mm) 141/4' 11/2' 3linmt) ( imm) NOTE: Appry nails on painted guideline. Figure 1454 Fastening P wi&mllal and Prestdenttal TL Sbake shingles on low and standard slopea STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply I diameter spots of asphalt roofing cement under each shingle tab. Alter applying 5 nails in between the nailing guide Wes, apply 4 nails 1' above lab cutouts maldrig certain tabs of overl)1ng shingle cover nails. 1 T V diamelar asphall ruoring cement t Ftgraw 16-7.• Ruining FIMMI& Ual and Prarl weal T/L Sbake sktrlgtes on rla* slope'. 6.9.1 Hip & Ridse for Presidential Shake', Presidential Shaker" IR. Presidential Shake TV". Presidential Solarisl: 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 (he -ridge (expose no more than 7' from the bottom edge of the -"tooth." Fasten each accessory with two fas- teners. The fasteners must be I3/V long or longer, so they penetrate either 3/4''lnto the deck or completely through the deck. Presidential accessory comes In two different sizes: Accessory produced In Blrmingham,.AL-is 12"-x 12"; Portland, OR produces•97/a- x i31/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastice NP11" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.10 HATTERAS'": 1,0101, STANDARD AND STEEP SLOPE: F(rttre 15.3, hritrnLts nN/e-Shlrprles tar Low dud fiord and Aoltrs For tar and sundial slopes, use fire aa11s for a li full Ihutents Atingle to slrtuv a1mr. I.. I. Jima) - frium If. I., hutenifte Itrl/nnr."NWt do."Vgpt7 The arep dnprh tw• Ge nalls and eiglo qm t of asphalt "unnea ninon rat each (all 1lsturu ahingle as sham AMC. Apply V 25tom I dhuuhr gait of tunfins cematt MT11 n 4SI16 T•pe 11 vj=ge) under taut tab coiner. Prur AM* tout pLirr. Mt out sapnse rrman. CAUTION: Tao much runts; mums Can "toe shluers to hlisur, Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS•R31 Certlf Bate of Authorlmtfon a9503 FBC NON•11VN2 EVALUATION FLS444-RlO Revision 11:12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 HIP & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras I Figuiv 1544.• 18 tbrea piece units separatp•to make 54 Hatteras Ameessory'sbingfes. 6.10.1.2 Option 2: Cut Hatteras Shingles erg,. 23.0 ram) I I I g" ig(460 min) r` soh I--- 18" (203mm)f _.c. See 25 Cap Cap Cap Cap Shingle Shingle Shingle Shingle I 9 Figure 15-20, cut Hatteras sbltfgles to nlake cow cap. F1911re 15-21. Installation of caps along hips and ridAa 6.10.1.3 for ASTM 03161, Class F performance use BASF "Sonolasticm NP1'"" adhesive or Henkel "PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'", HIGHLAND SLATE'" IR: LOW AND STANDARD SLOPE: STEEP SLOPE: r— Use Pn'B nslls and BIGHT spots of asphalt roofing cement* for each full Highland Slate shingle. Por tdlaml-Dade, SIX Halls are required. Apply l' diameter grots of asphalt roofing cement under each tab t asTanl m' ', L comer. Asphalt tooft cement moeang ASIbt 04586 Type a is suggested. tl"illtla,aj*ft sm,aa t rdit WOMaw erYr Hprlm !I-•; Om RVE nalk forew7ftbland allala sbingAt or. a a r Wa40sYnpke i4' ftxldMrC"a t•pSmnt Ruf""t 1a61a a"rarnr Pan Y ua"nl — — I Pooling G&MnM1 Rrim t t-.K Uso AVB anrlr and eight rpols ofarpbd1 raQ/tnp emrranl undareacb lab aornar. CAIrfIUN: Ucesstre use of roofing cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland SlateTM. Highland Slate"A 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-Rll Cerdileate olAuthorlmtlon 119503 FOC NON-HVH2 EVALUATION FLS444-RlO Revision 11:12/08/2016 Page 11 of 12 6.12 I PATRIOT-: LOW AND STANDARD SLOPE We FOUR naik for every full shingle Wadc'tl :(.. shottvt belmr. S`wlun Is.4 I+ l {II]Lrte M39M 61Urt•4 J TRINITY (ERD Use F01IR nails and four spotty of aspllall aallug mmeol for cirri full dingle as shown W, ow: Asph:Al rcafmg mmenl flweifiIRANM. l U4586 Alxa It L. saggasled. Apply 1'(25 nlnl) spu(s of asph:Al rwAng small :a shown. CAUI1nN: Iii,etcsirc use of ronGng cttmen(cau atuse slduglt< lu blhlcr. I.FSa'q + I- _ RoollaO C@ma1 IBISW Mcm + (jor-p—i 6.12.1 Hip & Ridge for Patrlot"4: Refer to instructions herein for Cedar Crest"', Cedar Crest'm IR, Shadow Ridge'", NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABEUNG: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction In order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 CIA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA962S; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3S32.09.OS-Rll Cerfi leote of AuthortroUon 419S03 F8C NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 12 of 12 4/28M17 Florida Building Code Online I N^el ,.iy • •' • iYal4rat l • ifl IPAifi i SCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Scots & Pacts Publications FBC Staff aCIS Site Map Units Search i, , Product Approval t, X„ USER: Public User ProduCtApproval Menu > Produa[ or Aeollratlon Su= > Application Ll > Application Datoll Ir! • 1;L1 4'ifU3 FL S FL12328-R7 Application Type Revision 1 Code Version 2014 1 ApplicationStatusApprovedComments I i I , Archived I t• Product Manufacturer TAMKO Building Products, Inc. Address/ Phone/Email PO Box 1404 Joplin, MO 64802 I 417) 624-6644 Ext 2305 kerri— eden@tamko.com Authorized Signature Carter Lea 7 carter_lea@tamko.com Technical Representative Kerr! Eden Address/ Phone/Emall PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 Ikerrl_ eden@tamko.com V. ; Quality Assurance Representative ie Address/Phone/Emall I; I; Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer t Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC M Quality Assurance Contract Expiration Date 01/07/2019 Validated By ji Locke Bowden Validation Checklist - Hardcopy Received II! Certificate of Independence FL12328 R7 COI TBP14001.3 2014 FPA TAMKO Underlavments-FINAL, adf Referenced Standard and Year (of Standard) Standard Year I..,. ASTM D1970 2009 ASTM D226 2006 ASTM D4869 2005 ASTM D6380 2003 Equivalence of Product Standards Certified By Sections from the Code i httpsl/ www.ftidabuilding.orgtpr/pr ppp dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlArarnOGmSe%2bSp/*2baRvkOl3ThCOrlWi58TQ*/o3da/aid 1/4 4/28I2017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 08/23/2016 08/23/2016 08/2S/2016 10/13/2016 FL # Model, Number or Name Description 12328.1 ASTM Slate Surfaced Roll Roofing Roll roofing surfaced with mineral granules Limits of Use Installation Instructions Approved for use In HVHZ: No R -12328 R7 II TSP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other. See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party. Yes 12328.2' ASTM Tile Underlayment T Coated organic underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlayments-RNAL.odf Impact Resistant: N/A Verified. By: Zachary R. Prlest 74021 Design Pressure: N/A Created by Independent Third Pasty: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TSP14001.3 2014 FPA TAMKO U nderlavments-FINAL. odf Created'by Independent Third Party: Yes 12328.3 Master Smooth Asphalt saturated organic underlayment. Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 11 TSP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. adf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderl avments-FINAL. odf Created by Independent Third Party: Yes 12328.4. Moisture'Guard Plus A'self-adhering modified bitumen underlayment.. Limits of Use' Installation Instructions Approved for use In HVHZ: No FL12328 R7 If TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes': Underlavments-FINAL.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by•Indepi:ndent Third Party: Yes Other: See evaluation report for limits of use. • 'Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nde rl a vm ents- FINAL, od f Created by Independent Third Parry: Yes 12328.S No. 15 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 11 TSP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 i Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports t FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL.odf t Created by Independent Third Party: Yes 12328.6 _ No. 1S UL Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO I r ; Approved for use outside HVHZ: Yes Underlavments-FINAL. odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 httpsJA~.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtF2AozuarjgOlArsmDGm5e%2bS%2baRvkOl3ThCOrPNiSSTQ%3d%3d 2/4 0 Florida Building Code Online Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE T81314001.3 2014 FPA TAMKO U nderlavm ents-FINAL. Ddf Created by Independent Third Party: Yes 12328.7 No. 30 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Impact Resistant: N/A Underlavments-FINAL. odf Verified By: Zachary R. Priest 74021 Design Pressure: N/A Other: See evaluation report for limits of use. Created by Independent Third Party: Yes Evaluation Reports F12328 R7 AE TBP14001.3 2014 FPA TAMKQR7AEP/4001.3 2014 A TAMKO Underlavments- odf Created by Independent Third Party: Yes 12328.8 No: 30 UL Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use In HVHZ: No FL-12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.Ddf, Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report,for limits of use. Evaluation Reports FL12328 R7 AE TSP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 12328.9 TAM•FELT _ Alternate to ASTM D 226 _Type II underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No EL12328 R7 11 TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Impact Resistant: N/A Underlavments-FINAL. odf Verified By: Zachary R. Priest PE-74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 12328.10 TW Metal and'Tlle Underlayment self-adhe ing modified' bitumen underlayment Limits of Use Installation Instructions Approved'for use In HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA-TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL, odf Impact Resistant: N/A Verified By: Zachary R.. Priest 7..4021 Design Pressure: N/A Other: See evaluation- report for limits of use. Created by Independent Thud Party: Yes, Evaluation Reports FL12328 R7 AE T81314001.3 2014 FPA TAMKO . Underlavments-FINAL. odf Created by Independent Third Party: Yes 12328.11 TW Underlayment self -adhering modified bitumen underlayment Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 li TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Other, See evaluation report for limits of use. Created by Independent Third Party: Yes Evaluation Reports L12328 R7 AE TSP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes Llti94 I\bi? Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phony BSO-487-1824 The State of Florida Is an AA/EEO employer. Cooyricht 2007.2013 state of Florida.:: Privacy Statement :: AccessIN! - 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 publk-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 SS0.487.139S. *Pursuant to Section 45S.27S(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official commurdcation 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 con be made available to the public To determine If you are a licensee under Chepter 4SS, F.S., please dick bM. Product Approval Accepts: 91 ®;ttr httpsJ/www.floriciabLiicirig.org/pr/Pr ppp dll.aspx?param=wGEVXQwtDqtF2AezuarjgOlAramDGm5e4/o2bS%a2baRvkOl3ThCOriWiWTQa/o3d%3d 3l4 4/28/2017 Florida Building Code Online Credit Card Safe httpsl/www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDglF2AezuarjgOlAramOGmSe%2bS%2baRvkOl3ThCQrlWiSBTQ%3d%3d 4/4 CREEK Certificate of Authorizationion bur Drive 9824 17520 Edinburgh Drive Tampa, FL 33647 TECHNICAL SERVICES, LLC ( 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5.. EDITION (2014) Manufacturer. TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417) 624-6644 htto://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Issued August 22, 2016 Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2,1507.4.5.3, 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2, 1507.8.8, T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES ELi.(it1C Report No. Standard Y[ PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222.02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type 11 undedayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and day and concrete tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This -evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM D 6380, Class M, Type II undedayment constructed from an organic felt saturated Underlayment with asphalt.then coated on both sides with asphalt and surfaced with granules. Application: The undedayment shall be installed with minimum 2" side laps and minimum 4" staggered end.laps and in accordance with FRSA/TRI 07230 for the applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKOO Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The undedayment shall be Installed along the valley In accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted In accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay file roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 ASTM ASTM D 226, Type 1 undedayment constructed from a non -perforated organic felt that Is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that Is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES. LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" and laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO®TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance with the FBC. TAMKO® TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKO® TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TSP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Undedayments TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use in. the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50•F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All undedayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped In successive courses Installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. 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. rP'. G``P• RAF'•, Vltr '- '\CE•NSF No 74021 cc STATE OF •:/ n A'10 P , A' ,` CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial Interest In ehy 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. Pried, P.E. does not have, nor will acquire, a financial Interest In any other entity Involved In the approval process of the product. END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report Is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not eipress nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate ofAuthorization bur DriveCREEK17520EdinburghDrive Tampa, FL 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5Tm EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued August 22, 2016 P.O. Box 1404 Joplin, MO 64802 417) 624-6644 http://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Undedayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2, 1507.4.5.3. 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2, 1507.8.8, T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entily PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (T$T6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materiels Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) UL LLC (TST9628) PRODUCT DESCRIPTION AND APPLICATION Report No. Standard YAK TAP-191-02-01REV ASTM D 1970 2009 TAP-192-02-01 ASTM 0 1970 2009 TAP-193-02-01 ASTM D 1970 2009 TAP-214-02-01 ASTM 0 4869 2005e01 TAP-215-02-01 ASTM D 226 2006 TAP-216-02-03 ASTM D 6380 2003(2009) TAP-217-02-01 REV ASTM D 6380 2003(2009) TAP-218-02-01 ASTM D 228 2006 TAP-219-02-01 ASTM D 226 2006 TAP-220-02-01 ASTM 0 6380 2003(2009) TAP-222-02-01 ASTM D 4869 2005e01 TAP-019-02-01.1 ACC 188 2012 13CA12269 ASTM D 226 2006 TAMKO® ASTM Slate ASTM 0 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be Installed with minimum 2` side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for file applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TSP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES. LLC TAMKOS ASTM Tile ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for the applications. Allowable roof coverings: Attachment of clay and concrete file shall be permitted in accordance with the F8C. TAMKOS Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley In accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted In accordance with the FBC. TAMKO© Moisture Self -adhered, ASTM D 1970. fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 404F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tile roofing shall be permitted in accordance with the F8C. TAMKO® No. 15 ASTM ASTM D 226, Type I underiayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM 0 226, Type I underiayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete file, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40'11F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted In accordance with the FBC. TAMKO® TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKO® TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be Installed with minimum 2' side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PROOCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use In the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50'F unless otherwise noted. Contact the manufacturer when Installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be Installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped In successive courses installed up the deck In a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application Instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed In this report shall be manufactured under a quality assurance program In compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5d' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. rR"p'i, No 74021 33 '. STATE OF CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest In 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 Interesfln 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 Iho product END OF REPORT TBP14001.3 FL12328-R7 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. A. er0w%t 1--iLII? CITY OF SANFO D BUILDING & FIRE PREVENTIC N PERMIT APPLICATIC N Application No: Documented Construction Value: $ OE 60. Oo Job Address: 4f04_+ Hr--or% fir- 1,,,+l81 Historic District: Yes No Parcel ID: Residential [f Commercial Type of Work: New B Addition Alteration Repair Demo Change of Use Move MacJ ct Description of Work: Ic ztwbl^4 S - a.i,(' l'Int.i'2 `lt,n r,a) Plan Review Contact Person: fit ck_in_") 5 - 6:' Phone•_7-Z}-2y3- 3fj 3 Fax: Email: G-Ir_i Property Owner Information Name Phone: C Y-i k-t a t-'i" - Street: Resident of property? : City, State Zip: Contractor Information Name f I Phone: Street: a +o I PJ Fax: 40-+ - Lyo- y4 S5 City, State Zip: O,r )Q-nd-cry- 2-14 State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: t%C.O 20 3 q 2- WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YO PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST E RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTA FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE F COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, P( furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application CE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be in the public records of this county, and there may be additional permits required from other governmental entities such as water ement districts, state agencies, or federal agencies. of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. T1 e 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. T1 e actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in a rdance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, cr dit will be applied to your permit fees when the permit is issued. VNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will done in compliance with all applicable laws regulating construction and zoning. Date Owner/Agent's Name of Florida Date Agent is Personally Known to Me or d ID Type of ID Signature of Contractor/Agent Datc Print Contractor/Agent's Name Si uref Jgtgr y n F Date y.;"ry'1. 'ATSUSI r = A:Y ^ ?h1tNSSION a FF t2t1904 F X IHES. August 25, 2018Y y' OOMaCttw ht7ryP.Munderw . Rt„ !4' Contractor/Agent is personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY its Required: Building Electrical Mechanical Plumbing Gas Roof Type: Occupancy Use: Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: Construction: Electric - # of Amps Plumbing - # of Fixtures Sprinkler Permit: Yes No # of Heads ALS: ZONING: ENGINEERING: Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: June 30, 2015 Permit Application 3507 Slate Road 52 123 Miller Road' Ir 9701 Bachman Road Established 1973 Hudson, FL 34669 Valdco, FL 33594 . Orlando, FL 32824 www.RJKiefty.com0727-863-5486 813-661-0707 407-855-2636 Stale License 9 CF-CO203 42 R.J. KiELTY Page: 1O 1 Proposal No: 717-13534 PLUMBING • "EATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Luminary - 1952 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All be completed tM a workman like manner according to standard practices. Any alteration or deviation from specifications below involving extra c will b executed only upon written orders, and will become an extra charge over and above the estimate. Ali agreements contingent upon strikes, dents or la s nd our control. Owner to ca fire, tomado, and other necessary insurance. Our workers are covered by worker's compensatio nsurane Illy AUTHORIZED SIGNATURE: THIS PROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED IN 30 0 S. We hereby submit specificat estimates for: Master Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev By Builder With Moen Chateau 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 21-9121.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev Gerber Maxwell 22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfiiling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made a outlined above. I agree to pay reasonable attorneys fees court costs in the event of legal action. A monthly service charge of 1 1/2% will be added after 3 days. Any sewer laps deeper than 41/2 feet or requires backhoe or dewatering will be an extra charge. SIGNED: DATE OF ACCEPTANCE & PAGE Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES L ar Ig l Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 8 (y41 1 Project Name: L .>t . d hyCLrv-, Project Address: Building Permit #: Lit — It—i 1 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. Eric Kof*n Print Name o r/Tenant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print of Gen ctor Signature of Gen. Contractor OGC1522347 Gen. Contractor License # CALLED INTO: o Progress Energy Rev. 02/10/15) Print Name of El. Contractor Signature of El. Contractor El. Contractor License # o Florida Power and Light on / AUG 0 8 2017 r CITY OF SANFORD BUILDING & FIRE PREVENTION e O PERMIT APPLICATION 1 Application No: 0 - J Documented Construction Value: S Job Address: = Jt)4r7 .KJ i nhh Rec Historic District: Yes No v Parcel ID: Residential Commercial Type of Work: New,M Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: Phone: Fax: Email: Title: LL Property Owner Information Name r' I1 / ' r Phone: L - nnStreet: L r }} l ) Q Resident of property? AOL— City, State Zip: asl'ae 1") -A . w2l n Contractor Information Name C' Phone: L) 00- 1D41 - c1 OO Street: ( . Fax: — 14D7^ ` QtQ /) 4-R_i City, State Zip: 1! (I k0K-Q0'r'is 9q State License No.: On.1 11 Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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: 5It' 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 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 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 Owner/Agent is Personally Known to Me or Produced ID Type of ID ature o etor/Agent Date - 49c hrcciK P ' ontnaor/Agent's tame A2a'J-L-UJ 81(3))7SignatureofNotary -State of Florida Date PAMELA S TERNUS Commission p GG 110622 Expires August7.2021civnmardnwewatryso Contractor/Agent is Personally Known to Me or Produced ID ypc of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures. Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application j uo lygt'l pug Jamod eptiold O asuaotZ 1013BAU00 •13 10l3e.4uoo •Ig o ainleugts v ioloe4u03 •133o awelq luud s SI/0I/Zo •^a)j) Cgiaug ssaigoid :01NI Gglido asua3t-1 ioloeilu03 ua0 loloelluo:D •uaq 3o ainleugts iol eiluo, •uarJ o awgPi luud s49ll!M 3pagoH wou3iQSRIflf 3wvm 3a)mc NI3 IdOmicisninf lueu21jiaumO32a eugts ueua jOauleNud UOWOX OP3 sgn; y;l pa;tcaosst saaf jo; uopmpsunf It3ol ay; ql!m i13a40 •6 Cluo s;apno 1030 apls;no put aalnaas .Io; sl Ienoldde O(1.L '8 ia, tiod-old of loud walsAs ay) uo talem ql!m leuoiletado aq lsnw wals,Cs iapluuds aig ay) `paptnoid ji 'L Ienoidde jo alep woij s,Cep 0813o wnwixew a io3 ptlen st Ienoidde tanxod-a1djrJC1.L sigjL •9 ojes aie ley) osoyl ugyl iaylo spnoito Suizignuo uanaid o) slaued leoul3ala of ss000e yons io3 (s)s,Ca3l ayl ploy lleys antleluasaidai pasuawl sty so iol3eiluoo 1e3. 4oala pasuawl ay.L •(fled ayl(q panoidde) wstugyoaw gutVol a ql!m paddtnba aq 11eys slaued ayl sloop Xci po lool aq louue3 leyl ease ue ut aie slaued leou43ala3t `algtgool aq lleys swooi le3til3ala ioualul •S ioloodsut leouloala oql Aq panoicide ,Clleogtoads ssolun alaidwo3 %001 aq ll!m ease ayl qpm paletmsse sootnias leouloala lied •iapio ajes ut pue alaldwoo aq lleys iamod-aid io3 pa)eugtsap eaie ayl ut guu!m leouloala ayj, •atnoas pue lygil iayleam aq lleys ainlonils io gutppnq ayl `iamod-aid o) iotid •b s2a3 S'Aawo)le guipnlout ` slsoo pue sagewep yons lie woi3 uot)oipsunf ayl ssalwiey ploy pue ,Cjttnuoput Allenptntput pug Cllutof of aaige am `,ygu yons 3o ast3i2xa atg wog sagewep swte13 ,Cued pnyl ,Cue Juana atp ut `osly 'lygu y3ns jo ast3i2xa ayl woi3 linsai Am y3tym sl000 io sagewep,Cue io3 algtsuodsoi aq lou IILM uocloipsunf ay) `) ygti yons ast3iaxa uot)3tpstmf ayl pinoys ley) aaige pue puelsiapun ann `aiowiayuny aot)ou )noylim 231nias Ie3uloala aleumual of Awpin 2y)13aup of lygu leialupun aq1 aney ll!m uotl3tpsunf ayl `ponsst uaaq sey douedn000 jo a)e3gtuao a aiojaq paidn3oo uaaq sey ,Clilioe3 ayl leyl spug iageaiay uoiloipsunf ay13I •£ panssi uaaq sey douedn000,lo oleogtuoo a ltlun paidn33o aq lou ll!m Altltoe3 ayZ -Z sgutllamp ,( ltcue;-o,hl put-aao io3 ,Cluo ptlgn st uoileotidde iamod-aid/gn j, sigl • 1 Suimollo3 ay) puelsiapun pue yltM aaige am `,Cltltoel ay) azigiaua ol,Cuedwoo,Clt11)n aleudoidde ay) gutzuoylne io3 uotleiaptsuoo ul tauad ( e3ti)3a13 :# 1!uuad guipltng H : ssaippy 1340id I :aweN l3afoid 6 81 J.91 01e4 s2utadS . ia;uiM lf4unoj ajounuaS piO3ulas lopalnp 1poo,Suo-I ISj wgjassej IsSupdS aluowelIV salluadoud ' IvI.LAI21QIs3m rlrly iNl3NH x9V xHnnoaHHa V 9n.L H03 .Ls3n aR Revision CBI` J Response to Comments AUG 2 5 2017 J Permit # Project Address: Contact: I- oT 118 1 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date S I-a's I PC Ph: '-tO r C l lQ 1 Fax: Email: S c 3-4hpme.So CbYY-, Trades encompassed in revision: 9 Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: pCOAC--- appoo s ROUTING INFORMATION Approvals 13 Building 15or 9 28-17 Florida'Bwlding Code Online RECORD COPY oAToA oodaa a o Business 81 Professi ..-_- Regulatlion 1111110- BCIS home , Log In , User RegistraIlon , Hot Topics , submit Surcharge , Stats 6 F. Publltatlons , FBC 51aff , SCIS Site Map , units , Search t*r I Product Approval USER: Public User Product Annrnval Menu > PrMUR or Aedlearlen Sparrh > Annllea"on List > Application Detail I1 OFF G_ OF E sccatTaav FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory FL15216-R2 Revision2014 ApproAppr • ved O n InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mttipas@lnterwrap.com Eduardo Lozano elozano@lnterwrip.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@lnterwrap.com Roofing Undedayments a Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Explration Date 11/17/2017 Validated By John W. Kneievich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http//www.Boridebuilding.org/pdpr_epp_dtLaspx?parmn-vOEVXQwtDgv3yV.VKJZIQRAdbyI2ugkQOQyljaHbVeiOpVSvxwSdCoQ%3d%3d[8R412017 1:57:59.P.MI_ ..... Florida Budding Code Online 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 Date __ 05/04/2015 06/23/2015 Summary o_fjProduc FL # Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS216 R2 II 201S 04 FINAL ER INTFRWRAP RHINOROOF FL1S716- R2,IldfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nleminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Umlts of Use. Evaluation Reports FL15216 R2 AE 201S 04 FINAL ER INTERWRAP RHINOROOF FLIS216- R2.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blab Stone Road. Tallahassee FL 12199 Phone: BSO-487-1a24 The State of Florida Is an AA/EEO employer. copyright 2007-2013 etato of Florida.:: Privacy Statement:- Accessibility Sratnmenr :: Refund Statement Under Florida law, email addresses are public records. If you do not went your e-mail address released In response to a publlo-records request, do not send electrordc mall to ttils 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(l), Florida Statutes, effective October L, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Depm innant with an email address If they have one. The emells provided may be used for official communication with the licensee. However email addresses are public rerord. 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 Chaptee 455, F.S., please dick baL. Product Approval Accepts: Credit Card Safe htipJ/www.floridabt@diog.ag/pdpr_app_4dAspu7paTamcr%vGEVXQwtDgv3yVVKJZ1QRAdhyl2u8kQGQyljd&VaiOpVSvxwSdCoQ°had°/.3d[IV2412017.1:57:59.PK .. TTRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization ll9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-112 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 Sth 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 IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robertl.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The facsimile seal appearing was strthorized by Robert Nkminen, P.E on 04/27/201S. This does not carve as an electronically signed document Signed, sealed herdoaples have been transmitted to the Product Approval Administrator and to the named client CER11FICATIoN 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. S. This Is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. I TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underayment Compliance Statement: RhlnoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1S07.S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1S07.9.S on Heating 1507.2.3,1507.S.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1S07.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 10053939SC04002 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 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available In 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. S.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 RhlnoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. S.S Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPnONS Underlayment Asphalt Nall -On Tile Foam -On Tile Metal wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoofU20 Yes No I No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhlnoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments In FBC Sections 1507 for the type of prepared roof covering to be Installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-112 Cerrificote of Authorization #9503 FL15216-112 Revision 2: 04/27/201S Page 2 of 3 fTRINITY IERD 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 GA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Wamock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 CertlficoteofAuthorization #9503 FLIS216-RZ Revision 2:04/27/201S Page 3 of 3 fT'RINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance:02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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 DC4 ANE1983 The laalmne seal appearing was authorized W Robert Nleminen, P.E. on 0e/27/2015. This does not serve as an ekctrmdcalty signed document. signed, sealed hardt:oples 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. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 1TRINITYIERD 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, T3507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1S07.8.3,1507.9.3,1S07.9.5 on Heating 1507.2.3, 1507.S.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1S07.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: 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 300539395CO"06 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHl for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nall -On Tile Foam -On Tile Metal Wood Shakes Slate orIShinglesShinglesSimulatedSlate RhlnoRoof U20 Yes No No Yes Yes F 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 requirements for ASTM D226, Type I or II or D4869, prepared roof covering to be installed. Exterior Research and Design, LLC. Certy1cote ojAuthorization N9503 manufacturer's published Installation instructions and the Type II underlayments in FBC Sections 1507 for the type of Evaluation Report 140510.02.12-R2 FL15216-R2 Revision 2: 04/27/201S Page 2 of 3 4" TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinale 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. MANUFACrURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-R2 CertlJkate oJAuthorization #9503 FLiS216-112 Revision 2: 04/27/2015 Page 3 of 3 1 RECORD COPY 428/2017 Florida Building Code Online SCIS Home 1 Log In I User ilepl,tratlon I Not Topics I Submit Surchmpe I sae, & Facts I Publlratlam I F9C Starr I aas Site Map I Ufft Seen b"' L 1-0 Productic User l Tuselt: weak userd Product Aomovel Menu > BOWL or Annllcetlen StUth > Amdlcatlen Ust > Applketlan Detail FL R.3792-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPFL Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6S11 acarter0lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main StreetJacksonville, AR 72076( 501) 982-6511 Ext 361acarter@lomanco.com JSANFO RD IA, Quality Assurance Representative Andrew Carter Address/Phone/Email 21.0i West Main Street Jacksonville, 1 AR 72076 7501) 982-6511 Ext 6163 acerber®lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Mlaml-Dade BCCO - CER validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlami-Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By REVISION Product Approval Method Method 1 Option A h Mlhvww.floridabuilding.org/pr/pr app dAspx?param=wGEVXQwtDgsFgPK)bmgPGbeVJdlkEk7oGQIzyYrvnkal o3d 1/3 4128f2017 Florida Building Code Online Date Submitted 09/30/2015 Date Validated i0/06/2015 Date Pending fBC Approval Date Approved 10/09/2015 Date Revised 08/16/2016 a . , ,.— •fir-- WAWiWillProducts'---._.-_..: .• -.r .-. '•. t..:i _:... -'----._.L.. P _- .... pL a: • .: ' " •' Model Number or:Nanie.OescNptlan 3792.1 135 Root Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA ti- Approved for use outside HVHZ: Yes 0602.02.ndf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/17/2016 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Model 135 Roof Vent and Model 2000 Power FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602.02.odf Roof Vent shall be Installed over composition shingles roofs Verified By: Miami -Dade BCCO - CER only. 3. Model 135 Roof Vent and Model 2000 Power Roof Created by Independent Third Party: Vent shall not be Installed on roof mean heights greater than Evaluation Reports 33 feet R-3792 R8 AS Lomanco 135 - 2000 PV - NOA ii- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730 Roof Lower " Aluminum Roof Louvee Limits of use Certlficatlorl Agency certloc"ate • ' Approved for use in HVMZf Yes , FL3792 RR GAC Wrlianco 700 Set les - IdOA 11- Approved.for use•ouldtse'MVNZ:•Yes 0602.04.odf Impact Resistant: N/A Quality Assurance.Contract Expiration date, ' Design Pressure: N/A • •, ; , ? Other: 1. Refer to,eppllcable building codes for required 08/16/2016 Itistalfetlori Instnictlens: ventilation. 2-Lomaiioo.'s Model 736,J50,770 Roof-LouYers. shall comply with applicable bullding code. 3. Urninco's Mode1.730,75d,770 Roof LduVbrS sti'all not be installed on: roof FL3792 Ra II• Lornancu 700 Series - N6A 11-0602 na pel} Verlfied:By: Ml4ml=Dade BCCO - CER Created'by Independent Third Party:. mean heights: greater than 33 feet : •' ' : Evaluation Reports FL3792- R8 AE.-Lomanco 700 Series = NOA'11=0602:04:odf Created. -by Lldependentlhlyd Parfy:.Yes 3792.3 750 Roof Louver Aluminum Roof Lower Limits of Use Certification Agency Certificate Approved for use In HVHZt Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other. 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's FL3792 R8 II Lomanco 700 Selves - NOA 11-0602.04.odf Verified By: Miami -Dade BCCO - CER Model 730,750,770 Roof Louvers shall not be Installed on roof Created by Independent Third Party: mean heights greater then 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.odf Created by independent Third Party: Yes 3792.4 770 RoAf..LoUver Aluminum Roof Louver 7 . - L'Imlts of Use Certification Agencyr CortlAcate Approved for.use In-HVHZ: Yes Approved for use ogielde HV,HZ::Yes " FL3792 R8 C CAC' Lo rirb' 700 Series -' PIOA 11- . 0602:04:odf Impact ResLstaiit: N/A' QualltV.A' i6rance Coniract.Expliatlon Date Deslgn Pressure: ;N/A 08/16/2016. . . Other. 1. Refer to applicable building codes fbe,requlred' Insfallatlonlnetructlons ventilation. 2. L.omanco's Model 730,750',77p Roof Louvers shall:comply with -applicable bulding coda. 3.1orperir<o's .:. 4•.. Model 730,750,770 Roof•t.ouvers shall not be -Installed -on roof 44E1;3792 •R8 'IL d:omanco J00 Series - NOA 11-0602.04:odf Verlfied'By:.Mlaml-Dade BCCO- CER Created by fndepttiident Third Party:' mean heights greater. than 33 feet. 6va(uatlon Reports FL3792. •R8 AE Loma nto 700 Series - NOA 11-0602.04.ddf Created 4y. independent Third Patty, .Yes 3792.5 Design Pressure: N/A Other. 770D Roof Louver I;(: . /.- !I Aluminum Roof Louver Certification Agency certificate Quality Assurance Contract Expiration Date 10/04/2020 Installation Instructions FL3792 R8 IL NOA 15-0709.09.odf Verified By: Miami -Dade. BCCO - CER Created by independent Third Party: Evaluation Reports 0 I httpsJlwww.11oridabUlding.orglprl eppdll.aspx?param=wGEVXOwtDgsFgPhXOMSPGboAdikEk7oGQ&yYnmk%3d 2/3 4P28/2097 Florida Building Code Online IFL3792 118 AE NOA 15-0709.09.0df Created by Independent Third Party: Yes M M Contact Us :: 2601. Blair Stem Road. Tallahassee FL 32399 Phone: 850.467-1824 The State of Florida Is an AAIEEO employer. Corvricht2007-2013 State of Florida.:: Privecv Statement :: Acescihlllty Statement :: Refund Statement Under Florida law, emall addresses are public records. If you do not want your a -mall address released In response to a pubilc-records request, do not cord elactmrde mall to Chia entity. Insured, contact the office by phone or by tra lldonal mall. If you have any questions, please contact 850.497.1395. *Pursuant to Section 4SS.27S(t), Florida SpithAw, effective October 1, 2012, licensees 0cansed under Chapter 4SS, F.S. must provide the Department with an email address If the have ate. iThhe emails provided may be used for official communication with the licensea. However emamalladdressr s am public racord. 1f you do not wNh to supp a personal address, please provide the Department with an eall address which n be made available to the public To detannlne If you are a Rceraee under C ter 4SS, F. S., please click bcM- Product Approval Aecaptal Credit Card Safe MlpsJ/ www.& xidabullding.orgW/pr app gN.aspx9param=wGEVXQwtDgsFgPhXo=GPGbaMcgkEk7oGQ6zyYr nkek3d 3/3 M IAhMI NII.ANII-DARE 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 (796) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) . www.mlamidade.eov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA, is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after.a renewal application has been filed and there bas'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 NO* Failure to comply with any section of this NOA shall be cause for teuninition andremoval of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.inay be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A* copy of this entire NOA shall be provided to the user by the manufacturer -.or its distributors and shall be available for. inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831:07 and consists of pages L through 9: The submitted documentation was reviewed by Gaspar J Rodriguez. A. NOA No.: 16-0510.28 r AMIZADE CouN rr Ezpiratton Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 0 ROOFING COMPONENT APPROVAL Ca or : Roofing Sub-Cateeorv: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S '16" x 20-5/16" x 5" . TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter.opening. Model 750-E 23" x 27-1/4" 'x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR' EVIDENCE SUBMITTED: Test AQencv Test Identifier Test Name Date Center for Applied Engineering MDC-98&99. TAS 100(A) 03/16/95 PRI Construction. Materials LOM-013-02-01 TAS 100(A) 05/21/07 . Technologies RRWA-001-02-01 TAS 100(A) 07/29/15 NOA No.: 16-0510.28 rnaratiweoe courrrr Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the.vent'is centered over vent hole. Fasten the base to roof decking with 1'/4" aluminum annular ring shank nails. With the first nail 1'%a" from roof louver end and a m;n;murn of 6" o.c. at the front and backside'of louver vent parallel to the ridge. And with the first nail 1'/4" from -roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all -seams and nail heads with'roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published'literature. Minimum Slope: 2:12 NOA No.:16-0510.28 rnahtwaoeeou nr Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 1 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 Lu%uTATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes: , . 3. Lomanco's Model 730,750,7S0-S, 750-E, 770 Roof Louvers shallnot be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,756;750-S, 75M, 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. MIAMFPAOE COUNTY NOA No.:16-0510.28 . Expiration Date: 08/16/21 Approval Date:.06130116 Page 4 of 9 DETAIL DRAWINGS DETAIL A i I ZN 700 SERIES LOWERED RooF VENT NOA 1Ko.:16-0510.8 Expiration Date: 08/16/21 Approval D a te: 06/30/16 Page 5 of 9 DETAIL B 1 MIAMMADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAM B (CONTINUED) FASTENER'LOCATION FOR METAL PANEL INSTALLATION OF' 750 FASTRNRR MIAMFDADE COUNTY NOA No.:16-051018 Expiration Date; 08/16/21 Approval Date: 06/3b/16 Page 7 of 9 DETAIL C I DETAIL NOA No.: 16-0510.28 IAPPROVEOI Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I Documented Construction Value: $ 4,676.00 Job Address: 4047 Night Heron Drive Historic District: Yes No Parcel ID: 17-20-31-502-0000-1810 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install new Ac with duct work and venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name Brinsson INV LLC Phone: Street: 27 N Summerlin Ave City, State Zip: Orlando, FL 32801 Name Energy Air Inc (Robert Kulp) Resident of property? : NO Contractor Information Phone: 407-886-3729 Street: 5401 Enegry Air Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: 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: 51° Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: -In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. V-40 8/23/17 Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Robert Kulp Print Contractor/Agent's Name 8/23/17 S, a ty fiE LKn s+ Notary Pubac State of Florida Ards ofullon g My Commission FF 955060 of adF Expires 01/3112020 Contractor/Agent is 1n ersonalb Me or Produced ID Type —on BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type; Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30. 2015 Pennit Application WORK ORDER Job t. 33341 Date. 617M17 wxu ILL TO 2Horses • A I uD: Inmawva 1611 ADDRESS. 1 ureetw000 Blvdl Ste 1 4 Job Addr*W 404Night CT'/ STATERIP Lake Marv. FL 32746 Smm / Zp IFL 32773 M 119523 Order Taken By. Equ ptnerd rind: Corder 1e SW Heal o R-410a Job Contla S e AM•1 or fumaca 9/CNP030L0 A aFumes Job Pnorm 4077301311 Healer or Coo 401 Hewer or Col Date Requested. CU•1 14N CU•2 Oats Requited rsmt THmoolool Tsml Flier Baas WcaOon NIA 2nd FI Int Closet RW Bsse AHU Loeabon Porrnk Infortmation:AMU E 14 00 SEER 2 HSPf Effidency MUST BE ACCURATE AND CON ot unuoa 4 or Furnomi Hester or Col Heater or Coll Bldg Pertn0s CUJ CUB Towcanlp: rSmt Tstat FOmr Bass FRW Base AHU Lncabon AHU Location Inc! an Suedem Permit no E Eflidencv EAI Pulls Permit zoning Brsnd: nsmne Vent Damper mmim no i Sulder nib WM pen• ZpleKk 91 ZDt EAI calla Vdpecdm, no Zane Ka 02 ZO2 TMmmemm ZD3 Vera atim Cost 365.00 TranamrrtleI 2LK Surge Prbtem ZO5 BypassDamper st 206 BVPGU Damper 02 ZO7 PO NuRkbom ON Yes f o t ss No Gni stamped Sit. 14 x F1ve Plpa. x OrS.Stemped Rom 6 Feder One Gm WNte S! A Adl x Mary 6 FBer Gm. RIA White Akm--EMeL car Cl. x KIL Mood DueL T-Com. stab: Kit Down Draft Dud r-Host Recovery: fan 60 dm BF060 T--T-frwOAlr. fan 0m 81F0F70 x Bath EA. Oust DrmrV@nt Special Instructions Or Coamnatus. Acamintim Oa Muni Job 0 Invoke Due Dam: Eawneted EsumsMd Task - Description Hours Cost 03•Fatwk>o" Labor 1. 2a 95 km t 04-InamOatlon Labs 2S 1 55 06-111ping Labor 6 66 116 66 32 33/. 14Kltdmn Vam Trim 02-MaferlWyas 1. 207.33 01•Equlpment/rox 1,339 T7 09-ParmINOthw 0. 00 011.0elwerylebor 135 1700 20Jru0 Mammal Labor 34 01 Total Cerdram to 87 12-StonupLabor Z. 50 42501 Joe 0: Ashton. Staniphl Hommt Pod* kod for. Energy Alt, Inc W /t f sMg )R 5e01 Enef07Au,01 0.*M /L 22M Oe.Mo. fL U010 Pony. 407400372$ wwfrgYUfcofn ORenfrf eneryyekmm Saw e1S/• IVf .4. "ms7 va a aufrou mff. W. seam sa _ em, Po.tel Isaa M" AMleNINTALSWO 2a TON 24M SKW NP Job e: Ashton. starlight Home* Energy Air, Inc fie' UP r 14 Pod*RIto for. w lal Im Tot IObMi,Yelbine l m/ ss01EMIg."j'll /A01 e3Ylm1] aeiasq Fl32M Glb'44? "472 ml/.rf lsetee Phale•e Ra 0/. a Mwwr/el lsl lass ntti wlenngprmn nRenlrn lgratoam C/o 47 "' ; I" +. FINAL BOUNDARY SURVEY H&r&Vk WYNDHAM PRESERVE -LOT 181 PCP S 89'40'51 " W 280.00' d W a, CENTER LINE BLUE GROUSE LANE PCP 3i a 50' RIGHT—OF—WAY tT p CONC (PRIVATE ROAD) m E A 1 CURB 0 z o> 5'CONC SIDEWALK o in a II a it rt o: W ` N '410'51 "'E •' 9 '.. ; ° d. 1/2 NO / aoao 0 263 0i x G ----------------- - - - - -- - - -- ---? -- w-to raj NI yr EHfjL---^ n m C n 10 UTILITY ettl c o N N EASEMENT (P) yam° Z 04 / ,thtAA C3 • S/R I r---- ----------------------- -------------------- -- V ao m U i 547'- 29.0 Od' I 2 STORYOR l N RESIDENCE C 04 ^ N CONC WALK 1,100- mLOT 181°o IAREA = 8,774 S.F. t LOT 218 Z2z, ^ 25.3' I 4047 MGHT HERON 10. 0 o O 36. 0 DRIVE n h 24 . e .' M PATIO o v0 ': CON RETE' .. a k _ .. 4 .. ORNEWAY ' 04 Rc FFE= 28.7 10.0 Z ( p r. e ; W J 35.0 A/C PAD 54.7' ; N 125. 3' 9 ^ %CV cli CO cNiF/R 112 NO ID--\ S 89'43'03" W 25. 00,13.0.2 sI 115. 00' S89043'OJ NW ? s' i12 NO /D LOT 217 PCP 1 LOT 182 f I WYNDHAM PRESERVE BUILDING LAYOUT NOTE: Building Setbacks Contractor and owner are to verify all LOT181Setbacks: Per construction plans for setbacks, building dimensions, and layout WYNDHAM PRESERVE% City of Sanford shown hereon nor to an construction, and PB81, PG 93) Seminole County, Florida. immediately advise GeoPoint Surveying. Inc. of any deviation from information shown hereon. Front = 25' Failure to do so will be at user's sole risk. Rear = 20' Side = 10' Side Street = 25' 417 CURVE DATA TABLE NO. RADIUS I DELTA I ARC I CHORD I BEARING C1 25.00' 089-57-48" 39.25' 35.34' N 44V41'57" E 4"" "`"` LEGEND:ADUSSD-Access Oroino a UtilitiesSidewalk LB -Licensed usiness g / BFP- Baekflow Preventer Sight Distance Easement S - Survey PRM-Permanent Ref. Monument R - Reported PCP -Permanent Control Point D - Description FP&L -Florida Power do Light P - Plat FFE-Finish Floor Elevation D. . - Deed Book Water Meter O. R. -Official Records Book D4 -Water Valve P. B. -Plat Book 0 =Fire Hydrant Pg.- Page RCM -Reclaimed Water Meter Elev. - Elevation RCD4-Reclaimed Water Valve Cone. - Concrete Cable Box BP - Brick Paver ID -Telephone Box SW - Sidewalk E-Electric Box FFE- Finished Floor Elevation 0-Utility Pole CI - Curb Inlet Guy Pole GTI- Grote Top Inlet Light Pole P. U.E.-Public Utility Easement Guy Anchor RCP - Reinforced Conc. Pipe oU--Overhead Utilities PVC - Polyvinyl Chloride Storm Sewer Manhole NCS- No Comer Set (Falls in Water) G-Sonitary Sewer Manhole SF - Square Feet EHNo -Electric Handhole D. U.E.-Drainage/Utility Easement COO -Clean Out FMGD - MAG NAIL do DISK CVP4-Irrigation Control Valve P. K.-Parker Kolon Nail p -Sign SIR - Set 1/2• Iron Rod LB7768 WM-Gate Water Valve SPKD - Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2' Iron Rod L87768 119-Existing Grade FlP- Found 1/2• Iron Pipe LB7768 CI -Blow -off Valve FPKD- Found P.K. Nail do Disk L87768 ----Drainage Flow Direction FCM- found 4'x4' Concrete Proposed Design Grade Monument PRM LB7778 -As-Built/Existinq Grad Note: Some items in above leaen may not be aoolicable Uescription I Date I Dwn.ICk'd I P.C.IOrder No. DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. SURVEYOR' S NOTES: PREPARED FOR 1. Current title information on the subject property had ASHTON WOODS notbeenfurnishedtoGeoPointSurveying, 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, ri LOOD ZONE: rights —of —way, set back lines, reservations, agreements, and other similar matters. The property shown hereon is on the Federal 2. This survey is limited to above ground visible improvements, and that nothing below the ground was Emergency Management Agency's Flood Insurance located including, but not limited to foundations (footings). Rate Map Panel Number 12127C-0765H. in Flood utilities. etc. Zone 17 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. DESCRIPTION: LOT 181, according to the plat 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited of "WYNDHAM PRESERVE" thereof as without the written consent of the signing or parties. g p recorded in Plat Book 81, page 93 of the Public 6. This survey is intended to be displayed at 1• = 20'. Records, Seminole County, Florida 7. All boundary line dimensions are field measured unless otherwise noted. Last Date of Field Survey: 10 27 2017 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors dr Mappers in Chapter 5J-17. Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. / GeoPoint Surveying, Inc. es D. LALS6915 Drawn:MTP Checked: JDL P.C.: Data File:&imnEwt-Mat IT RIDA PROFESSIONALONAL SURVEYOR Qc MAPPER N0. S.................. NOTVALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 10/30/17 Dwg: Firmsoud-Eolith Order No.: — RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER NEC, 17 - TWN. 20 S. - RNG. 11 E. Feld Bk: e—