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HomeMy WebLinkAbout2455 Waxwing Way 17-2652; NEW SFHCOUNTY OF SEMINOLE I l 2 &S Z IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 DATE: September 14, 2017r"` BUILDING APPLICATION #: 17-10000655 BUILDING PERMIT NUMBER: 17-10000655 UNIT ADDRESS: WAXWING WAY 2455 17-20-31-50.2-0000-1600( 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: 2455 WAXWING WAY / LOT 160 SFR WYNDAM PRESERVE. FEE BENEFIT RATE UNIT TYPE CALL UNIT TOTAL DUEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS 1.000 dwl unit 705.00 N/A Single Family Housing .00 1.000 dwl unitFIRERR 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 SCHOOLS 1.000 dwl unit 54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00PARKSN/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: Amnr3da Gnio Q SIGNATURE: f)ryu s PLEASE PRINT NAME)) _" 0 DATE: t-9_(R NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEBUTNOTLATERTHAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Ito0 Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: i_- I Z)' i I"ci` I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): Ca' The specific permit and application for work located at: a.LlSS LIJq -'L LLS i t)-T Stree dress) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing i trument was acknowled ed befo e me this day of 200 L by t - who is personally known to me or who has produced as identification and who did (did not) take4h oath. P tAR Shayne Man Signature o NOTARY P(/gLIC Robert WilletsG, TE OF FLORIDA Comm# GG113111 Print or type name El 9$ Expires 6/21/202, Notary Public - State of Commission No. My Commission Expires: Rev. 08.12) Parcel ID: Type of Work: New Description of Work: CITY OF SANFORD CEP 2017 11 BUILDING & FIRE PREVENTION PERMIT APPLICATION Q Application No: 11 Addition sa -- K Documented Construction Value: •cu C Alteration Repair Historic District: Yes No [ Residential P commercial Demo Change of Use Move Plan Review Contact Person: Title: Ve-116t4—Ce-y70-- Phone: Llb----An f )1 Lei Fax:YJtP4(Email: , Property Owner Information h CV0) Name mac' ic hlht. v (_L. Phone:p D_( Street: l©CQ{' c"_r-S. V>_, ` Resident of property? City, State Zip: , r Contractor Information Name \ Pone: c&e ( Street: 1 0-SZ,`i' ( Fax• c City, State Zip: LaIA- PL aD LKP State License No.: Architect/Engineer Information Name: P Phone: (,_S u4W Street: L (YY' 2 <. . Tax* City, St, Zip: Y1h E-mail: l U- S f -nut-A bar\ Bonding Company: Mortgage Lender: tN Address:. Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations. as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, 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 do n mpliance with all applicable laws regulating construction and zoning. Signature of er/Agent Date Signature of Contractor/Agent Date Signature Owner/Agent i Produced ID Shayne Mangei NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 I EA Expires 6/21 /2021 s r/Personally Known to Me or Type of ID Robert Willets Print Contractor/Agent's Name Signature of NotaNy-State of Florida v Date VShayne Mangei NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 CE19 Expire/21/2021 Contractor/Agent is !/ Personally Known to Me or Produced ID Type of ID c BELOW IS FOR OFFICE USE ONLY Permits Required: Building Z Electrical M Mechanical ff Plumbing Gas Roof Construction Type: Occupancy Use: 123 Flood Zone: X' S [Z A'f'>-,RCt{ cD Total Sq Ft of Bldg: 2 Min. Occupancy Load: q' # of Stories: New Construction: Electric - # of Amps I Plumbing - # of Fixtures 141 Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: l UTILITIES: WASTE WATER: ENGINEERING: VA (Lq " 6 FIRE: BUILDING: 1 LL8• Ok to construct single family homeCOMMENTS: _ with setbacks and impervious area shown on plan. 52, '7 °/, kzoo ka"n s - T, C,- Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 0 Documented Construction Value: $ Q'5('D1)p Job Addre Parcel ID: CA Historic District: Yes No [' Qm Residential P" commercial n Type of Work: New t..t' Additioon Alteration Repair Demo Change of Use Move Description of Work: K Plan Review Contact Person: I AMP Title: Phone: Lk_> 12 fI(_Q.Fax: Email: __p 1 Property Owner Information h es- czrh Name mo t' ('0k4 lAnn&s El. t Lam— Phone: (4)R---ic, C 0. ( Street: o (P2r1 c (` S t Resident of property? City, State Zip: )nc=n 4 i EL 3 ayI-P r Contractor Information Name \ CS f Phone: L(i fi C)k Street: l CSZ r ( x: City, State Zip: Q- PL State License No.: C- I S2Q3LFJ Architect/Engineer Information Name: w Phone: S Street: 6- (Ylc xG _- Sax: City, St, Zip: E-mail: U-e S -D fY-\U A yN'0_CY\ Bonding Company: A Address:` e P Yyl Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO "YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO. OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations.as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3. Shall be inscribed_with the date of application and the code in effect as of that date: 5'h 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 do n mpliance with all applicable laws regulating construction and zoning. Signature 077 f er/Agent Date Signature of Contractor/Agent Date C -,, Robert Willets Print O Agent's Name Signature of Notary fate of Florida Date Shayne Mange+ NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 J Expires6/21/2021El is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name Signature of No -State of Florida Date IWR-44gxShayNOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Nce is Expiree"/21/2021 Contractor/Agent is [/ Personally Known to Me or Produced ID Type of ID r 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 # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories• Plumbing - # of Fixtures: Fire Alarm Permit: Yes No UTILITIES: l$ WASTEWATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED BUILDING PERMIT Min Max 10 10 20 30 30 40 50 50 1000 60 70 70 1000 1000 Permit # ill - Inspection Description Foundation/Formboard Slab Lintel Sheathing — Roof Sheathing — Walls Roof Dry In Frame Roof Final Insulation Final Insulation Final Single Family Residence Address: ? L4,S'5 tWAdtvt 0i9-- tAo -/ Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final f u"37.'.dGA".k:'u^2+i @;, `t:.'''tl'F "'6'x«EF"•`M4` IPLUM+BnvG PFtxMIS? Min Max a'+f'fi; Ctk'k.S'*Mb1'°y'iCn+ :`,t y"'N1'a-'rJ''ro°„t.y'sr` Z'4 aWn m^ MI5 q k m ("L"a 4:.l .V Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final V tl i # $J.. q5" yi jd. Min Max I Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407 647 3700 Fax: 407-647-0700 Email: shayne.mange)@starlighthomes.com Property Address: 2455 Waxwing Way Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1600 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: E 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) 10 it i B i II i idP 141§ i i jai ( e ,'®- u'y erg a .UNti'u OFFICIAL USE ONLI( ityn 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: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2652 Reviewed by: Michael Cash, CFM Date: September 6, 2017 I `0 Pq Application for Paved Driveway, Sidewalk or WalkwayIncluding Right -of -Way Use & yob Y 1877— A Landscaping in Right^of-Way vmmsanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.6140 Fax.407.688.5141 Lnrr— it 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 Ci s regulations and the attached construction plans approved as art of this permit. The permit is required for driveway ortY' 9 P PP P P P q Y sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of aY driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly identifying the Know whars below. size and location of the existing right-of-way, j- and use shallbeor application could be delayed. Call before you dig. provided1. Project Location/Address: `1J( a1\t'1C' 2. Proposed Activity: Driveway alkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: This application is su itt Property Owner. Signature: Print Name: n LA Address: NV- Phone: ( r21 Fax: Email: o a e'irt Mr MaintenanceResponsibilities/Indemnifications V\Q 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 Requestor's expense and, if necessary, file a lien on the Requestor' s property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its counciipersons, 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 's right-of-way. I have ad and nd tand the above statement and by signing this application I agree to its terms. Signature: Date:I 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: Official Use Only Application No- Fee: Date: Reviewed: Public Works Date: Utilities 0. Date: Approved. G 6 - 26( -7 EngineeringDate: 1 Site Inspected by: Date: Special Permit Condltions; November ZU15 ROW Use Driveway.pdf Wyndham Preserve (FLBE) CITY OF SANFORD Lot: I L-qC) Model#: Garage: Address: , 3 J l occ 1 STO 2 ST - RY HAS TO HAVE EASTERN SPECIFIER GUIDE W/ PERMIT) IDING `\ 9 SIDING (USE PRODUCT APPROVAL SPECIFICATIONFORM W/ SIDING FL13192-R4 Subs: Permitting: Amy 2 Sets of Signed & Sealed Plans 2 Sets of Signed & Sealed Truss Engineering Sets of Energy Calcs Sets of Product Approval Forms and Print -Outs 2 Sealed Plot Plans 2 Electrical load calculation sheets and diagrams 2 Sets of Plumbing Riser Diagram PLAN REVIEW FEES ($25 APP FEE, $3.00 EVERY THOUSAND) Y NOC Check ($16.00 per unit) WATER METER FEES- City of Sanford ($910.00) ITEMS SUPPLIED BY Amy Building Application Application for driveway/ sidewalk NOC Power of Attorney Copy of Recorded Warranty Deed Wastewater Capacity Application Window Forms for Building Dept. Reclaimed Water Forms for Utility Dept.- at time of picking up permit Water meter application — at time of picking up permit Tug/ pre -power agreement (drop off at City of Sanford w/ permit) ROAD IMPACT STATEMENT (APPLY ONLINE WHEN PERMIT IS SUBMITTED) paid with permitting fees Comments: Go Notification of New Construction FPL Important Contact and Project Information -Residential Please attach your site plan (showing well & septic) to the application. Residential • Address p4ingle Family • City/Zip =%' f:Pca Multiple Family • Lot_ Block Section Mobile Home • Subdivision Name Gate Code Contractor Name p,.ej f-%f4-S t— E-mail Address S4cx.r(j cokyn Mail Address City, St., Zip t l Phone Number hone Number Fax Number Pager Number Electrical Contractor Name _ rY {j c Phone Num`i r U'0 6, Cell Phone Number Homeowner Name Phone Number How would you like to be reached? elephone Mail Ek 'mail Cell phone NOTE! ***All payment must be paid up front and mailed to: FPL General Mail Facility: Miami, Fl. 33188 *** Type of Permanent Service Ov head ZV6nderground Type of Temporary Service O erhead ($367 IF AVAILABLE) i Jnderground ($209 IF AVAILABLE) Desired Date For Permanent Desired D to For Temporary i / l'A- Site Plan Total A/C square footage (aob Number of A/C units , Size Heat Strip Size KW Main Panel Size AMPS Desi d Voltage I20/240v-lph 120/240v-3ph 120/208v-lph 120/208v-3ph Your FPL Constructions Coordinator E yE WhatFPL WiII Provide out I m w x r A Matt Sauey NW Industry Know How 2626 W State Road 46 Sanford, FL 32771 Technical Proficiency Hands-on Project Management Ph. 407-328-1920/fax 407-328-1910 Crew Professionalism & Knowledge 0 Matthew. Saue FPL.com k;,; Open communication THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Mary, FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: 0IJIg1 L:, r 1v i'' i Parcel ID Number. 17-20-31-502-0000- It-o co The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve, PB 81 Pas 93-1.02, Lot I La o Address: S Lj-g,xLj%'r1xk GENERAL DESCRIPTION OF IMPROVEMEN : Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the 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 penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to the be y kjiow, edge and belief. er s Signature Owners Printed Name Florida Statute 713.13(1)(g): "The owner must sign the notice of commencement and no one else may be permitted to sign In his or her stead. - State ofCountyof The foregoing In`st-ru^mentt waS acowlleedgeld before me this k day of - k 20 by { Y V' ' (c. Y Who Is personally known to me Name of person making statement OR who has produced Identification type of Identification produced: Shayne Mangel S"wi NOTARYPUBLICSTATE OF FLORIDAComm# GG113111NCE 5Expires 6/21/2021 I 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 160 - 1200 L L 39EXILl Builder Name: Starlight Homes BUILD Street: a(.1 S5 ims City, State, Zip: FL, 32773 Permit Office: S i lefyounty2 6PermitNumber. F y / 5 2Sanford , SANFO}DOwner. ( Design Jurisdiction: p - Ae"MoleLocation: FL, Sanford County:: (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types(1356.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1153.50 ft2 b. Frame - Wood, Adjacent R=13.0 202.46 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1200.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1200.00 ft2 6. Conditioned floor area above grade (ft2) 1200 b. N/A R= ft2 Conditioned floor area below grade. (ft2) 0 0. N/A R= ft2 11. Ducts R ft2 7. Windows(117.4 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 240 a. U-Factor. Dbl, U=0.34 117.36 ft2 SHGC: SHGC=0.26 b. U-Factor. N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 24.0 SEER:14.00 c. U-Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft2 a. Electric Heat Pump 24.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.767 ft. Area Weighted Average SHGC: 0,260 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (1200.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1200.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.098 Total Proposed Modified Loads: 42.59 PASSTotalBaselineLoads: 42.55 1 hereby certify that the plans and specifications covered by Review of the plans and i'xKE Sr,1, this calculation are in compliance with the Florida Energy specifications covered by this v0 _ FOB Code. calculation Indicates compliance:,,, with the Florida Energy Code. u„ s „ {O 2PREPAREDBY: v - Before construction is completed q DATE: / 2 / i this building will be inspected for compliance with Section 553.908 0 a I hereby certify that this building, as designed, is in compliance Florida Statutes. e-, with the Florida Energy Code, COD WE OWNER/AGENT:- BUILDING OFFICIAL: DATE: DATE: I ?12A-f'7 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with section 803 of RESNET Standards, is not greater than 0.030 On for whole house, 6/20/2017 9:39 AM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 160 - 1200 TL User 1 Starlight Homes Seminole County Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1200 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Street Address Lot # 160 Block/SubDivision: Wyndham PlatBook: Street: County: Seminole City, State, Zip: Sanford , FL, 32773 CLIMATE V Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1200 11160 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1200 11160 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 122.5 ft 0 1200 ft2 0 0 1 ROOF 1/ # Type Roof Gable Roof Materials Area Area Color Solar Absoc SA Emitt Emitt beck Tested Tested Insul. Pitch deg) 1 Hip Composition shingles 1342 ft2 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC V . # Type Ventilation Vent Ratio (1 in) Area RBS 1RCC 1 Full attic Vented 300 1200 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1200 ft2 0.1 Wood EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 S Exterior Concrete Block - Int Insul Main 4.1 29 0 9 5 273.1 ft2 0 0 0.6 0 2 E Exterior Concrete Block - Int Insul Main 4.1 42 6 9 5 400.2 ft2 0 0 0.6 0 3 N Exterior Concrete Block- Int Insul Main 4.1 8 0 9 5 75.3 ft2 0 0 0.6 0 4 W Exterior Concrete Block - Int Insul Main 4.1 43 0 9 5 404.9 ft2 0 0 0.6 0 5 N Garage Frame - Wood Main 13 21 6 9 5 202.5 ft2 0 0 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Wood Main None 39 3 6 10 20.5 ft2 2 S Wood Main None 39 2 9 6 10 18.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Vinyl Low-E Double Yes 0.34 0.26 19.4 ft2 1 ft 0 in 1 ft 0 in None None 2 S 1 None Low-E Double Yes 0.34 0.26 8.0 ft2 1 ft 0 in 1 ft 0 in None None 3 S 1 None Low-E Double Yes 0.34 0.26 18.0 ft2 1 ft 0 in 1 ft 0 in None None 4 E 2 None Low-E Double Yes 0.34 0.26 18.0 ft2 1 ft 0 in 4 ft 0 in None None 5 W 4 None Low-E Double Yes 0.34 0.26 18.0 ft2 1 ft 0 in 1 ft 0 in None None 6 W 4 None Low-E Double Yes 0.34 0.26 18.0 ft2 6 ft 0 in 1 ft 0 in None None 7 W 4 None Low-E Double Yes 0.34 0.26 18.0 ft2 1 ft 0 in 1 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 424 ft2 424 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1302 71.48 134.43 302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 24 kBtu/hr 1 sys#1 6/20/2017 9:39 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Aif FlpW _SHR Block Ducts 1 Central Unit Split SEER: 14 24 kBtulhr 720 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 ft2 DUCTS Supply — Return — Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 240 ft2 Main 60 ft2 Prop. Leak Free Main cfm 36.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin [ f Jan [[ jj Feb j j Mar j A rE j Ma Jun [Xj Jul [X] Au Se [ j Oct (]Nov Dec Heating X Jan [ICJ Feb (X] Mar Apr I MaY Jun [ j Jul [ ]Auri SeP [ jrl Oct [X] Nov X] Dec Ventin [[ Jan [[ 1j Feb [[Xj Mar X] A r May Jun [ J Jul [ j Aug Se [XJ Oct [Xj Nov 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 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV ` Heating System Run Time Cooling System Runtime Vent 50 0 0 1 -Electric Heat Pum 1 - Central Unit 6/20/2017 9:39 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor: NIA 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. N/A c. NIA New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1153.50 ft2 b. Frame - Wood, Adjacent R=13.0 202.46 ft' 1 c. N/A R= ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1200.00 ft? 1200 b. N/A R= ft2 Area c. N/A R= ft2 117.36 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Main, AH; Main 6 240 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 24.0 SEER:14.00 ft2 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 24.0 HSPF:8.20 1.767 ft. 0.260 Insulation Area 14. Hot water systems R=0.0 1200.00 ft2 a. Electric Cap: 50 gallons EF: 0.95 R= ft2 R= ft2 b. Conservation features None 15. Credits Pstat certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: _ Date: Address of New Home: L City/FL Zip: Note: This is not a Building Energy Rating. If your Index is below70, your home may qualify for energy efficient_ mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/20/2617 9:39 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIERANDINSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 160 - 1200 TL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner. Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air - permeable insulation shall not be used as a sealing material. Ceiling/ attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/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 availablecavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be airtight, IC rated, and sealed to the drywall Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be, sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/20/ 2017 9:39 AM 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 160 - 1200 TL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1200 sq.ft. Cond. Volume: 11160 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50) _ E LA: EgLA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope: During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping, or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 6/20/2017 9:39 AM Where required by the code official, Ole I Pot testing shall be conducted by an , Off, approved third party. A written report of the results of the test shall '"" ' '', be signed by the third party. ts;. .. conducting the test and provided to the code official: 4 BUILDING OFFICIAL: DATE: 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 160 - 1200 TL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL 32773 Permit Number. Design Location: FL; Sanford Jurisdiction: Duct Test Time: Post Construction Duct 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 14 Duct System Divide by Leakage Total Conditioned Floor Area) Qn,Out) 1 certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: 6/20/2017 9:39 AM EnergyGauge@ USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 For: Lot 160 - 1200 TL, Starlight Homes Sanford, FL 32773 Notes: Designlnfo,rmatiomown Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 °F Outside db 93 'F Inside db 70 °F Inside db 75 °F Design TD 26 °F Design TD 18 'F Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 12063 Btuh Ducts 1440 Btuh Central vent (50 cfm) 1410 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 14914 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Coolin Area (ft2) 1201 120 Volume (ft') 11287 11287 Air changes/hour 0:31 0.16 Equiv. AVF (cfm) 58 30 Heating Equipment Summary Sensible Cooling Equipment Load Sizing Structure 12190 Btuh Ducts 1809 Btuh Central vent (50 cfm) 962 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 14961 Btuh Latent Cooling Equipment Load Sizing Structure 1691 Btuh Ducts 265 Btuh Central vent (50 cfm) 1477 Btuh Equipment latent load 3434 . Btuh Equipment total load 18395 Btuh Req. total capacity at 0.75 SHR 1.7 ton Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NBO240000A Cond CH14NBO240000A AHRI ref 7699864 Coil F64CNP030L AHRI ref 7699864 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 16650 Btuh Heating output 22200 Btuh @ 477 Latent cooling 5550 Btuh Temperature rise 23 F Total cooling 22200 Btuh Actual air flow 899 cfm Actual air flow 899 cfm Air flow factor 0.067 cfm/Btuh Air flow factor 0.064 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point = 35 °F Backup: Input = 6 kW, Output= 19028 Btuh, 100 AFUE Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. I"I htSOft` 2017-Jun-20 09 31:12 W g Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCP.... Specific\Wyndham Preserve\Lot 160 - 1200 TL.rup Calc = MJ8 Front Door faces: N wrightsofts Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyaircom Web: vmw.energyair.com For: Lot 160 - 1200 TL, Starlight Homes Sanford, FL 32773 Job: Starlight - Wyndham Date: 4/14/2017 By: Plan: 1200 S Atlantis BONN Design Conditions Outdoor design DB: 92.6°F Sensible gain: 14961 Btuh Entering coil DB: 76.0°F Outdoor design WB: 75.9'F Latent gain: 3434 Btuh Entering coil WB: 63.4°F Indoor design DB: 75.0°F Total gain: 18395 Btuh Indoor RH:, 50% Estimated airflow: 899 cfm Manufacturer's Performance Data atActual Design Conditions Equipmenttype: SplitASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 16008 Btuh 107% of load Latent capacity: 4750 Btuh 138% of load Total capacity: 20758 Btuh 113% of load SHR: 77% Design Conditions Outdoor design DB: 44.2°F Heat loss: 14914 Btuh Entering coil DB: 68.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 22200 Btuh 149% of load Capacity balance: 35 °F Supplemental heat required: 0 Btuh Economic balance:-99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity`. 5.6 kW 12S% of load Temp. rise: 50 °F Meets are all requirements ofACCA Manual S. 2017-Jun-20 09:31:12 Page 1wrightSOWRight-Suite®Universal 2017 17.0.08 RSU17013 CCk ...Specific\Wyndham Preserve\Lot 160 - 1200 TL.rup Calc = VU8 Front Door faces: N Duct System Summary Job: Starlight -Wyndham wrightsoftD Date: 4/14/2017 Entire House By: Energy Air, Inc Plan: 1200 S Atlantis 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyaircom Web: www.energyaircom For: Lot 160 - 1200 TL, Starlight Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate .. Actual air flow Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.306 in/100ft 899 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.306 in/100ft 899 cfm Total - length Su'; I BranU'Detall TableppY 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 bat h 682 45 27 0.380 4.0 OX 0 VIFx 3.8 70.0 bed2 c 1601 91 103 0.326 6.0 Ox 0 VIFx 10.8 75.0 bed3 h 1749 116 110 0.322 6.0 Ox 0 VIFx 12.1 75.0 fam-din-kit c 2625 132 169 0.359 7.0 Ox 0 VIFX 2.9 75.0 fam-din-kit-A c 2625 132 169 0.329 7.0 Ox 0 VIFx 10.2 75.0 fam-din-kit-B c 2625 132 169 0.306 7.0 Ox 0 VIFx 16.5 75.0 m ba h 818 54 26 0.318 5.0 Ox 0 VIFx 13.1 75.0 m bed h 2877 192 119 0.322 7.0 Ox 0 VIFx 11.9 75.0 VAC c 128 4 8 0.361 4.0 Ox 0 VIFx 7.5 70.0 Return Bran` K DetallTaA be ,u$ . 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 Bold/italic values have been manually overridden 2017-Jun-20 09:31:12 wrightSOft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACC& ...Specific\Wyndham Preserve\Lot 160 - 1200 TL.rup Calc = MJ8 Front Door faces: N Level 1 hall bed3 bed2 AHU ON METAL STAND 2.0 TON 240V/ 5KW HP garage Job Starlight -Wyndham Energy AirInc Scale.- 1/8" 1'0" Performed for: Pagel Lot 160 - 1200 TL 5401 Energy Air, Ct Right -Suite® Universal 2017 Orlando, FL 32810 17. 0.08 RSU17013 Sanford, FL 32773 Phone: 407-886-3729 2017- Jun-20 09 31:24 m Preserve\Lot 160 - 1200 TL.rup www. energyair.com GRenner@energyair.com M i o Arv` OO WYNDHAM PRESERVE - LOT 160 YNORTHWEST POINTOFCOMMENCEMENT CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 BASIS OF BEARING) ai PCP S89'40'51 "W 606.15' CENTER WAXWING WAY w POINT OF LINE 50' RIGHT—OF—WAY o BEGINNINGS CONC CURBS (PRIVATE ROAD) rn 0 0 cn N89'40'51'E _ 496.00 tit U: Z: 0U LOT 161 N89'40'51 "E 40.00' o wa CL Lnn o cn'n w IX W 16.0' PCPJ N 0 PROPOSED 5' CONC SIDEWALK 10' UTILITY EASEMENT (P) owo O NW o, N vN 0 I3„' o 4) N J E- H oy, W N a va v v V0ov Z o vve' al P Ma)w I L O 5 v N N m J O O WYNDHAM PRESERVE LOT 160 Proposed) 5.5' Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE City of Sanford, Seminole County, Florida. LOT 160 LOT 159 AREA = 4,400 S.F. ± o M 2.3 5.5, 5.7 PROPOSED 1 STORY RESIDENCE 2455 WAXWING WAYp n N a 1200 ATLANTIS p Jr- ELEVATION - T O GARAGE - LEFT FFE= 29.8 5.5 29.0 l3 4_ Co - o A/C Q o N PAD 10.0 N O 88 40.00' LOT 174 S89040'51 "W LOT 175 LEGAL DESCRIPTION 441 LOT 176 Front = 25' Rear = 20' Side = 5' DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. I miT.A_iQ 1lIi1iContractorand owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. 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:4 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 649.64 feet; thence N.89°40'51"E., a distance of 496.00 feet to the POINT OF BEGINNING; thence N.89040'51"E., a distance of 40.00 feet; thence S.00'19'09"E., a distance of 110.00 feet; thence S.89040'51"W., a distance of 40.00 feet; thence N.00'19'09"W., a distance of 110.00 feet; to the POINT OF BEGINNING. Containing 4, 400 Square feet, more or less. rtr -rooi tqw ment LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk LB -LicensedBusinessBFP-Backflow Preventer Si 9ht Distance Easement S -Survey PRM-Permanent Ref. Monument R Reported PCP -Permanent Control Point D -Description FP&L-Florida Power & Light P -Plat FFE-Finish Floor Elevation D.B.- Deed Book Water Meter O.R.- Official Records Book N-Water Valve P.B.- Plat Book Zf-Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev.-Elevation RCD4-Reclaimed Water Valve Conc.-Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk E-Electric Box FFE-Finished Floor Elevation O-Utility Pole CI -Curb Inlet Guy Pole GTI-Grate Top Inlet Light Pole P.U. E.-Public Utility Easement E--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS-No Comer Set (Falls in Water) G-Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U. E.-Drainage/Utility Easement coo -Clean Out FMGD-MAG NAIL & DISK CVD4-Irrigation Control Valve P.K.- Parker Kalon Nail Sign SIR -Set 1/2" Iron Rod LB7768 WD4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod L87768 11 -Existing Grade FIP -Found 1/2" Iron Pipe L87768 a -Blow-off Valve ft--Drainage FPKD-FoundP.K. Nail & Disk LB7768 Flow Direction FCM-Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existing Grad@ Note: Some items in above leaen may not be aoolicable Description I Date I Dwn. Ck'd I P.C. I Order No. REVISED AC PAD 1 9/06/17 1 JE JJDL SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) LOT AREA CALCULATIONS LOT = 4, 400 SQ.FT. LIVING AREA= 1,200 SQ.FT. GARAGE = 424 SQ.FT. PORCH = 75 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 109 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 52. 7 % SOD = 2, 078 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA AREA = 5, 400 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 288 SQ.FT. SOD = 2, 204. SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H, in Flood Zone "X" DESCRIPTION: PROPOSED LOT 160, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. mes D. Leviner LS691 FLORIDA PROFESSIONALSURVEYOR & MAPPER NO. .............55 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn: MTP I Checked: JDL I P.C.: I Data File:BrissonEast-Plat Date: 6/ 26/17 Dwg: Bd=nEast-Lot180 I Order No.: — SEC. 17 - TWN. 20 S. - RNG. 31 E. I Field Bk: RECORD COPY PALILMEF2 ELEC-rRIC Starlight Homes 1200 Atlantis, Wyndham Preserve LOAD CALCULATION June 9, 2017 I. HVAC LOADS {NEC 2011 - 220.82(C)(3) - (4)) ZONE COMPRESSOR SIZE CONNECTED LOAD 1 2.00 TON 3.60 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 5.00 KVA 0.67 5.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 9.27 KVA TOTAL LOAD FOR COMPRESOR @ 100% 3.60 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 3.69 KVA TOTAL HVAC DEMAND LOAD 7.29 KVA II. GENERAL LOADS 1NEC 2011 - 220.82(B)(1) - (4)1 LIGHTING 1200 Sq Ft @ 3VA/Sq. Ft 3.60 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 3\LDING 1 4.5 WATER HEATER (1) 4.50 KVA 4.5 WATER HEATER (2) D 1 1.2 DISHWASHER SP`NF 1.20 KVA 1 0.8 DISPOSAL(]) Q PAR` 0.80 KVA 0.8 DISPOSAL(2) . 7.2 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 6 212.00 KVA 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 34.10 KVA 1 ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 9.64 KVA SUB -TOTAL (GENERAL LOADS) 1NEC 2011 - 220.82(B)l 19.64 KVA HVAC LOADS 7.29 KVA GENERAL LOADS 19.64 KVA TOTAL DEMAND LOAD {NEC 2011 - 220.82(A)) 26.93 KVA MINIMUM SERVICE SIZE 112.19 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COP' Typical 150 Amp Electrical Diagram Typical 150 Amp j Interior I Panel I i 150 Amp Main 120V / 240V 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL oIN NEC 250.94 Intersystem Bonding Bridge FOR, SA . FPAR Power Company Secondary Conduit & Wire 2652 4 Bare Copper Per NEC 250.66 B # 7 _ Ground Clamp I, Concrete Encased Electrode IL M® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY MiTek RE: WP0160 - Site Information: Customer Info: Ashton Woods Lot/Block: 160 Address: City: Sanford Project Name: WPO160 Model: 1200 Subdivision: Wyndham Preserve State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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 7-1.0 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 33 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. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12199117 1 CJ1 10/6/17 118 IT12199134IT09 10/6/17 12 1 T12199118 1 CJ3 1 10/6/17 119 I T12199135 I T10 1 10/6/17 13 1 T12199119 1 CJ5 1 10/6/17 120 1 T12199136 1 T11 1 10/6/17 1 14 1 T12199120 1 EJ6 1 10/6/17 121 I T12199137 I T12 10/6/17 15 1 T12199121 1 EJ6G 1 10/6/17 122 I T12199138 I T13 10/6/17 16 1 T12199122 1 EJ7 1 10/6/17 123 J T12199139 T14 10/6/17 17 1 T12199123 1 HJ6 1 10/6/17 124 I T12199140 I T15 10/6/17 18 I T12199124 I HJ6A 1 10/6/17 125 J T12199141 T16 10/6/17 19 1 T12199125 1 HJ7 1 10/6/17 126 I T12199142 I T17 10/6/17 110 I T12199126 I T01 1 10/6/17 127 I T12199143 I T18 10/6/17 111 I T12199127 I T02 1 10/6/17 128 I T12199144 I T19 10/6/17 112 I T12199128 I T03 1 10/6/17 129 I T12199145 I T20 10/6/17 1 113 I T12199129 I T04 1 10/6/17 130 I T12199146 I T21 10/6/17 114 1 T12199130 1 T05 1 10/6/17 131 J T12199147 1 V2 10/6/17 115 I T12199131 I T06 1 10/6/17 132 1 T12199148 1 V4 10/6/17 116 I T12199132 I T07 1 10/ 6/17 133 1 T12199149 1 V6 10/6/17 117 I T12199133 I T08 1 10/ 6/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: 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. 17-2652. 0DINC SAtiF0RD OFpAR 1 Ndo 0 68182 00 STATE OF : 4ti44/ iC•• OR1V.-* N Z s/ pNAL* P% 1111111ttt aquin elet PE No. 68182 trek SA, Inc. FL Cert6634 arks East Blvd. Tampa FL 33610 Date: October 6, 2017 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply T12199117 w P0160 cJ1 Jack -Open 16 t Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14*35:20 2017 Page 1 I D:75SJeCQ8yQW 2itGVr5nBLly96Pw-yKmzDkxGr3FtyihVl8kCXjebTgwPj DOLkwkdwOyW s6L 1-0-0 1-0-0 1-0-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-8/Mechanical, 2=125/0-8-0, 4=9/Mechanical Max Horz 2=33(LC 8) Max Up1ift3= 8(LC 1), 2= 77(LC 8) Max Grav3=17(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 3 and 77 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev 10A13/2015 BEFORE USE. e Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnagge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199118 WPO160 CJ3 Jack -Open 16 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. I hu Oct 05 14:35:21 2011 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-QXKMQ4xucNNkasGhssFR3wArrEFbSgeVzaTASSyW S6K 1-0-0 3-0-0 1-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Horz 2=66(LC 12) Max Uplift3=-47(LC 12), 2= 77(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.9 DEFL. in (Ioc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, interior(1) 2-0-0 to 2-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 77 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing indicated is to buckling of individual truss web and/or chord members only. Addlifonal temporary and permanent bracing MiTek' building prevent Is always required for stabili y and to prevent collapse with possitAe personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss Sys,lems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FLSafetyInformationavaliablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 33610 Job Truss Truss Type Qty Ply T12199119 w P0160 CJ5 Jack -Open 16 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=101(LC 12) Max Up1ift3=-92(1_C 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 s Aug 16 2017 MiTek Industries. Inc. Thu Oct 05 14:35:21 2017 Page 1 I D:75SJeCQ8yQW 2itGVr5nBLly96Pw-QXKMQ4xucNN kasGhssFR3wAgLECiSgeVzaTASSyW S6K 5-0-0 5-0-0 Scale = 1:15.1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(TL) -0.07 2-4 >820 180 Horz(TL) -0.00 3 n/a n/a Weight: 17 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 92 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent bucklirrg of individual truss web anti!/or chord members only. Additional temporary and permanent bracing pMiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199120 WPO160 EJ6 Monopitch 2 i Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. I hu Uct 05 14:35:21 2011 Page i I D:75SJeCQ8yQW 2itGVr5nBLly96Pw-QXKMQ4xucNNkasGhss FR3wAdhE9j SgeVzaTASSyW S6K 1-0-0 6-4-0 _ _- 1-0-0 6-4-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 7.0 Lumber DOL 1.25 BC 0.45 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=152/Mechanical, 2=300/0-8-0, 4=59/Mechanical Max Horz 2=124(LC 12) Max Uplift3= 121(LC 12), 2=-77(LC 12) Max Grav3=152(LC 1), 2=300(LC 1), 4=119(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:17.8 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.07 2-4 >956 240 MT20 244/190 Vert(TL) -0A 9 2-4 >382 180 Horz(TL) -0.00 3 n/a n/a Weight: 21 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 121 lb uplift at joint 3 and 77 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. IOIV312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only. Addiitorva plTemporaryandpermanentbracingIY1iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199121 W P0160 EJ6G Monopitch Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:22 2017 Page 1 I D:75SJeCQByQW 2itGVr5nBLly96Pw-ujukdQyW N hVbC?rtPZmgcBjwveT4B 13eBEDk_uyW S6J 3x6 = 3-3-5 13-0-11 3-3-5 6-4-0 2x4 11 3x4 = Scale = 1:19.9 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/TP12007 CSI. TC 0.16 BC 0.64 WB 0.44 Matrix) DEFL. in Vert(L.L) -0.02 Vert(TL) -0.04 Horz(TL) 0.01 loc) I/defl Ud 5 >999 240 4-5 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1625/0-8-0,4=967/Mechanical Max Horz 1=106(LC 8) Max Upliftl=-390(LC 8), 4=-276(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1628/367 BOT CHORD 1-6=-414/1464, 5-6= 414/1464, 5-7=-414/1464, 4-7=-414/1464 WEBS 2-5=-231/1146, 2-4=-1607/454 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 1 and 276 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 724 lb down and 183 lb up at 0-4-0, and 718 lb down and 189 lb up at 2-4-12, and 718 lb down and 189 lb up at 4-4-12 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 1-4=-20 Concentrated Loads (lb) Vert: 1=-724(F) 6=-718(F) 7=-718(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/03,2015 BEFORE USE. q® Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p q L Ibuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingIYI(Tlek! is always required for stabiltly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12199122 w P0160 E,17 Jack -Open 23 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-0-0 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:23 2017 Page 1 1 D:75SJeCQ8yQW 2itGVr5nBL1y96Pw-MvR6rmz88_dSp9Q4zH Hv9LGzc 1 gkwa7nQuyH W KyW S61 7-0-0 7-0-0 Scale = 1:19.1 7-0-0 7-0-0 Plate Offsets (X,Y)-- (2:0-0-6,Edgef LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.10 2-4 >763 24.0 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz2=136(LC 12) Max Up1ift3=-114(LC 12), 2=-81(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=121(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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 114 lb uplift at joint 3 and 81 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and Is for an individual building component, not = a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. for general guidance regarding the fabrication storage, delivery, erection and bracing of trrlsses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12199123 W P0160 HJ6 Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:23 2017 Page i I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-Mv R6rmz88_dSp9Q4zH Hv9LG_p 1 mMwYBnQuyH W KyW S61 1-5-0 4-9-10 8-11-8 1-5-0 4-9-10 4-1-13 2x4 11 3x6 = 3x6 = 5 LOADING (psf) SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 7.0 Lumber DOL 1.25 BC 0.76 BCLL 0.0 Rep Stress Incr NO WB 0.19 BCDL 10.0 Code FBC2014/TP12007 Matrix) 8 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.18 2-5 >580 240 MT20 244/190 Vert(fL) -0.43 2-5 >239 180 Horz(TL) 0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=387/0-10-15, 2=402/0-11-5 Max Horz 2=137(LC 7) Max Uplift5=-148(LC 5), 2— 138(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-545/209, 3-6=-539/241 BOT CHORD 2-8=-279/513, 8-9=-279/513, 9-10=-279/513, 5-10=-279/513 WEBS 3-5=-490/280 Scale = 1:19.6 Weight: 39lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 5 and 138 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 85 lb Lip at 1-5-12, 77 lb down and 85 lb up at 1-5-12, 28 lb down and 42 lb up at 4-3-11, 28 lb down and 42 lb up at 4-3-11, and 54 lb down and 97 lb up at 7-1-10, and 54 lb down and 97lb up at 7-1-10 on top chord, and at 1-5-12, at 1-5-12, 9 lb down at 4-3-11, 9 lb down at 4-3-11, and 36 lb down at 7-1-10, and 36 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 6=44(F=22, B=22) 7=-75(F=-38, B=-38) 10=-36(F=-18, B=-18) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1rV M016 BEFORE USE. Design valid for use only with MileM connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing qMiTek' is always required for stabllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. li Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ti2t99124 W P0160 HJ6A Roof Special Girder 1 1 Job Reference (optional_ Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:24 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-q6?U26_mvl IJRJ_GX_p8hZoBPR7?f_NxfYig3nyW S6H 1-5-0 4-9-10 8-11-8 - 1-5-0 4-9-10 4-1-13 Scale = 1:19.6 2x4 11 3x6 = 3x6 = 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.13 5-8 842 240 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(fL) 0.31 5-8 342 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=410/0-8-0, 5=385/0-10-15 Max Horz 2=137(LC 7) Max Uplift2=-116(LC 4), 5=-159(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-543/244, 3-9=-511/271 BOT CHORD 2-11=-305/521, 11-12=-305/521, 12-13=-305/521, 5-13=-305/521 WEBS 3-5= 502/309 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2 and 159 lb uplift at joint 5. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 85 lb up at 1-5-12, 74 lb down and 85 Ib up at 1-5-12, 28 lb down and 42 lb up at 4-3-11, 28 lb down and 42 lb up at 4-3-11, and 54 lb down and 97 lb up at 7-1-10, and 54 lb down and 97 lb up at 7-1-10 on top chord, and at 1-5-12, at 1-5-12, 9 lb down at 4-3-11, 9 lb down at 4-3-11, and 36 lb down at 7-1-10, and 36 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-6= 20 Concentrated Loads (lb) Vert: 9=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B=-18) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with Mifek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199125 W P0160 HJ7 Diagonal Hip Girder 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:25 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBL1y96Pw-I IZsGS_PgctA3TZS5iKN EmLNer W JOPT4uCRObDy W S6G 1-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7-8 Scale = 1:21.8 Io _ 2x4 = 2x4 = Lx4 11 5 3x4 = 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 NO BCDL 10.0 Code FBC2014/TP12007 CSI. DEFL. in (loc) I/deft Ud TC 0.39 Vert(ILL) -0.03 6-7 >999 240 BC 0.47 Vert(TL) -0.10 6-7 >999 180 WB 0.33 Horz(TL) 0.01 5 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=124/Mechanical, 2=445/0-10-15, 5=290/Mechanical Max Horz 2=146(LC 22) Max Uplift4=-98(LC 4), 2=-138(LC 4), 5=-62(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-762/171, 8-9= 737/187, 3-9=-703/179 BOT CHORD 2-1 1=-254/702,11-12=-254/702, 7-12=-254/702, 7-13=-254/702, 6-13=-254/702 WEBS 3-7=0/284, 3-6=-746/270 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 4, 138 lb uplift at joint 2 and 62 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed 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) 78 lb down and 85 lb up at 1-4-15, 78 lb down and 85 lb up at 1-4-15, 28 lb down and 42 lb up at 4-2-15, 28 lb down and 42 lb up at 4-2-15, and 54 lb down and 97 lb up at 7-0-14, and 54 lb down and 97 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 9 lb down at 4-2-15, 9 lb down at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B=-18) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. =3/2015 BEFORE USE. Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and Is for an IndlAdual Wilding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing Welkisalwaysrequiredforstabilityand10preventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199126 W P0160 T01 Common Supported Gable i i Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:26 2017 Page 1 ID:75SJeCQ8yQW2itGVr5nBLly96Pw-mU7ETo?1 Rv?lgd8fePrcm_udpFzH7woE6rBx7fyWS6F 1-0-0 10-6-0 21-0-0 22-0-0 1-0-0 10-6-0 T 10-6-0 1-0-0 Scale = 1:37.8 4x6 = 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4 = 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 12 n/r 120 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 12 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014ffP12007 Matrix) Weight: 99 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-0-0. Ib) - Max Horz 2=-74(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 7-8=-79/250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 10-6-0, Corner(3) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 17, 16,15,14,12. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. 4 Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not latrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing E WOWprevent is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and IIUSS systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulle 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12199127 W PO160 T02 Common 11 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 201 t Mi i eK inoustnes, Inc. i nu Uct Ob 14:ss:zi Lill i rage i I D:75SJeCQByQ W 2itGVr5nBLly96Pw-Fhhdh8OfCD7ulnjrC7MrJ BQI W fBOsMTN LVwVf6yW S6E 1-0-0 5-6-14 10-6-0 15-5-2 21-0-0 22-0-0 1-0-0 5-6-14 4-11-2 4-11-2 5-6-14 1-0-0 Scale = 1:37.8 4x6 = 3x4 = 3x4 = 3x4 - 3x4 = 3x4 = 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/TP12007 CSI. TC 0-30 BC 0.52 WB 0.17 Matrix) DEFL. in Vert(LL) -0.06 Vert(TL) -0.19 Horz(TL) 0.05 loc) I/dell Ud 2-10 >999 240 2-10 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 92 Ito FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=824/0-8-0, 6=824/0-8-0 Max Horz 2=74(LC 16) Max Uplift2=-208(LC 12), 6=-208(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1444/608, 3-11=-1395/620, 3-12= 1272/568, 4-12=-1214/578, 4-13=-1214/578, 5-13=-1272/568, 5-14=-1395/620, 6-14=-1444/608 BOT CHORD 2-10=-475/1272, 9-10=-249/863, 8-9=-249/863, 6-8=-491/1272 WEBS 4-8=-153/447, 5-8=-267/251, 4-10=-153/447, 3-10=-267/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-6-0, Exterior(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=208, 6=208. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. I M312015 BEFORE USE. v Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual (wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mbuildingdesign. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the j•Tek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199128 WP0160 T03 Common 3 i i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:27 2017 Page 1 I D:75SJeCQ8yQ W 2itG Vr5nBLly96Pw-FhhdhBOfC D7ul nj rC7MrJBQIZfBASMQNLVwVf6yW S6E 1-0-0 5-6-14 10-6-0 15-3-4 _ 20-4-0 1-0-0 5-6-14 4-11-2 4-9-4 5-0-12 Scale = 1:35.3 4x6 = 1 0 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = 7-1-6 6-5-9 6-9-1 Plate Offsets (X Y)-- f2:0-2-0 Edgel f7:0-0-0 0-2-11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.06 2-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.17 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.2 2-8-0 REACTIONS. (lb/size) 7=738/Mechanical, 2=814/0-8-0 Max Horz 2=81(LC 12) Max Uplift7=-169(LC 13), 2=-206(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11= 1422/616, 3-11 =-1 373/628, 3-12=-1258/583, 4-12=-1201/593, 4-13=-1136/583, 5-13=-1187/573, 5-14=-1250/622, 6-14=-1292/615, 6-7=-1340/610 BOT CHORD 2-10=-506/1252, 9-10=-266/840, 8-9=-266/840, 7-8=-472/1176 WEBS 3-10=-264/250, 4-1 0=-1 58/455, 4-8=-127/388 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-6-0, Exterior(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=169, 2=206. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Sol E a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing iViiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199129 W P0160 T04 Root Special Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:28 2017 Page 1 I D:75SJeCQ8yQ W2itGVr5nBLly96Pw-jtF?uU 1 HZXFiwwl 1 mgt4sPzgQ2TNbeTXa9g2CYyW S6D r1-0-0 5-6-14 10-0-0 14-8-0 22-8-0 29-0-0 r30-0-q 1-0-0 5-6-14 4-I1-2 4-2-0 8-0-0 6-4-0 1-0-0 Scale = 1:52.7 4x6 = I17 3x6 = 12 11 7 3x8 = x10 3x6 9 = 3x4 = 2x4 I 10-6-0 14-8-0 22-8-0 29-0-0 10-0-0 4-2-0 8-0-0 6-4-0 Plate Offsets (X Y)-- I5 0-4-0 0-2-81 f6:0-5-0 0-2-41 f10:0-4-0 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(ILL) 0.23 2-12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.60 2-12 449 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 150 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc pudins. 5-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' 7-10: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. All bearings 6-4-0 except Qt=length) 2=0-8-0. Ib) - Max Horz 2=75(LC 27) Max Uplift All uplift 100 Ito or less at joint(s) except 2=-228(LC 8), 9=-698(LC 9), 7=-311(LC 19) Max Grav All reactions 250 lb or less at joint(s) 7 except 2=879(LC 1), 9=2652(LC 1), 9=2652(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15241415, 3-4=-1180/292, 4-5=-1170/285, 5-13= 1458/458, 6-13=-1458/458, 6- 7=-168/943 BOT CHORD 2-12=-382/1362, 11-12=-344/1485, 10-11=-345/1490, 10-14=-727/165, 14-15=-727/165, 9- 15= 727/165, 7-9=-820/197 WEBS 3-12=-381/256, 4-12=-109/645, 5-12=-581/297, 5-11=-491/199, 6-10=-534/2337, 6- 9= 1635/558 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 228 lb uplift at joint 2, 698 lb uplift at joint 9 and 311 lb uplift at joint 7. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 125 lb up at 21- 10-15 on top chord, and 9471b down and 296 lb up at 20-4-12, and 79 lb down at 21-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 10/0372015 BEFORE USE. Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and properly darnage. For general guidance regarding file fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199129 W P0160 T04 Roof Special Girder 1 1 Job Reference (optional) t5ulloers r-irsibource, I ampa, Ylant cny, l-lonaa'3'Zbb LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 5-6=-54, 6-8= 54, 2-7= 20 Concentrated Loads (lb) Vert: 13=-98(B) 14= 947(B) 15= 39(B) 1 640 s Aug 16 2017 Ml I ek Industries. Inc. I hu Oct 05 14:35:28 2017 Page 2 1 D:75SJeCQByQ W 2itGVr5nBLly96Pw-jtF?uU 1 HzXFlwwl1 mgt4s PzgQ2TNbeTXagg2CYyW S6D WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIIJ473 rev. 1010312016 BEFORE USE. 7DesignvalidforuseonlywithMiiek6connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallIbuildingdesign. (racing indicated is to prevent buckling of individual truss web arxd/or chord members only. Additional Temporary and permanenl brxing MiTek' is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and truss systems, seeANSI1TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199130 W P0160 T05 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. I hu Uct 05 14:35:29 2011 Page 1 I D:75SJeCQ8yQW 2itGVr5nBLly96Pw-B3pN 5p2vkgNcX4tEKXOJOc W 33SpGKAcgopPbk_yW S6C 1-0-0 4-5-1458-4-0 14-6-0 20-8-0 24-6-2 29-0-0 r30-0-0, 1-0-0 4--14 3-10-2 6-2-0 6-2-0 3-10-2 4-5-14 1-0-0 5.00 (12 4x6 = 3x8 = 4x6 = 15 0 16 Scale = 1:51.8 36 = 13 12 lu 3x4 = 3x6 = 3x8 = 2x4 I 3x8 = 8-4-0 6-2-0 6-2-0 8-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.14 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.36 8-10 >942 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 139 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz2=-60(LC 17) Max Uplift2=-275(LC 8), 8=-275(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2137/1070, 3-14=-2108/1082, 3-4=-1927/932, 4-15=-1760/915, 5-15=-1759/915, 5-16=1759/915, 6-16=-1760/915, 6-7=-1927/932, 7-17=-2108/1082, 8-17=-2137/1070 BOT CHORD 2-13=-908/1915, 12-13=-903/2163, 11-12=-903/2163, 10-11=-903/2163, 8-10=-916/1915 WEBS 4-13=-123/481, 5-13=-560/285, 5-10=-560/285, 6-1 0=-1 23/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to 24-8-6, Interior(1) 24-8-6 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 275 lb uplift at joint 2 and 275 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Miiek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall design. Bracing Indicated is to buckling of individual Truss web and/or chord members only. Additional temporary and Permanent bracing MiTek' building prevent Is always required for stability and to prevent collapse wtth possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12199131 W P0160 T06 Hip 1 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2U1 / MI I ek Industries. Inc. I aU Uct Ub 143b:S1) ZVI I rage r I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-f FNIJ92XV8VS9ESQtFwYxg2FmsAg3i8p 1 T99GQyW S6B 1- 0-0 5-5-14 10-4-0 14-6-0 18-8-0 23-- -2 29-0-0 r30-0-01 1- 0-0 5-5-14 4-10-2 4-2-0 4-2-0 1 4- 10-2 5-5-14 1-0-0 0. 0 Scale = 1:51.8 4x6 = 3x4 = 4x6 = 4 5 6 3x6 = 14 13 - 11 10 3x6 = 2x4 11 3x8 = 3x4 = 3x8 = 2x4 11 5- 5-14 10-4-0 18-8-0 23-6-2 29-0-0 5- 5-14 4-10-2 8-4-0 4-10-2 5-5-14 Ia 0LOADING ( 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 FBC2014lTP12007 CSI. TC 0.36 BC 0.65 WB 0.24 Matrix) DEFL. in (loc) I/dell Ud Vert( LL) -0.14 11-13 >999 240 Vert( TL) -0.42 11-13 >812 180 Horz( TL) 0.11 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz2=-73(LC 17) Max Up1ift2=-252(LC 8), 8=-252(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-2179/1013, 3-15=-2126/1025, 3-16= 1761/860, 4-16=-1706/874, 4-5=-1589/865, 5- 6=-1589/865, 6-17=-1706/874, 7-17=-1761/860, 7-18= 2126/1025, 8-18=-2179/1013 BOT CHORD 2-14=-855/1939, 13-14=-855/1939, 12-13=-687/1697, 11-12=-687/1697, 10-11= 861/1939, 8- 10=-861 /1939 WEBS 3-13=-411/281, 4-13= 133/432, 5-13=-264/174, 5-11=-264/174, 6-11 =-1 33/432, 7- 11=-411 /281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to 22-10-15, Interior(1) 22-10-15'to 30- 0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 2 and 252 lb uplift at joint 8. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev. 1 a10312015 BEFORE USE. e Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not _- - - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek• Is always required for slability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage., delivery, erection and bracing of trusses and taus systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199132 W P0160 T07 Hip 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:30 2017 Page 1 I D:75SJeCQ8yQ W2itGVr5nBLly96Pw-fFNIJ92XV8VS9 ESQtFwYxg2ESsBM3eTp 1 T99GQyW S6B 1-0-0 6-5-14 12-4-0 6-8-0 22-6-2 29-0-0 30-0-q 1-0-0 6-5-14 5-10-2 4-4-0 5-10-2 6-5-14 0101 1 0 5x8 = 4x6 = Scale = 1:51.8 3x6 = 13 12 10 9 3x6 = 2x4 11 3x4 = 3x4 = 3x8 = 2x4 11 ja0 6-5-14 5-10-2 4-4-0 5-10-2 6-5-14 Plate Offsets (X,Y)-- f4:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(L.L) -0.11 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(f L) -0.28 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz2=-86(LC 17) Max Uplift2=-261(1-C 12), 7=-261(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2159/968, 3-14=-2098/983, 3-15= 1589/795, 4-15=-1521/812, 4-5=-1413/814, 5-16=-1521/812, 6-16=-1590/795, 6-17=-2098/983, 7-17=-2159/968 BOT CHORD 2-13=-809/1917, 12-13= 809/1917, 11-12= 515/1412, 10-11=-515/1412, 9-10=-815/1917, 7-9=-815/1917 WEBS 3-13=0/266, 3-12=-574/326, 4-12=-78/364, 5-10=-95/365, 6-10=-573/326, 6-9=0/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-4-0, Exterior(2) 12-4-0 to 16-8-0, Interior(1) 20-10-15 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 261 lb uplift at joint 2 and 261 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/0312015 BEFORE USE. _ Design valid for use only with MITek0) connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall t building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing 1 `MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty Ply T12199133 W PO160 T08 Hip 1 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 r.640 s Aug m 2017 Mi I ex industries, Inc. Thu Oct 05 i4.35.3120Ir ragu ID: 75SJeCQ8yQW2itGVr5nBLly96Pw-7Sw7W V39GSeJnOl cRyRnT1 bNJGW Po0ZzG7uiotyWS6A 14- 8-0 7- 5-14 14-4-0 14 - 21-6-2 29-0-0 30-0-0 1- 0-0 7-5-14 6-10-2 a 6.10-2 7-5-1-4 1.10 0- 2.0 Scale = 1:52.7 S- oo 12 4x6 = 16 3x6 = 13 2x4 I I 1[ 3x8 = 3x4 = 3x6 = 2x4 I 14- 8-0 7- 5-14 14-4-0 14 - 21-6-2 29-0-0 7- 5-14 6-10-2 0-2 6-10-2 7-5-14 0- 2-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.11 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.29 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 132 lb FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz2= 100(1-C 17) Max Uplift2=-276(LC 12), 8=-276(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2119/860, 3-14=-2051/878, 3-4= 1430/669, 4-15=-1372/676, 5-15=-1349/690, 5- 16=-1349/690, 6-16=-1372/676, 6-7= 1430/669, 7-17=-2051/878, 8-17=-2119/860 BOT CHORD 2-13= 704/1877, 12-13=-704/1877, 11-12=-710/1877, 10-11= 710/1877, 8-10=-710/1877 WEBS 3-13=01304, 7-10=0/304, 5-12=-211/702, 3-12=-715/391, 7-12=-715/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-0, Exterior(2) 14-6-0 to 18-8-15 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 2 and 276 lb uplift at joint 8. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown- and is for an Individual building component. not - "- a truss system. Before use, the building designer must verify the appllcability o(deslgn parameters and properly Incorporate this design Into the overall ON building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199134 W P0160 T09 Common 17 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 201 / Mi I ek Inaustnes, Inc. i nu OCT u6 14:3x32 zu1 r rage i I D:75SJeCQ8yQ W 2itGV r5nBLly96Pw-beU W kr4o01mAPYco?gy00F7XSgnl XbU6V neFLJyW S69 1-0-0 7-6-14 14-6-0 21-5-2 29-0-0 30-0-0 1-0-0 7-6-14 6-11-2 6-11-2 7-6-14 '1-0-0 5.00 F12 4x6 = Scale = 1:50.9 I7 0 3x6 = 3x6 = 3x4 = 3x6 = 3x4 = 9-10-10 9-2-13 19-10-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.26 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(fl-) -0.59 2-12 >577 180 BCLL 0.0 * Rep Stress Incr YES WB 0.25 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 126 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz2=-100(LC 13) Max Uplift2=-276(LC 12), 8=-276(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2057/838, 3-13=-2008/859, 3-4=-1824/778, 4-14=-1742/788, 5-14=-1741/798, 5-15=-1741/798, 6-15=-1742/788, 6-7=-1824/778, 7-16= 2008/859, 8-16=-2057/838 BOT CHORD 2-12= 675/1838, 12-17=-353/1224, 11-17=-353/1224, 10-11=-353/1224, 8-10=-691/1838 WEBS 5-10=-210/653, 7-10= 396/347, 5-12=-210/653, 3-12=-396/347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 2 and 276 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only wilh MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' building design. Bracing prevent of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street Suite 312. Nexandria, VA 22314. Job Truss Truss Type city Ply T72799135 W P0160 TO Hip 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:32 2017 Page 1 I D:75SJeCQ8yQW 2itGVr5nBLly96Pw-beU W kr4o01mAPYco9gy00F7ZSgtUXW Q6VneFLJyW S69 1-0-0 6-9-14 13-0-0 16-0-0 22-2-2 29-0-0 ,30-0-0 r1-0-0 6-9-14 6-2-2 3-0-0 6-2-2 6-9-14 1-0-0 1 O 5x8 = 4x6 = Scale = 1:51.8 3x6 = 12 11 10 9 3x6 = 2x4 11 3x4 = 5x8 = 2x4 11 6-9-14 13-0-0 16-0-0 22-2-2 29-0-0 6-9-14 6-2-2 3-D-0 6-2-2 6-9-14 Plate Offsets (X,Y)-- 14:0-5-12,0-2-81, I10:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.11 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.29 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 144 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz 2=-90(LC 13) Max Uplift2=-266(LC 12), 7=-266(LC 13) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2148/935, 3-13= 2085/951, 3-14= 1533/749, 4-14=-1460/767, 4-5=-1357/775, 5-15=-1460/766, 6-15=-1533/748, 6-16=-2085/951, 7-16=-2148/934 BOT CHORD 2-12=-777/1906, 11-12=-777/1906, 10-11=-463/1356, 9-10=-782/1906, 7-9=-782/1906 WEBS 3-12=0/284, 3-11=-624/347, 4-11=-92/353, 5-10=-117/355, 6-10=-624/347, 6-9=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interiof(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 20-2-15 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 266 lb uplift at joint 2 and 266 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE UH-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MllekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199136 W PO160 Tit Hip 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:33 2017 Page 1 I D:75SJeCQ8yQW 2itGVr5nBLly96Pw-3g2uxB5Qn3u 1 OiA?ZNTFZSgfL3DaG 10Gj RNptlyW S68 1-0-0 s-9-14 11-0-0 18-0-0 23-2-2 29-0-0 30-0-0, 1-0-0 5-9-14 5-2-2 7-0-0 5-2-2 5-9-14 1-00 1 0 5x8 = 4x6 = 16 17 5 Scale = 1:51.8 3x6 = 13 12 3x4 = 70 9 3x6 = 2x4 11 3x4 = 3x8 = 2x4 I 0 5-9-14 5-2-2 7-0-0 5-2-2 5-9-14 Plate Offsets (X,Y)-- f4:0-5-12,0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.11 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.31 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 140 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz2=-77(LC 13) Max Uplift2=-250(LC 12), 7=-250(LC 13) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2170/994, 3-14=-2113/1007, 3-15=-1711/848, 4-15=-1657/864, 4-16=-1539/859, 16- 17=-1539/859, 5-17=-1539/859, 5-18=-1657/863, 6-18=-1711/848, 6-19= 2113/1007, 7- 19=-2170/994 BOT CHORD 2-13=-835/1929, 12-13=-835/1929, 11-12=-586/1538, 10-11=-586/1538, 9-10=-841/1929, 7- 9=-841/1929 WEBS 3-12=-449/276, 4-12=-42/385, 5-10=-41/385, 6-10= 448/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 22-2-15, Interior(1) 22-2-15 to 30- 0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 250 lb uplift at joint 2 and 250 lb uplift at joint 7. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p qIY1iTek' is always required for stability and to prevent collapse with possible personal injury and piop" damage. For general guidance regarding the rabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199137 WP0160 T12 Hip 2 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:34 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-Xt cG9X52YNOuerIB65_U5gDw 1 T W G?TI Py57M PCyW S67 ii-0-01 4-9-14 9-0-0 14-6-0 20-0-0 24-2-2 29-0-0 ,30-0-0 1-0-0 4-9-14 4-2-2 5-6-0 5-6-0 4-2-2 4-9-14 1-0-0 Scale = 1:51.8 4x6 = 3x8 = 4x6 = s nnFi_ 4 15 5 16 6 3x6 = 13 12 = 10 3x6 = 3x8 = 2x4 1 3x4 3x8 = 9-0-0 5-6-0 5-6-0 9-0-0 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 FBC2014lTP12007 CSI. TC 0.41 BC 0.80 WB 0.36 Matrix) DEFL. in Vert(LL) -0.16 Vert(fL) -0.45 Horz(TL) 0.11 loc) I/dell Ud 2-13 >999 240 2-13 >751 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz 2=65(LC 16) Max Uplift2=-267(LC 8), 8=-267(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2130/1078, 3-14=-2101/1092, 3-4=-1878/915, 4-15=-1707/902, 5-15=-1706/902, 5-16=-1706/902, 6-16=-1707/902, 6-7=-1878/915, 7-17=-2101/1092, 8-17=-2130/1078 BOT CHORD 2-13=-918/1911, 12-13=-820/1987, 11-12=-820/1987, 10-11=-820/1987, 8-10=-923/1911 WEBS 3-13=-250/279, 4-13=-121/472, 5-13=-440/240, 5-10=-440/240, 6-1 0=-1 21/472, 7-10=-250/279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 24-4-6, Interior(1) 24-4-6 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 267 lb uplift at joint 2 and 267 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. V Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall CCC building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and perrnanenbrxing qt IiTek` ail isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydarnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610, Job Truss Truss Type Qty Ply T12199138 W P0160 T13 Hip Girder 2 t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. Thu Oct 05 14:35:85 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLIy96Pw-ODAeMt6gJg81G?KNgoVjetl_btyVkmVYBlswxeyW S66 1-0-0 3-9-14 7-0-0 12-0-0 17-0-0 22-0-0 1-2-2 29-0-0 11-0-0 3-9-14 3-2-2 5-0-o 5-0-0 5-0-0 3-2-2 3-9-14 4x6 = 3x4 = 3x4 = 5.00 F12 4 15 16 5 17 18 19 6 20 21 4x6 = 3xl2 MT20HS % 14 22 23 24 13 12 25 26 11 3x12 MT20HS 3x8 = 6xl2 MT20HS = 3x4 = 3x8 = Scale = 1:53.1 7-0-0 14-6-0 22-0-0 29-0-0 7-0-0 7-6-0 7-6-0 7-0-0 Plate Offsets (X Y)-- 12:0-3-0 0-1-8j 19 0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(ILL) 0.31 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0-65 13-14 >520 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-0-5 oc puffins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-5-3 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2164/0-8-0, 9=2164/0-8-0 Max Horz2=-52(LC 28) Max Uplift2=-676(LC 4), 9=-677(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4749/1474, 3-4=-4667/1459, 4-15=-4358/1381, 15-16=-4358/1381, 5-16=-4357/1381, 5-17=-5892/1812, 17-18=-5892/1812, 18-19=-5892/1812, 6-19=-5892/1812, 6-20— 4356/1382, 20-21=-4356/1382, 7-21=-4357/1382, 7-8= 4665/1460, 8-9=-4747/1475 BOT CHORD 2-14=-1325/4294, 14-22=-1798/5706, 22-23=-1798/5706, 23-24=-1798/5706, 13-24=-1798/5706, 12-13=-1801/5706, 12-25= 1801/5706, 25-26=-1801/5706, 11-26=-1801/5706, 9-11=-1305/4293 WEBS 3-14=-147/251, 4-14=-245/1333, 5-14=-1608/612, 5-13=0/450, 6-13=0/451, 6-11=-1609/611, 7-11=-246/1332, 8-11=-147/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=o.18; MW FRS (envelope);.canti]ever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 676 lb uplift at joint 2 and 677 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed 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) 200 lb down and 224 lb up at 7-0-0, 105 lb down and 119 lb up at 9-0-12, 105 lb down and 119 lb up at 11-0-12, 105 lb down and 119 lb up at 13-0-12, 105 lb down and 119 lb up at 14-6-0, 105 Ib down and 119 lb up at 15-11-4, 105 lb down and 119 lb up at 17-11-4, and 105 lb down and 119 lb up at 19-11-4, and 200 lb down and 224 lb up at 22-0-0 on top chord, and 320 lb down and 72 lb up at 7-0-0, 81 lb down at 9-0-12, 81 lb down at 11-0-12, 81 lb down at 13-0-12, 81 lb down at 14-6-0, 81 lb down at 15-11-4, 81 lb down at 17-11-4, and 81 Ito down at 19-11-4, and 320 lb down and 72 lb up at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE mit-7473 rev. 1070312015 BEFORE USE. Design valid for use only with MiTek5 connectors. This design is based only upon parameters shown, and is for an Individual building component. not -- -. -- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing-MCTek° is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and truss systems, seeANSI/TPIt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Leo Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199138 W P0160 T13 Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant tarty, Florida 33566 7.64v s A.9 iv cv i rmn— viu—i—., rim. - I v. 4. : agz; I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-ODAeMt6gJgBIG7KNgoVjetl_btyVkmVYBlswxeyW S66 LOAD CASE(S) Standard 1) Dead + Roof 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 (Ib) Vert: 4=-153(B) 7=-153(B) 12=-58(B) 14=-320(B) 13=-58(B) 11— 320(B) 15=-105(B) 16=-105(B) 17=-105(B) 18=-105(B) 19=-105(B) 20= 105(B) 21=-105(B)22=-58(B) 23=-58(B) 24=-58(B) 25=-58(B) 26=-58(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10ID312015 BEFORE USE. Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and Is for an individual building component, not gatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing ppE iTek` building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal Injury and property darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component I 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199139 W P0160 T14 Hip Girder 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City. Florida 33566 1 0 1-0-0 3-9-14 7.640 s Aug 16 2017MiTek Industries, Inc. Thu Oct 05 14:35:36 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBL1y96Pw-U PkOZD714_Gct9vaEVOyA517_HAcTOHiPPcTU4yW S65 7-0-0 14-0-0 17-2-2 21-0-0 22-0-0 3-2-2 7-0-0 3-2-2 3-9-14 1-0-0 Scale = 1:38.4 4x10 MT20HS = 4xl0 MT20HS = 4 12 13 14 5 3x6 = 3x8 - 4x6 = 3x4 - 3x6 = I 0 Plate Offsets (XY)-- I4:0-6-00-1-121.f5:0-6-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.15 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.44 9-11 >560 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 97 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1542/0-8-0, 7=1542/0-8-0 Max Horz 2=-52(LC 28) Max Uplift2=-494(LC 8), 7=-494(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3124/995, 3-4=-3102/983, 4-12=-2888/943, 12-13=-2888/943, 13-14=-2888/943, 5-14=-2888/943, 5-6=-3098/983, 6-7=-3122/996 BOT CHORD 2-11=-895/2782, 11-15=-835/2884, 15-16=-835/2884, 10-16=-835/2884, 9-10=-835/2884, 7-9= 845/2781 WEBS 3-11 =-1 74/263, 4-11=0/684, 5-9=0/682, 6-9=-175/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 2 and 494 lb uplift at joint 7, 8) "Semi -rigid pitchbreaks with fixed 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) 200 lb down and 224 lb up at 7-0-0, 105 lb down and 119 lb up at 9-0-12, 105 lb down and 119 lb up at 10-6-0, and 105 lb down and 119 Ito up at 11-11-4, and 200 lb down and 224 lb up at 14-0-0 on top chord, and 320 lb down and 72 lb up at 7-0-0, 81 lb down at 9-0-12, 81 lb down at 10-6-0, and 81 lb down at 11-11-4, and 320 Ib down and 72 Ib up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5= 54, 5-8= 54, 2-7=-20 ued on e 2 WARNING - Verifypdesi n ammeters and R NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Ct WA Before v Design valid for use only with MiTek8 connectors. This design is Lased only upon parameters shown, and is for an individual building component, not gner must verify the applicability of design parameters and properly Incorporate this design into the overallrusssystem. Use, the building designer E building design. Bracing Indicated is to prevent buckling of individual truss vieb and/or chord members only. Additional Temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72199139 WP0160 T14 Hip Girder 1 Job Reference (optional) builders Firstbource, i ampa, riant uny, rionaa soot I D:75SJeCQ8yQ W 2itGVrSnBLIy96Pw-U PkOZD714_Gct9vaEV0yA517_HAcTOHi PPeTU4yW S65 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-153(F) 5=-153(F) 10=-58(F) 11=-320(F) 9=-320(F) 12=-105(F) 13=-105(F) 14=-105(F) 15=-58(F) 16=-58(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek®connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Rol" a truss system. Before use, the building designer must verify the applicabillty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wfth possible personal injury and rxoperiy damage. for general guidance regarding the fabrication, storage, delivery, eiection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199140 W P0160 T15 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries. Inc. Thu Oct 05 14:35:37 2017 Page 1 I D:75SJeCQByQ W 2itGVr5nB LIy96Pw-ycl PnY8wrlOTVJ UmoDYBj I rQ5gYRCtOre3L00WyW S64 1-0-0 4-9-14 9-0-0 12-0-0 16-2-2 i ___ _ 21-0-0 22-0-0 1-0-0 4-9-14 4-2-2 3-0-0 4-2-2 r 4-9-14 1-0-0 all 4x6 = 5x8 = Scale = 1:38.4 3x6 = 3x8 = 5z8 = 3x6 = 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/TP12007 3-0-0 CSI. DEFL. in (loc) ,I/dell L/d TC 0.42 Vert(L.L) 0.16 7-9 >999 240 BC 0.71 Vert(TL) 0.42 7-9 >587 180 WB 0.14 Horz(TL) 0.05 7 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=824/0-8-0, 7=824/0-8-0 Max Horz 2=-65(LC 13) Max Uplift2=-197(LC 12), 7=-197(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1425/752, 3-11= 1397/765, 3-4=-1138/574, 4-5=-1011/582, 5-6=-1136/574, 6-12=-1397/765, 7-12= 1425/752 BOT CHORD 2-10=-621/1273, 9-10=-353/1011, 7-9= 627/1273 WEBS 3-10=-304/300, 4-10=-58/280, 5-9=-53/281, 6-9=-305/301 PLATES GRIP MT20 244/190 Weight: 99 lb FT = 20 Structural wood sheathing directly applied or 4-7-4 oc purlins. Rigid ceiling directly applied or 7-3-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 16-4-6 to 22-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 2 and 197 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only wBh MIT06 connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. &acing Indicated is to prevert buckling of individual truss web and/or chord rnernbers only. Additional iernporary and permanent bracing p 1IVIiITQ.'k• is always required for slability and to prevent collapse with possible personal Injury and property daanage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199141 w Po 160 T16 Common 3 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 S Aug 16 201 / Mi I ek industries. Inc. Thu Oct 05 14:35:37 201 / rage 1 I D:75SJeCQ8yQW 2itGVr5nBLly96Pw-yc I PnY8wrlOTVJ UmoDYBj I rSsgbHCtsre3L00W yW S64 5-6-14 10-6-0 15-5-2 21-0-0 22-" 5-6-14 4-11-2 4-11-2 5-6-14 1-0-0 Scale = 1:36.8 4x6 = I7a 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = Plate Offsets (X Y)-- 11:0-2-0 Edge1 15 0-2-0 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.06 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.19 1-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 8-0-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=750/0-8-0, 5=827/0-8-0 Max Horz 1=-81(LC 13) Max Upliftl =-1 73(LC 12), 5=-208(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-1450/654, 2-10=-1395/664, 2-11 =-1 287/608, 3-1 1=-1 229/623, 3-12=-1219/597, 4-12=-1277/587, 4-13=-1400/639, 5-13=-1450/627 BOT CHORD 1-9=-513/1290, 8-9=-268/869, 7-8=-268/869, 5-7=-508/1277 WEBS 3-7=-149/446, 4-7= 267/252, 3-9=-161/460, 2-9=-274/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 10-6-0, Exterior(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 1 and 208 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syslern. Before use, the building designer musl verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Acldittonal temlxxary and permanent brxing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the 6904 Parke East Blvd. fabricatk)n, storage, delivery, erection and bracing of tRISSe.S and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavallablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312 Alexandda. VA 22314. Job Truss Truss Type Qty Ply T12199142 W P0160 T17 Roof Special Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MI I elk Industries, Inc. I nU UCI Ub 14:3S:J6 LVI I Page 1 I D:75SJeCQ8yQ W 2itGVr5nB Lly96Pw-Qorn_u9Ycb W K7T3yLw3QG W NaY4w?xBd?tj5aYzyW S63 r1-0-0 6-4-0 14-4-0 18-6-0 23-5-2 29-0-0 0-0-q 1-0-0 6-4-0 8-0-0 4-2-0 4-11-2 5-6-14 1-0-0 0 Scale = 1:52.7 4x6 = 3x4 = 12 11- - 3x4 = 2x4 4x12 - 4x6 = 3x4 = I 6-0-0 6r4r2 14-4-0 21-4-2 _ 29-0-0 6-0-0 0-4-0 8-0-0 7-0-2 T 7-7-14 Plate Offsets (X Y)-- f3:0-4-0 0-2-21 f4 0-4-0 0-2-61 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.09 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.23 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 151 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except` 2-10: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=-45/0-8-0, 12=1601/0-8-0, 7=822/0-8-0 Max Horz2=75(LC 12) Max Uplift2= 111(LC 20), 12=-420(LC 8), 7=-213(LC 9) Max Grav2=18(LC 19), 12=1601(LC 1), 7=822(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-182/776, 3-13=-1215/291, 4-13=-1215/291, 4-5=-1420/389, 5-6=-1231/297, 6-7=-1436/354 BOT CHORD 2-12=-656/197, 12-14= 579/178, 11-14=-579/178, 10-11=-122/858, 9-10=-125/856, 7-9=-254/1266 WEBS 3-12=-1340/503, 3-11=-387/1887, 4-11=-872/367, 5-11=-194/632, 5-9=-89/425, 6-9=-280/213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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) 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 111 lb uplift at joint 2, 420 lb uplift at joint 12 and 213 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 125 lb up at 7-0-12 on top chord, and 79 lb down at 7-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 5-8=-54, 2-7= 20 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not PM Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199142 WPO160 T17 Roof Special Girder 1 i Job Reference (optional) Builders FirstSource, Tampa. Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries. Inc. I hu Oct 05 14:35:38 2017 Page 2 I D:75SJeCQ8yQW 2itGVr5nBLly96Pw-Qorn_u9YcbW K7T3yLw3QG W NaY4w?xBd?tj 5aYzyW S63 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13=-98(F) 14=-39(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss syslein. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i M iTek' is always required for slablliiy and 110 prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabiicatlon, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199143 W P0160 T18 Hip 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:39 2011 Page 1 I D:75SJeCQByQ W 2itGVr5nBLly96Pw-u_P9CE9BNveBkde9veafojwmVU G4gik86Ng75Py W S62 1-0-0 6-0-0 8-4-0 14-6-0 20-8-0 24-6-2 29-0-0 r30-0-01 1-0-0 6-0-0 2-4-0 6-2-0 6-2-0 3-10-2 4-5-14 1-0-0 Scale = 1:51.8 5x8 = 5.00 17 2x4 I I 18 5x8 = v0 30 = 14 13 12 _ 'u 3x4 2x4 I 3x4 = 5x8 = 30 30 = 1 6-0-0 1 2-4-0 1 6-2-0 6-2-0 8-4-0 Plate Offsets (X Y)-- 14 0-5-12 0-2-81 (6:0-5-12 0-2-81 (8 0-3-0 0-1-8) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.11 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.30 8-10 >894 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 140 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=29/0-8-0, 14=1364/0-8-0, 8=848/0-8-0 Max Horz 2=-60(LC 17) Max Uplift2=-130(LC 24), 14=-300(LC 9), 8=-215(LC 9) Max Grav2=68(LC 23), 14=1364(LC 1), 8=848(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-234/551, 15-16=-224/554, 3-16=-221/609, 4-17=-1073/630, 5-17=-1073/630, 5-18=-1073/630, 6-1 8=-1 073/630, 6-7=-1253/636, 7-19=-1462/798, 8-19=-1491/786 BOT CHORD 2-14=-506/313, 13-14=-506/313, 11-12=-423/1127, 10-11=-423/1127, 8-10=-658/1330 WEBS 3-14=-1244/655, 3-13=-416/968, 4-13=-620/356, 4-12=-521/1062, 5-12=-385/327, 6-10=-15/339, 7-10= 233/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to 24-8-6, Interior(1) 24-8-6 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 2, 300 Ib uplift at joint 14 and 215 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an Individual building component, not Nil" a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall bulldinq design. Bracing Indicated Is to p fevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199144 W P0160 T19 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. Thu Oct 05 14:35:40 2u1 i rage 1 I D:75SJ eCQ8yQ W 2itG Vr5nBLly96Pw-MBzXPaAp8Dm2MmDLTL5uLxTxXudfPAJI K 1 andryW S61 1-0-0 6-0-0 10-4-0 14-6-0 18-8-0 23-0-0 29-0-0 ,30-0-a 1-0-0 6-0-0 4-4-0 4-2-0 4-2-0 4-4-0 6-0-0 01 0 4x6 = 3x4 = 4x6 = Scale = 1:51.8 3x4 = 14 13 11 iv 3x4 = 2x4 11 3x8 = 3x4 = 3x8 = 2x4 11 l 0 6-0-0 10-4-0 18-8-0 23-0-0 29-0-0 6-0-0 4-4-0 8-4-0 4-4-0 6-0-0 Plate Offsets (X Y)-- j2:0-2-0 Edgel 18:0-2-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.11 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.30 11-13 >908 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=71/0-8-0, 14=1312/0-8-0, 8=858/0-8-0 Max Horz 2=-73(LC 13) Max Up1ift2=-83(1_C 24), 14=-251(LC 9), 8_ 215(LC 13) Max Grav2=122(LC 23), 14=1312(LC 1), 8=858(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-180/440, 3-1 5=-1 70/506, 3-4=-580/342, 4-5=-484/357, 5-6=-973/598, 6-7=-1100/596, 7-16=-1462/741, 8-16=-1520/728 BOT CHORD 2-14=-404/265, 13-14=-404/265, 12-13=-318/844, 11-12=-318/844, 10-11=-595/1334, 8-10=-595/1334 WEBS 3-14=-1194/640, 3-13=-406/1014, 5-13= 552/339, 6-11=-39/254, 7-11=-425/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to 23-0-0, Interior(1) 23-0-0 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 2, 251 lb uplift at joint 14 and 215 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. 1 d0372015 BEFORE USE. Design valid refuse only with MITek® connectors. This design is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of indivkfuai truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability, and to prevent collapse with possible personal injury and property darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 r M 0 Job Truss Truss Type Qty Ply T12199145 W P0160 T20 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa. Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 05 14:35:40 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-MBzXPaAp8Dm2MmDLTL5uLxTvYue_PBZI K 1 andryW S61 1-0-0 5-it-14 11-4-0 17-8-0 23-0-2 29-0-0 ,30-0-0i 5-11-14 5-4-2 6-4-0 5-4-2 5-11-14 1-0-o Scale = 1:51.8 5x8 = 46 = 4 16 17 5 1 0 3x4 = 12 3x4 = lu y 3x4 = 13 3x4 = 3x8 = 2x4 11 2x4 II iv0 5-11-14 6- -8 11-4-0 17-8-0 23-0-2 29-0-0 5-11-14 0- -10 5-3-8 6-4-0 5-4-2 5-11-14 Plate Offsets (X Y)-- 14:0-5-12 0-2-8f f7:0-2-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.05 9 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) 0.13 7-9 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 140 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 6-4-0 except Qt=length) 7=0-8-0. Ib) - Max Horz 2=-80(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2 except 13=-242(LC 12), 7=-224(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2 except 13=1269(1C 1), 13=1269(LC 1), 7=868(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-108/317, 3-14= 99/386, 3-15=-705/404, 4-15=-642/420, 4-16=-916/598, 16-17=-916/598, 5-17=-916/598, 5-18=-990/584, 6-18= 1049/568, 6-19=-1500/743, 7-19=-1557/729 BOT CHORD 2-13=-295/196, 12-13=-295/196, 11-12=-155/584, 10-11=-155/584, 9-10=-599/1369, 7-9= 599/1369 WEBS 3-13= 1121/622, 3-12=-384/973, 4-12=-304/235, 4-10=-224/454, 6-10=-503/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-4-0, Exterior(2) 11-4-0 to 21-10-15, Interior(1) 21-10-15 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 2 except Qt=lb) 13=24217=224. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Nil" atrusssystem. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling -of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 A MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The fabficallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 r A> Job Truss Truss Type Qty Ply T12199146 W P0160 T21 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries. Inc. Thu Oct DS 14:3b:41 2017 Page 1 I D:75SJeCQSyQ W 2itGVr5nBL1y96Pw-gNXvdwB Rv W uv_woX f 3c7t8?5ulxO8ZERZhJE91yW S60 r1-0-0 6-11-14 13-4-0 15-8-0 22-0-2 29-0-0 1-0 6-11-14 6-4-2 2-4-0 6-4-2 6-11-14 1-0-0 46 = 46 = Scale = 1:51.8 3x6 = 12 11 lu a 3x6 = 2x4 11 3x4 = 5x6 = 2x4 11 6-11-14 13-4-0 15-8-0 22-0-2 29-0-0 6-it-14 6-4-2 2-4-0 6-4-2 6-11-14 Plate Offsets (X Y)-- f 10:0-2-4 0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.16 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.34 9-10' >998 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz2=-93(LC 13) Max Uplift2=-268(LC 12), 7=-268(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2142/922, 3-13=-2077/939, 3-14=-1507/737, 4-14=-1432/755, 4-5=-1330/747, 5-15=-1432/755, 6-15=-1507/737, 6-16=-2077/939, 7-16=-2142/922 BOT CHORD 2-12=-764/1900, 11-12=-764/1900, 10-11=-433/1330, 9-10= 770/1900, 7-9=-770/1900 WEBS 3-12=0/291, 3-11=-687/373, 4-11 =-1 17/352, 5-10=-117/352, 6-10=-687/373, 6-9=0/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-4-0, Exterior(2) 13-4-0 to 15-8-0, Interior(1) 19-10-15 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=268, 7=268. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 t !i Job Truss Truss Type Qty Ply T12199147 WP0160 V2 Valley 2 t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 aa 0 2x4 — 2-0-0 1.640 S Aug 16 ZUI I MI I eK Industries, Inc. I nu ucl u0 14:;Z:41 2U1 / Page 1 I D:75SJeCQByQ W 2itGVr5nBLly96Pw-gNXvdwBRv W w_woX 13c7t8?CD15CSjbRZhJ E91yW S60 5.00 F12 Scale = 1:7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS, (lb/size) 1=46/2-0-0, 2=34/2-0-0, 3=12/2-0-0 Max Horz 1=22(LC 12) Max Upliftl=-9(LC 12), 2= 26(LC 12) Max Grav1=46(LC 1), 2=34(LC 1), 3=25(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 2-0-0 oc purlins. 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pMiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of IRMSes and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 r 4 , . Job Truss Truss Type Qty Pry TI 2199148 W P0160 V4 Valley 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.64o s Aug its Lul i mi I eK industries, Inc. Thu Oct ub 14:35:42 2(A 7 Paget I D:75SJeCQByQW 2itGVr5nBLly96Pw-IZ51gGC3gg01b4Njam7MQMYKBhPytAqaoL3nhkyW S6? 4-0-0 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=115/4-0-0, 3=115/4-0-0 Max Horz 1=65(LC 9) Max Upliftl=-28(LC 12), 3=-39(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.3 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20 Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Nacbng Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avollabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12199149 W P0160 V6 Valley 1 1 Job Reference (optional) I twuoers rirstsource, i ampa, rianr uny, riorioa ssboo v 0 6-0-0 nuy - 1. i I -. — I -- ...a, um. n , w-...Y . yo I D:75SJeCQByQ W 2itGVr5nBLly96Pw-IZ5lgGC3gg01b4Njam7MQMYMchPdt9RaoL3nhkyW S6? 2x4 11 3 5 4 2x4 i 2x4 ll 2x4 11 Scale: 3/4"=1' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 21 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=55/6-0-0, 4=84/6-0-0, 5=238/6-0-0 Max Horz 1=106(LC 9) Max Uplift4=-27(LC 9), 5=-94(LC 12) Max Grav1=60(LC 20), 4=84(LC 1), 5=238(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-174/301 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiiekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanenl bracing pp AA building design. Bracing prevent is always required for stability and to prevent collapse with possible personal injury and property darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component IV1 iTek' 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. 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D c a 3 6 0 0 a o N(D (D m o a (D m o o o ¢ o :p 3 (D Z LY c: a 0 m Of r 1 Permit # RECORD COPY City of Sanford Building and Fire Prevention Product Approval SU„pINcfication 7 - L b l SANFORD AR Project Location Address Form As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wa ne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding 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 CorpRoofin CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature_ Applicant's Name Please Print) June 2014 6/9/2017 Florida Building Code Online e i BCIS Home Log In I User Registration Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff I BCIS Site Map ILinks I 'Search Ob j,"l Product Approval ri USER: Public User f Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL15000-R2 Revision 2014 Approved Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbldgconsultants.com Vivian Wright rickw@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer a Evaluation Report- Hardcopy Received Lyndon F. Schmidt, P.E. PE-43409 National Accreditation and Management Institute 12/31/2018 Ryan 3. King, P.E. Validation Checklist - Hardcopy Received FL15000 R2 COI Certificate Of Indeoendence.pdf Standard Year AAMA/ W DMA/CSA 101/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 https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozMA6CzHQ3yMKg2Hy8p/o2fuCfc2MRiSC82w%3d°/p3d 1/3 6/912017 Florida Building Code Online FL15000 R2 Eauiv FL - 15000 Eauiv of Standards.ocif Sections from the Code Product Approval Method Method I Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Nan -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.1. odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y' part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without 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 15000.2.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 FL15000 R2 AE EVAL 15000.2.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.3 c. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y' part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https:llloridabLilding.org/pr/pr app_dil.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2FuCfc2MRiSC82w°/"3d%3d 2/3 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions. Approved for use in HVHZ: Yes FL15000 R2 II INST 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.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "T' part number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars, (This product approval requires the use of "Y part number doors, which have been stained or painted within 6 months of installation.) Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: M-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2.013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487.1395. *Pursuant to Section 455.275(1), Florida Statutes,. effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made availableto the public. To determine if you area licensee under Chapter 455, F.S., please click here . Product Approval Accepts: FM sCheak ^.r . Credit Card Safe littps: l/Floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozArtA6CzHQ3yMKg2Hy8p/o2fuCfc2MRiSC82w%3dg/o3d 3/3 EXTERIOR 141'1 IrTli zombi 1NMRTjQR 36,0[Y'W,AX DOOR HORtZONTAL CROSS SECTION FANELWIDTH DOOR PANEL 4,02' e— EMT EXTERIOR IWWOR LATCH SME TOP RAil. FIBER CLASSIC) \,7J (FIBER C(ASSIC) to DIE DOOR PANEL Fiber Classic KJJ f I-Iozi I p' 02/24/72 N T_S. A"8115" STILE FIT; MCMSII) r2N VOMCAL CROSS S$CWN V. dK DOOR PANEL wk. By, LFS DRwgw ml FL— 15000.3 ow _3cp 12 112'G1ASS 25' STEEL INTERIOR fMERCEPT SPACER 40 41 SEE NOTE 1 5" INWLATM GLASS 1W/ SMC LITE FRAME GLAZING DETAU 1 V375" MAX. PANEL WIDTH 7.125" NAc. D.LC- WIDTH 1%2" MIN. GLASS THK. 118. TEMPERED GLASS 1/Z'GLASS AIR SPACE f va. .25" SfEfl- TEMPERED INTERIOR INTERCEPT GLASS SPACER 40 2e SEE NOTE 1 5" INSULATED GLASS W/ PVC UTE PRAMS, 3AZ1NG QETA[L 1/2" MIN. GLASS THK 1/8" TEMPERED CLASS AIR SPACE 118" TEMPERED GLASS E i Jtt NVIL T - "i w 7 HORIZONTAL CROSS SECTION > ry 4 SIDEUTE PANEL a x U F2 J z 1 2- 25fi9` .' z 42 1 rN O a l PLASTIC LIP LITE FRAME /1 PLASTIC UP UTE FRAME g EXTRUDED PVC k7[TTiLDEO SMC h 4 Im, a r--- N I r VERTICAL CROSS SECnOV1477" c 4 S1DEU7E PANEL r TY1L1J 1 .— b i. SpocinB for ftm #29 & J41 (like frame screws) °° 2 NZZ is as fat[owr From the bottom Up an sides 6.5 with (7) mare spored at 9.673" o.a. there are (2) oxc. BY: JK 4 screws bath top and bottom at 2.125" in from each I olic.Di- . LFS SIDEUTE PANE 43SIDELrrE TOP & BOTTOM RAIL /1 SIDELTE BLANK SLOE S71LE comer. Dmwo. Smooth Star IZY FINGER JOINTED PONDEROSA PINE, SG-O,43 F1NGF1t JOJZ PONDEROSA PIN& SO-0,43 FL-15000.3 48 49 lz 17 CISINK V.- Vamt. 1111 6- rr I. The sidelits is direak set into the jamb with (72) item J43 a ja x 2" pfh. WQD&r screw- ThOr4g are 73 4) at each veMool jamb, from the top dam at 46 IM5, 31", 46.5- & 66" There are (2) at the 21 B header at 4' from the ouWde corners of the frame. There are (2) at the sill, 4' from the outside comers. HORIZONTAL CROSS SECTION 1, 7 48 1-1/+- MU Ems. MP) 49 15"MN, DANKNK 13 17 45 43 INT8RIC 7 7 INTERIOR To 3r, ACTIVE 45 SEE NOTE 135 0 9 10 76 1.2 43 51( HORIZONTAL CROSS SECTIONZKO-10B14OW!nNTAL CR059 SECTION M Lizs 7 II MULllON MAsoHRY a9 l i E ENNE n ,I I ROPENING Typ, HEAD II MULLION II do JAMBS I[ SHOWN FOR II II REFERENCE 11 I lI 11 ZX BUCK II Il ASTHA6AL ]I II (( SHOWN FOR II II II REFERENCE 11 u d II Q 1I cs II l IIII Q II 9OUSLE W/SIDELTfES BUCK ANCHORING bASONRY OPENING CONCRETEANCHOR NOTE: 1. Conch ahcilorlocaffom ofthe cninem maybL adfiufed to mat orgn the min. 2X BUCK edge crsfancefomorinrjotnts 2. ConcMfeonchorlo=tionsliofedas AW.ONCENTER'nTLatbeadn.afedfo maintain the mlo, edge distance fo mcrtarjolyds cdcRionar oMcmte anchors maybe required to ens0re the "MAX- ON C54T&I dmension are not exceedecL 3, Concrete anchortanle. 7Xpk• : y7. F:dhfktift jo:!>'iz1SL'if[ltk ::_ 9D.L0.i,'v e ITW TAPCOIt Ile 1-1/a" 2" a" IXTRACON® Q MASONRY 49 Q OPENING TYP, HEAD Q JAMBS 2X BUCK Q n u ` SASTRAGAL FORy N REFERENCE B1213 11 00 tt Q 1 II I I AU LLIOAI I I I I SHOWN FOR ! I a 49 1t REFERENCE jI I I MASONR 7YP. HEAD I OPENINI do JAMBS 11 11 it I1 II Il II 2X SUCK I MULLION I SHOWN F'OR I REFERENCE f II II II 11 h 9 U eci w z` o i e: p2/24/i2 Le en JK m BY. ANC N FL- 16000.3 a ti zdn 45.2r Pi J _ z o m ri Sr88"--'-*-183f 70.63' 1H.5' 141g' o p •• _ 1CY Y170p C E rd z 27 0 3a Z7 Typ- 27 TYP. Typ. ID QIrW 32y 2' o 1,710" a 0JS 0.75" c, m 0.06s. — qN 2 SEE NOTE 1 N w 4 ag. cz a z jb N0" LASTFt4Ggt DETAtL G 02/24 12 B N.T.S. 8 OK'G SY: rlli Li 1_ THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP arc LFS cTOANDTHEBOTM• on wlPG t+a., n FL—l5000.3 n SXM 19 OF 1 z THERMAITRU @ THIEi-'iMA TRU DOORS T T M tNPU41RfA DR.. LP.— HPN. OH —51 7 FIBER CLASSIC' f "SMOOTH STAR" WO INSWING wl & WOLIT SIDELITES FIBERGLASS DOOR NON-1MPAr-r GENERAL NOTES 1. This product has been evoluafed and a in complianaa w3h The, Sth Willoh 2014) Honda Melling Code (FBCj 311m hrial regXremehtsutdudng the'Nigh Velodfy Hud me7nne Vvm. 2. Prochict anobors shall be -cis liffled and spaced as shown on detalls-Anchorernbeciment to bose materid shall be beyond wal dressing vsfucco, 3. Whentzed6iihe'fiViU"Ihlcprodudiszqulredtobeprorectecdy4hanimpacfnftislont coveffng ffiot complies MNSEc,fton 1626 of thD FBC. 3 d, When.taedln areas outside efihe' WZ1regsS ngwind borne debris proiectionihls producfis required to be protecfedwith an lmpact resistant covering that complieswith Section 1699 7 2-of the BC_ S.For2xdudittaningeor>61nfe6ol7,anchoringofthe Inutsshdlbethe sorneasihat6imwnfor2x y buc,mmonrycarahucRon. t d. 5lie cbnd fmnsit atdeaia a Imm the details of fhk drawing requkefurlherenglneertng analKis byalicermed eng1meerorreg'alered atchtgect. 7, lftis producE does notmeetthewafer dr6ltmflon regvireema[dsforthe "HvtR" Inswing unilsshall be installedorf in non-tmbudblsareas orothgbRabieloccdonsprotectedbyanoverhangOr canopysucftittcdfheanglebetween the edgoofcmtopyrxovertnng}ospltslrs than45 degcmm T4& POFCONTEN75 SR&74 DMUP7falt i fYplcaCelevatiom. deslgnpressures&genwatnotas 2 Doorponel det 11(smoothstart 3 Doorpomi detalc Fiberclossfcf q sde6 panel defaib&gfafat details g Vedfcaioromseanom 6 Hor¢ onfalcross sec6ons 7 Ho ftntalcrosssecrwns g euckAnrho" 9 Fmms anchoring 10 Rome anchoring 11 Astrdggl defalls 12 wrofmaferials&Gomponeds 37,WMAx. OVStALL PRANEWIDTH A b 51h LF INrur UNrr SEE DETAIL, A"/ 7 SHEE7 6 S DOUBLE V4S-1QELrfES WSWING UNIT OXXO AWMAX. ONrLL{ f1tAMEWRt1FI SEE DETAIL A'/ SHEET a 9 OQjjEL6, l f E UNfr SEE DETAIL A"/ r z SHEET' 6 S 5 SiC,LE WJSrg 0OXO INSWING LfNrrl/f//////////MMO, FL—ISODO IA 56 EXTERIOR 36WMAK E DOORELWrERIOR -ffB , PANWIDTH d t' iHoRvoNrAL CROSS SECTION DOOR 0. 336' 1 z4s, 4••- IOR WTERIoR oQ S tIC 11 E 02 -1 WO07N STAR) ( SMOOM STAR) DOOR PAN JA Smooth Star Y 57 z z rR 02 24 12 VEMCAL CROSS SECTION R", 1, L 1 (-2 11 Imllt5rLAR) DOOR PANEL WOOTH SW) - RSIE —01f4l w. JK om gy. LFS vmwm w_. FL-15000. 4 13 sKEEr TE 2 SEE NOTE 2 as V RTfCA1. CROSS SECTION 5 VERTICAL GROSS SECTION 5 SEE NOTE 1 W T jwyy • z} a z R Z O m O R 0, l7 N 7c a 17v 0 z FXTFRIRB tyJ' :' fNrERfOR SEE j) a „ S VERTICAL CROSS SECTION 5 Shawn w/Ix sub —buck OPTIONAL SURFACE 9OLT5 ON AC71VE PANEL SEE DESIGN PRESSURE ONAR7) NOTE r I. The sidellte is direct set Into the jamb with (12) a Item #43 o #8 x 2' pfh. wood screw. There ure {4) at each vertical jamb, from the top down at 13.5 . 37", 48.5" & 66"' There are (2) at the header at a 02/24 12 N.T.S4" from the outside comers of the 'lame'there are mra. W. JK2) J13 a #8 x 2-1/2" pfh. wood screw at the 4" from the outside corners. cnK. sr, ].FS oanFL so - 2. OPTIONAL SURFACE BOLTS ON ACTIVE PM4LL SEE DESIGN PRESSURE CNART)- 15aaa4 sNFFr b oF„i- 38 t1 x f z C-SING y i ' ..• 0 ed w SfE NDiE 1 I. The sidelite Ie direct set !trio the jamb 43 rkth (72) item J43 a tfA x 2" pfh. wood i . + " soreW. There are (4) at occh ver{iccl 4 O N _ aw jamb, from the top down of 13.5", 31 ", ACTIVE o z c 48.5" do 66". 7here are (2) at the header llt r O1 g m c m at 4" from the outside comers of the T' J t m as W y •'ia a, - frame- there ors (2) P13 a P8 x 2-1/2 Pfh woad screw at the alit: 4" from the i'>. comers- v° p, w itpq I oINTERIOR I i' 36 45 d, 48 0 EG 41 28 44 DETAIL "A" Fp t M N o 35 17 78 OPTIONAL SURFACE' BOLTS ON AQTIIIE PANEL i"l/4°MM• SEE DESIGN PRESSURE CHARY) z aAJ,E, jTTPJ a o M"EftrOR 3 HOR1i0N1'AL CROSS SEOTION o o a 22 aII1I GSNK 24 43 8 7 SEE NOTE 7 34 27 B 7 43 33 a mzo INACTIVE (I ACTIVE tp G1 U i:Y' ry I t ril •' uf' ,r s' ^••^ -+• 1- ",? Sµ!+r' L 9 10 37 45 aue:02 24 1Z swr: N.T_S, 9IM'E'RIOR re Wr IM o lHORIZONTAL. CROSS SECTION l 2^ ,_HORIZONTAL CROSS SECTfON cxc. sr LFS opJ.xryNc Na: ast F1.^1500D.4 q mar 6 ovL " 0 4 t f i 38 II MASONRY QPE NING I ITr-pl HEAD INpzTRAGALII JAMBS IIS11OWNFOR REFERENCE 2X SUCK-/.- I"-MULLJON MULUON SHOWN FOR SHOWN FOR 11 II REFERENCE a REFERENCE II F! cs 00613L.F DOOR W/SlOEUTEr, RUa ANQHQRIKG MASONRY. 2X CONCRETE ANCHOPN 7. Concrete anch-jrloca6ons- crt the comm may be adju;fed to mcdntuln The raTh. edge id[stance to- mortaricinis 2. 0oncrefoanchor locaFons noted as "MAXON Ca4Mrmust be adjLded to mdnfctn the mln- adG&cfttvnce to mczfcrjbhb, addWond cat=--fe anchors maybe required to ensure the "MAXON C-WER" crimerWon are not ftrcescfed- a Concrete anchortable: myq, PANCE ITV TAFCON ELCO ULTRACON" IM 1-114, 4' MASONRY. 2,x li TYP. RM JAMSS MULLION SHOWN ruR 11 REFERENCE 11 Il MuLL1ONII )j 11 SHOW FOR II REFERENCE II I1 SINGLE DOOR W/SlUELITES BUCK ANCHORING 777 t i t t t 38 II P - 19 TYP. HEAD JAMBS ASTM43AL SHOWN FOR 1"l. REFERENCE k, A 13GLIBLE DOOR SINGLE ODOR RUCK ANCHORING FL-15000.4 S.M, -j8 oj2 MASDNF Op(3.11 P FRAN 4X BUC SEE DETAIL 1 11 I I Ti l SEE DETAIL "2" Y 43 ly BUCK INSTAI1A74DN as Iw iAIJATll1NX BUOK57 i E 43 0auss su K Tip. K SEE DETAIL "1 DOUBLE DOOR W S7DELITEs CONCRETEANCHOR NOFES T. Concrcto anchoriocatfons at the comers maybe odpsfed to mafn)M7 fhemVL edge cW mce to mcrtarjoFnf5. 2 Concreteanchorlocaftotu aferlgS;NAX.ONCENTER"mvstbeadjusfedto malmtaGrthe rnh. edge dstance to mortar)olnfs addf5onaf concrete anchors mpyberepu8ed to ensure the MAX. ON CE14W dlmensfan ore not exceeded. 3. Concrateardrortrible. iAXO:YtiF517 RL= is•;.t_ t'D:C44;_CF ITW rArcott ITW ® TAPCOI+1 3/Ib" 1"1/'C' S" T-1/2" r vu ai.rtnr i+iniin,evty ivvtea: 1. Mointain a mnimum 518"edge dstance, 1" end distance, & 7"o c..Pocng of wooclscrews to pmventttlespMng ofwood r 77i ESE- (2) ANCHORS REQ'D ONLY WHER DP > 47 PSF r 2X BUCK SEE DETAIL 4' W 7X BUCK a srnt.u7lce 7)P. HEAD & JAMBS 0 BUCK lE SEE pET5" 7YP. S;LL a SO J i 31 zQ- m Jvrt. g a'm z d; E. r az VIEW "Ct-'C" " C"--j L—A. VIEW "4'-°A" SINGLE DOOR W/S10ELFiES (< m U 13 CY 49 3O 30 a W/2X BUCK 13 p 3f d ZINSTALLATION3i f3 W/1X BUCK 45 37 t 1NSTALLATIDN o 10 70 DETAIL "3DETAI ASTRAGAL & SURPACE BOLT S7RLKE PLATES Ld HEAO a TD a w 12ETAiL "_` z` ' i3 31 31 0 o toe, 02 24 t 2 13 sot N.T.S. 30 cm 30 M. In, dK DETAIL " 7' cm rn LFs DMIL ' 4" SURFACE BOLT STRIKE PLATE °FAW= m 0 THRESHOLD FL-75000.4 sxa¢ r B of 12 E MASONRY OPENING 2X BU DETAIL "3" Vla B- .•... D006LE DOOR A« COMCRETl: A NCHO R NOTES. T_ CohcrefeanchorlacarynDsgfPhecanersmcryheadjUsisdfomafdVainiftemih edge distance to mortar joust- 2. Cowmfo Oichorlocgrmns noted as "MAX ON CENT) R"must tm adiµsted to mo ntc n the mim adae dsidnce to mortarjoinis, dddifronalconcm-te anchors maybe regWmd fo ensure the "MAX, ON CEMER"dlneosfon are not sxceeded_ 3_ Concrefemrhortable 7_ Woad screwsfo TOsSrr.)•iVk.P,_=;.-;TZ3;.D3@El r--..a===_:=n s=t aS ,=i'_ Sires• e t1i S'ARi:.'.,;. IrCTAPON O lilt, 1.T/4- X mr rarcox' 3/Id" T-I/A" T, WOODSCREW INSTALL -T(ON NOTES: ed ae djstana=, 7"end distance. a. i' o.c soacirra ofMd7nLdinTiaanimumS/8" ofwaod. SEE DETAIL ' 4" Cu ' A d. r3 W/2X BUCK IldS7AI. LA740N w/ Ix eucx MASONRY 39 I1tSTAlL4T1QN OPENING TYP_ HEAD JAMBSFF A61 E — a 2X BUCK SEE rq Q DETAIL D " S. i4 Tl'_ SILL r xyv. Z'z D O; Pz° pi n' iCy'r—'o`oa 0 ri a a to m VIEW A" --A" o C,. A" NGLE DOD m 49 3D 3tl U W/ 2X BUCK 13 0 3, INSTALLATION31 50 NISIX RUCK 13 W/TX BUCK 48 n INSTALLATION o Nf2kRUCKT2 INSfALLA77ON Ln OETAIL " 2" Ln 13 ASTRAGAL do SURFACE 13OLT o To STRIKE PLATES 0 HEAD 10 _ DETAIL 7 0 w 37 3t .-a DETAIL -5" W/ 1X SUCK 50 o ro INSTALLATION " nuti 02/24 12 W/ 2X RUCK i3 30 ' 30 w_ INSTALLATION DETAIL "T" °si, JK SURFACE BOLT STRIKE PLATE Q` or. Lf' DETAIL 4" ® THRESHOLD 9P1FL dtr' ft— I5poo_ 4 srgr to or72 N' / ks7` 9 & Fi@ - aJ e2 . 2M =z x» \ H. g !$j- TYP. » TY . , m 7 e e ISM`- / \ n / E_— \ @ s Nam! NOTE, a : t THE AEMAGAL aTHAS A y THROW 4 THE TOP AND 'THE mew«&j hem OEStAIPBOU M°Ter1°I Gfi rW v "}T 2° n1 O ter}` fh/ititt'l,}ti` l Q S I— I - 0,6 SURFACE ¢OLT (1VE5 25- SMEL) !-^28' •----•-t 30 i58x" 1DdY' bR ME2021WOODFRA33 22 FINGER JOINTED PONOER05,4 PINE,sG-O.43 Q W4WING ODOR BOTTOM SWEEP VINYL A80" MAC WALL, 035' WN. WALL 2741^ a E i9 SELF ADJ SSVNG SADDLE TN FSHO n O iN5W1Np STL7ELITEALM1NImo( 04 5" WA t,,,AfALUM 1 BOi7'OM BOOT080' 'rHK WALL VINYL 7YF. 0.OS" FBOTTOM Y1NYL WALL IrrPr m m cQi . •• z C HY m o °• a a °. L= i FIBER CLAM (FC) PANEL ZN 0-11' MIK THK FBEROLASS HYTHMVA-TRB wM y1e1d wength Fyn(» };,000 psi f1HEHG1.(ss TA SIAOOTR STAR 55 5A5 k P BK 0D7 MGOODlIL BY 7NFFNA-TR t/'th 'dtf slean9 rT'(ff>+)s FIBFRCaASS 2 FC lop "AL ADOD COMPOSITE J FC LVDH 5fA,E NOOD COI1P 4 PRO hVSA P1HF RAFTMIN Wmp 5 FCTL*-7 6A¢. HtlOD OSITE 6 POL7LFE7}LiME FQ r (7.91bz DHiSITY 7 SNORT REACH COMPRESSION WfAINp$TIaP FO.W 8 LUNG MF V CaWPUSSION WEATHERSTRIP 9 V X V MHGE .0B7' St b. 10 10 x 3 4' LZ PFFI WOOD 5 51ff1 11 3000 PSI M COKCRVE CONRIRMM TO AC! 901 9R HOLdW B10CY CONF01WINc 10 ASN [NO COHCtTETE 12 JO X 2" 11M1 FEN W000 5'CAEM STEEL 3 x Z 1 2' LG. PFH WOOD SCREW SIM 14 14^ X Z-I d" iliY PFN CONCRETE SCREW 15 SUEUTE HOMW Boor .OW ECT& ED ANALMYL a oq N iix c Riz a 3 Y ff 2Y BWK SG 5= ME woo 17 MA;r 1 4" TF000 a RNUfSET PASS4GE LDIX - SIC1URW SERIES IB SELF AOJfib7N01k5WW SWM IHRESRDID q pD 20 HEAD PONUEROS4 P1N SG=0.43 YMOD 21 MEE JWe DA81EpD5A PINE SG..043 woo 22 HINGEdw OdVFR45APBJ Siia7. YlOWJ 23 MAW )DWHOLT-SlGMAiilRESE a 24 HORNICAHE ASTRAGAL Au1M1MI1M 24A A wAy. FLUSH BOLT ST 49 ASRWAL FLUSH BUT Rf VAR ALUMIUUM B Ix BUCK SC 2= 0.55 27 1D x 1-1 2" tc. PAHHFAO sHEl]' YETN. sAtEW STEM 25 INSWNC DOOR BC(jT211 gay SryI1y( 29 fi-TB x 1--J4' PfaLn FIATH90 SCAEy1 33 STEEL m 30SURFACE• HOLT STRU E PLATE STEEL 31 j1O x 2-1/1' PRIWPS ft AV Mt MOOO SCRLW STETS- v Ci m ze; 32 1 a Tm CELUJUR GY?7/HG TAPE SFDf-0VP UTE E PLASifCLpsMc BLW, 14 H PONDER[t5L FTKE. S WOGO 3fi SAEIRE SDE SRLE PONOER054 P1NE SB.+043 NOD 37 PO x 1-3 4' LG. PFH WOO SCMV crrtl 38 T 4' x 2--3 4 PFH E1D0 OR nW COMM SCREW STEEL JB 1 T x 3-3 4" AW PM CMNCRQE. m-0 S7EfL 40 1 5iLTC01E 04UIJC Off 755 SILICONE 41 9-10 X I I PIASCREW FOR UEFA 34 STEEL 0 570FUTE TOP & SORCIV RAIL FROSA SC=R43 YM 43 8 X 2' M PFN W000 SCREW STEEL 3 x 3 H OVARIBt ROUND ANCER ,10WO P& DOW e 5 V L. x.040' Dik BRAG TMM NAIL SX&--7- 6 N£5 SURFACE BOLT 54-.2£ 57E-L'Ly(tg 47 i i-2D SEX BOLT W1 1 4-70 A Mt1E 957 4B 3 i6" x 3-11;- I1W PFN CLtHCAE1'E SCREYi STEEL. s IASIWAL STRIKE RATE SU L 50 1 4' x 3-1 4" 11 PFN CONCRETE $L77EW srm o 02/24/12 54 1 SS TOP Wx BOQO C0A PQ57f; SCALE.' N.T-S- 55 SS LATCH ST wow GOEIPOSITE R BY: 4K 58 SSHOWSAIL£ CERO54 ME. Soft 57 SS POriOM RAL. TI0U0 GOMP057B OWSAac K°.: PL-15aoo. 4 aaT 12 ° F12 R W R W Bi lftg Consultants, Inc. B Consulting and Bnghleering Services for the Building indnstty C Y O, Box 238 Whim, FL33595 Phont 813,6$9,9197 Florlda Board of ProNaaldnal En9ffiws C=t1fioaie ofAulhorindon No. 9813 Product Category Sub Gategory Manufacturer Product Name Swinging Therma•Trq Corporation fiber Olassio" i "Smooth Star" Exterior Extertar Door 119 industrial Drive VO inswing wland Wout Bldelites poor$ Assemblies Edgerton, OH 43617 Fiberglass poor Phona (419)288-174o Non-imac€` soaps: This Is a Product Evaluatlon reportl6sited by R W Building Consultants+ Inc, and Lyndon it. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation based on tlule Chapter No, 61C20.3, Method 1 D ottlte State of F1014da. Product Approval, Department of Business & Professional Regulation, RW Building CohuWante 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. Onitatlons; 1, This product has been evaluated and is In oompllanoo with the 6th Edition (2014) Florida Bul ding Code (FBG) structural requirements Including the "Hgh Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fisted and spared as shown on detelis. Anchor embedment to base material shall be beyond wall dressing orstucco. S. When used In the °HVHZ" this product is required to be protected with an Impact resistant coveringthat complies with Section 1826 of the FBC. 4, When used In areas outside of the "HVHZ" requiring wind borne. debris protaction this product is required to be protected with an Impact resistant onverhng that COMP1198 with Sea lon 1609.1.2 of the RC, 5, For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. S. Site conditions that deviate from the details of drawing 4:1-15000A 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- habltable areas or at habitable [coatlons protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees, 8. See drawing FL-15000,4 for size and design pressure limitations. Supporting Dacuments. I. ' Test Report No. Test Standard TEL 01460337 A,13,C ASTM D686-03,ASTM D1929-56 ASTM 02843"99 TEL 41460336-A,13,0 ASTM D636-03, ASTM D1929-96 ASTM b2848-99 STT' SQ0001 ASTM Qk$-96 15427- 107362 ASTM n4-00a ATI 67608.01.108-18 ASTM D1920.96 ETC 01-741-1o701,o TAS 202.94 ETC 01-741.1070&0 TAB 202.94 ETC 01-741-10593.0 TAS 202-94 TEL 06.1031-3 TAS 202.94 TI: Li) mi-4 TASP-O294 Testing Laboratory Slaned by Testing Evaluation Lab.,inc. Lyndon R Schmidt, Rj1 , Testing Evafuatloh Lnb.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, ]no, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc, Testing Evaluation Lab.,lnc, Drawing No, Prepared by No. FL 15000.4 RW .Building Consultants, Inc, (CA W9813) 4Y`;'. Gatoulations Prepared by Anchoring RW Bul[ding Consultants, Inc, (CA#0813) ASTM E11300 Class load Lyndon R Schmidt, P.E. Quality Ass La nuCertificate of Parffofpation Issued by National Accreditation and Management, ^. " Institute , oor ifying thatTherma-Tru Corporation Is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Cauldo 53. Sheet oft 1 Lon Hicks, VP Operations William E. Htch, P.E. Joseph A, Reed, P.E. Wondel[ W, Haney, P.E. Wendell W, Haney, P.E. Marko. Pasero, P.E. Wendell W, Haney, P,E. Wendell W. Haney, KE Stoned & Sealed by Lyndon F. Schmidt, P.E. F. Schm[di, P.E. Lyndon E. Schmidt, P,E, FL PE No. 43400 2/ 2/2016 rti JHm E Roft Mam A I =IR U THERMA TRU DOORS 1 113 INDUSTRIAL DR., EDDRRTON. DH 43517 Classic -Craft" and "Benchmark by Therma-Tru" 6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. This product anchoring drawing has been developed in compliance with the 2010 Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for saes, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installation instructions of ANSI/ AF&PA NDS 2005. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the 2010 FBC. 6. Positive and negative design pressure requirements for use with this drawing shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by this drawing are subject to further engineering analysis. TABLE OF CONTENTS SHEET 8 DESCRIPTION I Typical elevations, design pressures & general notes 2 Buck anchoring 3 Frame anchoring 4 Frame anchoring & bill of materials 5 Horizontal & vertical cross sections 6 Vertical cross sections 105.50" MAX.OVERALLFRAME WIDTH T T D! 4 I IIIII11 I I I II1I1 1 I I I 1 I I 1 1 1 1 1 I I I I I 1 1 1 I I I I I I1III1I 13 1 I I I 1 1 1 1I El 1 III r-,p II I, n I' 'I I' II DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE 47.0 -47.0 37.517 MAX. OVERALL WIDTH K YA SINGLE X MAX DESIGN PRESSURE 77.0 -77.0 74.W MAX. OVERALL WIDTH 1 2 3 115 5 5 t-ASI 31 DOUBLE XX MAX DESIGN PRESSURE 47.0 -47.0 68.50" MAX. OVERALLwlos SINGLE W/ SIDELITES OXO MAX DESIGN PRESSURE 47.0 -47.0 53.D0' MAX. OVERALL WIDTH 2 Y 3 171 5 5 SINGLE W/SIDELITE OX MAX DESIGN PRESSURE 47.0 -47.0 LOCK HARDWARE MFG& SERIES KWIKSFT SIGNATURE SERIES LATCH KWIKSEr SIG NATURE SERIES 780 DEADBOLT T ISCAM N.T.S. I BY: CHIC 6Y: LFS 3 DRAWING NO.: C: FL-15225.1-68 N D sHEEr _ 1 OF 6 NT 4 - 4- 4- 4. 4- 4 i 4 U 0 III IIIIII MASONRYMULLION I MULLION 1SHOWNFOR11MASONRY 11 MULUON 4 11 SHOWN FOR MASONRY MULLION 4 11 SHOWN FOR 7. OPENING TYP. REFERENCE 11 SHOWN FOR REFERENCE OPENING TYPII REFERENCE 7. OPENING TYPIi REFERENCE II 11 HAD 1 I HEAD I I JAMBS II JAMBS JAMBS 2X BUCK SEE NOTE 1 II SEE NOTE 1 SEE NOTE 1 II 2X BUCK _/._ z li 2X BUCK_ii II ASTRAGAL Ui I I 6 MULLION SHOWN FOR SHOWN OWNFOR it IL REFERENCE II II II II II 11 II II 11 0 II II II II z II REFERENCE II II II II II II II II DOUBLE W/SIDELITES h SINGLE W/SIDELITE SINGLE W/SIDELITES BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING 4; 4' NOTES: 4- II 1. 114" Elco Concrete screws anchoring 2x buck require a minimum I " clearance to masonry edges, a 1- 114" minimum MASONRY_ 7. 11 II embedment and a minimum 4" clearance to adjacent OPENING TYP. HEAD MASONRY concretescrews. Substitution of equal concrete screws from a OPENING _ 7 TYP. HEAD JAMBS ASTRAGAL different supplier may have different edge distance and JAMBS SEENOTE1IISHOWNFORcenterdistancerequirements. Concrete screw locations at the SEE NOTE 1 2X BUCK —/ II REFERENCE corners, at mullion locations, and at astragal locations maybe adjusted to the distance to IImaintainminimumedgemortar joints. If concrete screw locations noted as "MAX ON CENTER" 2X BUCK—/ z LdII ti must be adjusted to maintain the minimum edge distance to 0 mortarjoints, additional concrete screws may be required to II 0 ensure the maximum on center dimension is not exceeded. II II II 01 6 o 2. 2X buck min. S.G.z 0.55. II DOUBLE DOOR BUCK ANCHORING SINGLE DOOR BUCK ANCHORING 4. Cv Z T 60, M 0 0 C g z Go -C E 9 5 q r? A SCALL N.T.S. DWG. W: JK CHK. BY: LFS DPAVANG NO, FL— 15225.1-68 swxr 2 or 6 D" "E" C" 3' 6 gj. 3" MULLION SHOWN FORREFERENCE411X2XBUCKINSTALLATION p BUCK INSTALLATION TYP HEAD & J ZUAMBS SEE NOTE 1 SEE NOTE 1 t6 i6 Iln.. pC„ D" "E" VIEW " C"-"C" SINGLE DOOR W/SIDELITES SEE DETAIL " 4 W - a C" j ^ ai IN PAIRS 30 TYP, TYP. 3" — I I- T I z61 w 61 N M NV) I 2Z W - I' Z ON jU o SEE rpi DETAIL N 1 T D" A" 6" MULLION SHOWN FOR ° REFERENCE IW/ 2X BUCK INSTALLATION IW/ 1X BUCK INSTALLATI TYP. HEAD & JAMBS SEE NOTE 1 SEE NOTE 1 ui B" A" IW/ 1X BUCK INSTALLATI TYP. HEAD & JAMBS SEE NOTE 1 SEE NOTE 1 ui B" A" 16" I I_ A W/2X BUCK INSTALLATION w W/ 1X BUCK — 9 INSTALLATION TYP. HEAD & w JAMBS p U SEE NOTE 1 - O SEE NOTE 1 DETAIL 2" C" " D" A" VIEW " C-"E"' VIEW "D"-"D" SINGLE DOOR W SIDELITE VIEW "B"-"B" SHOWN W/ OPTIONAL CORRUGATED FASTENERS. REM /30 (M ALL SIDEnE TO DOOR JAMB CONNECTIONS) NOTES: 1. 1/4" ITW concrete screws anchoring frame and/or sill require a minimum 2-1/2" clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 3" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations of the comers, and at mullion locations, may be adjusted to maintain the minimum edge distance to mortarjoints. if concrete screw locations noted as "MAX. ON CENTER°must be adjusted to maintain the minimum edge distance to mortorjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 3/16" ITW concrete screws anchoring frame and/or sill require a minimum 2-5/8" clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 2-1/4"clearance to adjacent concrete screws unless otherwise noted by concrete screw manufacturer. 3. The sidelite is direct set into the jamb with (12) #8 x 2" pfh. wood screws. There are (4) at each vertical jamb, from the top down at 13.5", 3 1 ", 48.5" & 66". There are (2) at the header at 4" from the outside comers of the frame. There are (2) at the sill, 4" from the outside comers. 4. For optionotsidelite construction with staples, sidelite is direct set into the jamb with (4) 7/6" X 1 3/4" 16 ga. staples along each jamb (6" from ends and equally spaced thereafter). B U DETAIL " 6" W/ 2X BUCK 2 INSTALLATION W/ 1X BUCK INSTALLATION 12 1 C SEE NOTE 1 0 1DETAIL " 1 " s, N m N= aZcm d ri 0 4 a 4 $ o maac c o JLG — 5 - DETAIL " 1". c; + o CCU CCU m cc GN, w r: K all " A I o 0 0a a SINGLE DOOR VIEW '4"-"4" W/ 2X BUCK INSTALLATIONW,, W/1X BUCKINSTALLATION SEE NOTE 2 DETAIL ' 2" B 1 C 1 DETAIL " 4" mm 2121112 z MAM N.T.S. NIG. BY: JK m HK. BY: LFS 3 ik WW G NO.: ¢ FL- 15225.1-68 m°a IEET 3 or 6 " E" IN PAIRS 30*A" P.3"T33„ Z 3F-3" n 8mN 3--1 W-z `ia$ I I II II 1 II i 1 II SEE NOTE 3II II SHEET 3 II SEE DETAIL "3" II ASTRAGALA MULLION SHOWN FOR II SHOWN FOR REFERENCE II REFERENCE ONLY IL II SEE NOTE 1 16 SHEET 3 t6 II 76 12 5 I 5 II IIII i I I71,1' T2IzINSTA W/2XBUCKToSEE DETAIL / X BUCK A 3" INSALLATIONo°nNSTALLATION m oryaESz o X W/1XBUCKzIILuLLATION waTYP. HEAD h z g = dW/1 X BUCK 9 ASTRAGALJ'IINSTALLATIONNJAMBSI IfTYP. HEAD & a s o SEE NOTE 1 SHOWN FOR II p c SHEEP 3 - I L REFERENCEONLY II SEE NOTES 1 E o II SHEET 3 DETAIL S4E w o SEE NOTE 1 II SEE NOTE 1- SHEET 3 II SHEET 3 SEE a ow ¢ = 16 II 16 DETAIL o 16 cn o I w 5 5 o 12 SEENOTE1I' I 4 SHEEP 3ED-1 I y LII 4 ZUZ Qp 40 : Z j C" "E" tlf- A" U o VIEW "C"-" C" DOUBLE DOOR W/SIDELITES VIEW "C-"E" DOUBLE DOOR VIEW A" -"A" o SHOWN W/ OPTIONAL CORRUGATED a a FASTENERS• REM / JO CrYP. ALL SIDELRE TO DOOR JAMB CONNECTIONS) } m W/ 2X BUCK 2 INSTALLATION item DESCRIPTION Material A 10 x 2-1 2 PFH WOOD SCREW STEEL B 10 X 1-3 4 PFH WOOD SCREW STEEL C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 314LG. PFH WOOD SCREW Hine to Frame STEEL 2 10 x 2" 1G PFH WOOD SCREW STEEL 3 8 x 2-112" LG. PFH WOOD SCREW STEEL 4 1 4'x 2-3 4" PFH ELCO CONCRETE SCREW STEEL 5 1 4" x 1-3 4" ITW PFH CONCRETE SCREW STEEL 9 1 4 x 3-3 4 !TW PFH CONCRETE SCREW STEEL L1 3 16" x 3-1 4" ITW PFH CONCRETE SCREW STEEL 12 1/4" x 3-1 4"ITW PFH CONCRETE SCREW STEEL t3 MASONRY - 3,192 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4' X 2-1 4" PFH ITW CONCRETE SCREW STEEL 20 HEADER JAMB 4. 656" X 1.25" THERMA-TRU, SUGAR PINE SG >= 0.34 WOOD 21 3 4" THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1 2" X I" X 25 GA. CORRUGATED FASTENER STEEL W/1X BUCK ' INSTALLATION 12 1 .° C SEE NOTE 1 W/ 2X BUCK z SHEET 3 INSTALLATION 3 0 1 W/1X BUGK t1 0 DETAIL "I' INSTALLATION SEE NOTE 2 SHEET 3 z DETAIL " 3" - ATTACH ASTRAGAL THROW BOLT M.-M STRIKE PLATE TOFRAME AS SHOWN. z C DATE 2121112 ° z MALE: N.T.S. a 1 DWG. BY: JK m' DETAIL .4cw. BY: LFS 3 DRAWING NO.: a 0 FL-15225. 1- 68 0 SHEET 4 OF 6 N 2-1/2"MIN. FROM 2-1/2"MIN. FROM 13 MASONRY EDGE MASONRY EDGE — TYP) TYP.) ix BUCK 4 f W z xU QQ Grow 9 A y ti Z Y ry INTERIOR EXTERIOR INTERIOR EXTERIOR 1 HEAD JAMB 2 HEAD JAMB To lx sub -buck To wood frame Inswing shown Inswing shown 13 a.TERIOR INTERIOR zz m A jBUCK00 m A lV Fl $ I" MIN. FROM I" MIN. FROM n NEMASONRYEDGEMASONRYEDGE+— i W TYP.) TYP:) w o ztznaoz° J = m °no a 13 N> go 4 0 ' oo`` •E tea•: ac Vt 4m5. a R z O N mo g9o= 90 LL md` am o yrriaPJ m E K V 2X BUCK A N = INTERIOR EXTERIOR 3 HEAD JAMB Ca To2xsub- buck Inswing shown I N diN x w m a NU a p EXTERIOR EXTERIOR z ? 1-0.15'MIN. e. m0C-SINK z SHIM SPACE 0. 25W SH M SPACE 1. 15' MIN. z M8. 1.15' MIN. MIN. EMB.Trr 4a--cTYP.- z DATE 2121112 z 4 VERTICAL WE JAMB 5 VERTICAL SIDE JAMB SCME: N.T.S. ` To 2x sub -buck To wood frame M. BY: JK d Inswing shown Inswing shown cNx. BY: LFS 3 DRAWING NO.: G FL- 15225.1-68 SHMT 5 of 6 2-1 /2• MIN. FROM 2-1 /2' MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) VERTICAL CROSS SECTION 6 Inswing configuration INTERIOR EXTERIOR z a 16 W 13 2-1 /2" MIN. FROM 2-1 /2 MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) K4 } VERTICAL CROSS SECTION b Inswing configuration EXTERIOR Vllfl7A- INTERIOR 2-1/2" MIN. FROM 2-1/2" MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) 2 VERTICAL CROSS SECTION 6 Outswing configuration EXTERIOR , ; INTERIOR w 5 13 2-1/2" MIN. FROM 2-1/2" MIN. FROM MASONRY EDGE MASONRY EDGE. TYP.) 4—(TYP.) 1 VERTICAL CROSS SECTION b Outswing configuration J n °n Wnma INTERIOR EXTERIOR w C V= olU 1 R 0Ym0S m ciw•: u° •E 20 xZ e3 X oE 21 14 a'aa m°u v Y 8 2-1/2" MIN. FROM 2-1/2" MIN. FROM MASONRY EDGE — I MASONRY EDGE— TYP.) (TYP.) o Z 3 VERTICAL CROSS SECTION m V, V 0O O a EXTERIOR INTERIOR zai m 2-1 /2" MIN. FROM 2-1 /2" MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) r6 1 VERTICAL CROSS SECTION A_l Outswing configuration SCAM, N.T.S. awc. BY. JK m CHK BY: LFS ORAWNG NO.: m FL=15225.1-68 °a SHEET 6 OF 6 N 10/27/2016 Florida Building Code Online Comments Archived BCIS Site Map I Links 1 Search 11 set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL9174 R11 COI Cert of Ind Scates 2011 s.odf Standard DASMA-108 DASMA-115 Year 2002 2005 https://www.floridabui Iding.org/pr/pr_app_dtl.aspx?param=wGE\/XQwtDquf 1 J RtWxf6u7oj nlOheH %2bR KJ kizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/06/2015 Date Validated 04/28/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Sum marv'of<Pro`'ducts t r ,,. , =°w .+"a.s- . a.,.-.s,.. ',,i ,.. ?; _z;. ., '.;r f rt_.Z`'s'... :.-......_...e3.x:. ` •3s.'?,.:_':ir` FL # Model, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0228 318958 P7.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.2 5120 / 6100 / 9100 #0229 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0229 318959 P8.1)df Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSvpolementP16 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.Ddf door. FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.3 5120 / 6100 / 9100 #0230 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 11 0230 318960 P10.Ddf Approved for use outside HVHZ: Yes FL9174 Rll II Track Suoolement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +25.90/-28.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0231 318996 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.1)df Impact Resistant: Yes FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +30.00/-33.50 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.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 11 0234 319022 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: Yes FL9174 Rll II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFl1JRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 Rll AE ASTM A 653.1)df FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 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 Rll II 0235 319023 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoplementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf 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 Rll II 0232 318999 P5.pdf Approved for use outside HVHZ: Yes FL9174 Rll II Track Suoolement Chart P10.1)df Impact Resistant: No FL9174 Rll II WD3ambSuoplementP16 s.Ddf 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 Rll AE ASTM A 653.pdf door. FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0233 319000 P5.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 Rll II W1DJambSuoolementP16 s.Ddf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.9 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 Rll II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 Rll 11 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart P10.Ddf Design Pressure: +30.00/-33.50 FL9174 Rll II WDJambSuoplementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.pdf Approved for use outside HVHZ: Yes FL9174 Rll II 319040 PI Post.pdf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.pdf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSuoplementP16 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737, Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDquflJRfVVxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%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.pdf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSuoolementPi6 s.pdf 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 653.1)df door. FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 Rll II WDJambSuoplementP16 s-od Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0602 319028 P5.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.pdf 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 Rll AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0603 319029 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 Rll II WDJambSuDolementP16 s.pdf 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 Rll AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0604 319030 P5.pdf Approved for use outside HVHZ: Yes FL9174 Rll II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart P10.1)df Design Pressure: +39.20/-43.70 FL9174 R11 II WD3ambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.0 Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supolement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf https:/Avww.floridabuildi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 J RfvVxf6u7oj ni0heH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 416 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' 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.Ddf FL9174 R11 II 319040 P1 Post.pdf FL9174 Rll II Track Supplement Chart P10.Ddf FL9174 Rll II WDJambSucolementP16 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.cidf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 1 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 #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 is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0609 319035 P5.odf FL9174 Rll II 319040 P1 Post.odf FL9174 'Rll II Track Supplement Chart P10.Ddf FL9174 Rll II WDJambSuoDlementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0608 319034 P4.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoDlementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.20 ( 5140/9400/9600 #0607 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0607 319033 P5.Ddf FL9174 Rll II Track Supplement Chart P10.pdf FL9174 Rll II WDJam1bSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.0f Created by Independent Third Party: Yes Sack Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval l Accepts: https://www.floridabui Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 J RfWxf6u7oj nlOheH %2bR KJ kizESWxAzegKuY8GeGQ%3d%3d 516 10/27/2016 Florida Building Code Online 0 99 Credit Card Safe https://www.floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGE\,XQwtDquf 1JRfVVxf6u7ojnl0heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 6/6 WA9,neBaton A Division of Overhead Door Corporation This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE a 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 X\\111 i I Ii////, No.51737 0 STATE OF ; Q zZ! r j OX-' OR%D fisSIONAI 6,` IIIiI 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f /2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB (IN) MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB (LB/FT)"oTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a E' 8c4) !//// N 'p No. 51737 i 1r •*- a STATE OF SSONA . f` rriii 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. Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 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 NOTE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 No.51737 i• 0 ", STATE OF AI ; s/ONAI N` 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT 11re4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLED CMU11TE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A No. 51737 0 STATE OFlp Y/;;, alONAIL %\' NN 11rii11 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f /2 = 2401b/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDLILE5 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT "oTE4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLED CMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 1 17 8 No. M737 a- STATE OF ' 4 4- rrri 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/41, O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fU2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 Wayne® alt®n 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 1 Np ta fiNsgTF4 No.51737 r 0 STATE OF ; 40 LORVID seNsONA; \\X rrii Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 750D7 FL PE 51737 TX PE 56308/F22D3 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. 1 6" MAX. ' FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2X4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL PDST REINFORCING SYSTEMS. DOOR HEIGHT 6" MAX. J DOOR WIDTH MINIMUM 2x6 q3 CL HEADER LOCK MINIMUM 2x6 #3 SOUTHERN PINE BRACKET SOUTHERN PINE LUMBER. LUMBER, 4" 4" 2-3/4" 2) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. CL HEADER LOCK BRACKET 4" J 4) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4". DETAIL 2 MINIMUM 2000 P51 GROUT FILLED CMU NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2x6 k3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 14" 4" 1 1/2 J \ ,-1/2„ 4) 3j WITH 1 LAG S MINIML 1-9/3 SUPPC DETAIL 3 WOOD SUPPORT STIRI NOTE: MAXIMUM DESI CAPACITY OF 2430.L SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS ECKED DRAWING PART N0. REV. 324620 1 P16 Wagner Alton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 x% cEHBgTF A No.51737 i 0 STATE OF i0` s-; pR4p p` . Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATES, PE 3121 FAIR ATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF VANDLOAD CONSTRUCTION DETAILS, MIN 2500 PSI CONCRETE NOTE MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK 2 3/4" EDGE I MIN 2 x 4 SPF (G-0.42) OR BETTER WALL STUD NQg; MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE ----\ SHEATHING 5/16" LAG SCREW WITH 1-9/32" EMBED IN CENTER OF STUD (f 1/4") FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-200/15" TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 420 LEIS PER LAG FASTENER REVISIONS I DATE I NAME I SHEET 2 OF 2 CHECKED DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 The Genuine, The Original. Overhead boor Corporation 2501 S. State Hwy 121• Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4695497281 wvnv.overheaddoor.com April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 No. 77945 o STATE OF X: ANAL0/5 IrMff 1 1 t j 6{rt n TtincnOV@rfl@a{i Door..CorppCatlOn 45ubsidiaryefSanwa.HWings.Corporatlon. John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-R7 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. vtb/t! FL 09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 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. 10 /t i.., Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 Z)bkKW c Gj FL09174-R7 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 202OW Rev P4 202OW 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 202OW 202OW 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 202OW-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 4 FL 09174-R7 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. a 5 (D 0 1, FL 09174-117 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. ( Florida PE # 51737 o( 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 51h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 51h Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 Wl I III////, No. 51737 ' O + STATE OF ; 4j_ .Z sS NA;\X IIIII,` 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSE GLAZING IN MOLDED FRAMES SCREWED TOGETHER MATH A MINIMUM OF (6) #Bx1' SCREWS INSTALLED IN 13 GA HORIZ ANGLE TOP OR INTERMEDIATE SECTION (MATH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 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 WIND-BORNE DEBRIS REGIONS. 16 GA MIN HORIZ TRACK 2. LONG PANEL NON -IMPACT RESISTANT. GLAZING OPTION - 5/160-5/8" 090" MINIMUM SSE GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1/8' BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) fBx1" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE 5/16x1-5/8" LAG' DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 GA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8' SELF DRILLING CRIMPTTE SCREW TO 1/4-204/16" TRACK ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JS JAMB SHEET 2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (VATH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4" MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21" AND A MAXIMUM LENGTH OF 50.08". GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WAND -BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 15 GA STIFFENEDATTACHEDTOU-BAR ON UPPER INTEGRAL RIB (SEE DETAIL BRACKETSJAMBBRACACSHEET2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELO FOROFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. QUANITY, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF AND TYPEDRILLINGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLIDE LOCK 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE: (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1" DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES. AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WTH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #Bx1" SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR. JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION GA END CAP B SHEET 18 GA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SECT SHEDET ° NOTE: (5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0". (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0". REVISIONS P4 CHANGES. TO GENERAL FORMAT AND CHANGED U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/B/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS i ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MIRE 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2, GRT 4/17/08 i P8 ADDED IMPACT i RESISTANT GLAZING. iADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8•-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 JAMB BRACKET SCHEDULE DOOR HEIGHT NO. OF SECTIONS NO. OF JAMB BRACKETS EACH JAMB) TRACK TYPE LOCATION OF CENTERLINE JAM BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS f 2") - 7'-0' 4 6 01 JB), 13' (01). 25-1/2" (JB), 34" (JB), 45-1/4" (QI), 63" (JB) 4 6 FAT JB). 10" (JB), 21-3/4' (JB), 29-3/4' (JB). 42" (JB), 63-1/4" (JB) 5 8 CI JB), 13" (01). 23" (JB), 34" (JB), 47-1/4' (01), 58" (JB), 67' (01), 75° (JB) 8'-0' 5 8 FAT JB), 10' (JB). 21-3 4" JB , 29-3 4' JB , 48' JB , 57-1 4" (JIB), 66' (JB), 75-1 2" JB 8'-0" IGH LIFT/ROOF PITCH SEE NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. ALL DOORS WITH HIGH UFT, 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 MAXDOOR DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'-0" ALL 207.2/-230.4 14'-0" ALL. 181.3/-201.6 12,-0" ALL 155.4/-172.8 10'-O" ALL 129.5/-144.0 Wagner altn DIVISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 STATIC PRESSURE RATINGS APPROVED SIZES SCALE:. N.T.S. SIZE: A DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" 1 DATE NAME TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 1 3/8/06 GRT IMPACT/CYCLICRATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 of 2 DRAWING PART NO FRFV. WINDLOAD SPECIFICATION OPTION CODE 0230 I 318960 I P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES - HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH (2) 1/4-14x7/8" / CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS / FOR STANDARD TRACK AND (3) 1/4-14x7/8" SELF DRILLING 0 CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8' CRIMPTTE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP MATH (4) 1/4-14x5/8' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING ATTACHED) I CRIMPTTE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE" DUE TO CLEARANCES REQUIRED TO 2' NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER MATH 0. U-BARS, ALL U-BARS SHALL BE 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SUDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHEDWWEB PLACE U-BAR OVER WITH (6) 1/4-20x5/8" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OFCRIM 2) 1/4-EWSTHSCREWSTHRUWHICHAREFACTORYCRIMWTHPHOLESATATTACHED, 3 OF WHICHPRE-PUNCHEDINTERMEDIATE HINGEAREFIELDINSTALLEDINTOEACH 1 THRU FLANGETOPLEAF, AND 1 OFLOCATION OF U-BAR AND BOTTOM WHICH IS FIELD INSTALLEDHINGE LEAF AND 1 THRU THRU PRE -PUNCHED HOLE OF U-BAR AND IN U-BAR) INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH / - 0 3) 1/4-14x5/8" PLACE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-147/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTTE SCREW ACROSS THE SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-1440/8" SELF DETAIL D HINGE LOCATION. USE (1) 1/4-2Ox5/8" DRILLING CRIMPTITE SCREWS. CRIMP11TE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. 80/4" MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2" O.C. MAX ------- Z JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. 1/8' BEAD GE / ULTRAGLAZE SSG4000ACSTRUCTURAL SEALANT OR FACER NON-STRUCTURAL DECORATIVE INNER WINDOW TRIM - DETAIL A USED ONLY ON IMPACT GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED WITH (4) 1/4-140/8" , SELF DRILUNG CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) DETAIL G 1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT & OPERATOR BRACKET. NOTE' J-STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) /( 0 1/4-14x7/8" SELF DRIWNG / CRIMPTITE SCREWS IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3", 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - 4) SECTION DOORS WITH (5) 3", 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL F U-BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-140/8" SELF DRIWNG CRIMPTTE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-146/8" CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8" CRIMPTTE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0", THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0", THERE SHALL BE A .TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARSON BOTTOM SECTION NON-STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2 NTH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER 1 /4" POLYCARBONATE SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE 1 ATTACHED TO THE DOOR NTH 1/4-14x5/8" CRIMPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED "46" APPROXIMATELY 8" FROM EACH END. ague® ailltoil A DIVISION OF OVERHEAD DOOR COT 3395 ADDISON DRIVE DETAIL E PENSACOLA, FLORIDA 32514 850 474-9890 STATIC PRESSURE RATINGS APPROVED SIZES DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21 MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION, ADDED. LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 N.T.S. SIZE: A DATE NAME 3/8/06 GRT ED 4/6/06 MRB SHEET 2 OF 2 DRAWING PART NO. I REV 318960 1 P10 0 0 PLICE PLATE LOCATION e SEE SCHEDULE 14" MAX 12" ..\ a MAX 12" MAX 12" MAX F CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 750D7 FL HE 51737 T% PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RIVITS 11 GA MIN CLIP SEE SCHEDULE— RSW 0.28" 13 GA MIN CONTINUOUS WALL ANGLE 2 TRACK 3) 1 /4"-20 TRACK DR CARRIAGE BOLT KITH 1 /4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR WIDTH MAX PSF 91-01r 46.0 PSF —52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF IwagneaBalton 3395 ADDISON H / R TTRACKSUPPLEMENTUPPE /I S N I T CHART DRIVE PEN (850)A47409890 32514 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.DO PSF FOR ALL DOOR WIDTHS. CHANGED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS GIRT 4/2/D7 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/D7 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE & CLIP SCHEDULES. DLP 9/05/07 P5 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED WITH #9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' .HIGH. CRT 12/11/08 P10 UPDATED TITLE BLOCK CRT 6/2/10 DATE DRAWN SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" f1" EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 N O2 MIN 3/16" THICK STEEL FOR MOUN WALL ANGLE E60XX MIN. 1/8 2-24 1/8 V 2-24 SPF (G=0.42) OR _ TRACK CLIP BETTER AT EACH 1/4-2Ox9/16" 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 o d o a n d.. a < a a d CONCRETE MOUNTING DETAIL JOHN E. SCALES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75OD7 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CDNSTRUCTION DETAILS. WITH MIN. (1) 1/4-2Ox7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1/4- 2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOFR HEIGATECLIP #'S FROM BOTTOM TO TOP SPLICE 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE ATE # 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 1-3/8" TO 1-5/8" THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12 14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 7'- 0" 4, 4, 4, 4, 4, 4 6 8'- 0" 4, 4, 4, 4, 4, 4, 4 6 9'- 0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4,4 6 Wagner alt®n 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN SARID 850)A474 0989A0 32514 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED Bpi 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS- 14 GED TEXAS WALL ANGLE" TO 'CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS GRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. GRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE & CLIP SCHEDULES. DLP 9/05/07 P6 UPDATE MOUNTING DETAIL DRAWNGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED WITH #9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. GRT 12/11/08 P10 ADDED MODEL 8700. UPDATED TITLE BLOCK CRT 6/2/10 I I DATE I NAME I DRAWN SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 Florida Building Code Online Page 1 of 2 BCISHome . _09In; User Regisrration Hot Topics Suhm7t Surcharge { Stats&Fads NbllCattons FBC Staff i BCISSite Map i Links search Business Prafessibrovai naf r{ sER uct; Ape Product Approval Menu > ProdUCt or Replication Search> Aoalication List > Application oatait Z FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/Phone/ Email Authorized Signature Technical Representative Address/Phone/ Email Quality Assurance. Representative Address/Phone/ Email Silverline Building products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234- 4228 Ext 4644 Jonberrian@slbp.com Jon Berrian Jonberrian@slbp.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/ CSA 101/I.S.2/A440 2011 A..AMA/ WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Method 1 Option A 02/16/ 2016 SlImmaly of Products FL # Model, Number or Name Description http:HN&,-", xv. flon'dabuilding. org/pr/pr_app_dtl.aspx?param=wGFVXQNvtDgtvA`/`2bxmzk l ... 2/ 19/201 d Florida Building Code Online Page 2 of 2 19715.1 1 Series 2.900/4900 Single Huag Extruded Vinyl Single Hung Window Limits of Use : Certification Agency Certificate Approved for use in HVH2: No FL19715 RO C CAC 2-4-16 CCL :istodf Approved for use outside HVHZ: Yes quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2.016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SIWD002, and Product F_19715 RO II SiVD002 55 201b-02-03.rdf Evaluation Report, PER3947, for design pressures and Verified 8y: Hermes F. Norero, P.E. Florida P.E. 73778 installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AF PER3947 5S 2010-02-12.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: L9— North Mounce Street Taitahass=- FL 323.?1 phona: 830-487-1824 The State of Florida iss an AA/EEO employer. Caavriaht 2007-2013 State of °lards :: Privacy Statement :: Accessib:lity Statement r. Refund Statement under Florida law, email addresses are public records.. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead,. contact the office. by phone or by traditional mail. if you have any questions, please contact 850.487.1395, *Pursuant to Section 4S'.275(L), Florida Statutes, effective October 1, 2012,. licensees licensed under Chapter 455, F.S. must prove e the Derartment with an eme9 address if they have one. The emails provided maybe used *or official communication with the lic=_nsee. However email addresses are public record. 1f you to not wish to supply a personal address, please provide the Department with an email address. which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: http://ww-,v.floridabuilding. org/prlpr_al)p_dtl. aspx?paraiii--wGEV XQwtDgtvA%2bxiiizk l ... 2/ 19/2016 INtTALI.ATION NOTES, 1 ONE (!(INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWNL 2. THE: NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER or ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXI MU)M SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF±1/2 INCH I HE DEPICTED LOL:A TION & SPACING IN THE ANCHOR LAYOUT DETAILS ji.L'., WI II OUT CONSIOERAT ION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE. FROM ONE INSTALLATION ANCHOR TO THE NEXT, 4, 5HINl AS RED MIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHI MIS), MAXIMUM At..ILOWABLE SHIM STACK TO BE'3/8 INCH. SHIM WHERE SPACE OF I/161NCHORGREATEROCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMINGUSE 48 WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR 10d COMMON NAILS OF SUFHCIENT LENGTH TO ACHIEVE 1-112. INCH MINIMUM EMBEDMENT IN DWOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/8"EDGE DISTANCE. 6. FIN INSTALLATION:FOR INSTALLATION INTO METAL STUD USE48 SELF -TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN MIN. 31w, EDGE. DISTANCE. 7. THROUGH FRAME INSTALLATION; FOR INSTALLATION INTO WOOD FRAMING USE410 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. 8. THRUUGH FRAME INSTALLATION;. FOR INSTALLATION THROUGH 1X BUCK TO CON CRE'TE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/16 INCH DIAMETER ITVJ TAPCONS OF 5UFFICICN1LENGTH 10 ACHIEVE 1-1/4 INCH MINIMUM EMBEDMENT, INSTALLATION SHALL MAINTAIN MIN. 13/4' EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STLID USE 410 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TOACHIEVE A MINIMUM OF 3 "THREADS PENETRAHON BEYOND METAL WALL 10, MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, rOAM, BRICK VENEER, AND SIDING, 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE.A CORROSION RESISTANT COATING. 1. 2. FOR HOLLOW CLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL: INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT IN7'0 FACE SHELL OF BLOCK, 13, 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 BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MAT . ERALSWUH THE FOLLOWING PROPERTIES: A. WOOD MINIMUM SPECIFICGPAVITYOF 0.55 B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.. C. GROUT - NI -LED CMU- UNIT STRFNGTH CONFORMS TO AS TM C-90 WI"fH MINIMUM COMPRFSSIV' E STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C476 MINIMUM GROUT COMPRESSIVE STRENGTH OF2W0 PSI. D,-HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C 90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000. PSI. E, STEEL- MINIMUM YIELD STRENGTH OF'3'3'.(ST. MINIMUM WALL THICKNESS 0 1` 47,8 MIL (0.0478" or I8 GAUGE). MIN, 1/2" EDGE DISTANCE. F, ALUMINUM- MHJIA9UM ALLOY 6063-T5, MINIMUM WALL THICKNESS OF 1/16". MIN. 1/2" EDGE DISTANCE. SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES_• 1. THE PRODUCT SHOWN HEREIN 15'DEESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (HSQ, EXCLUDING HVHZ AND HAS BEEN EVALUATED LACCORDING TO THE. FOLLOWING' AAMA/V&' DMA/ CSA104/I.S.2/A440-0B/il 2, ADEQUACY OF THE EXISTING STRUCTURAL CONCRETEjMASONRY; ZX FRAMING, AND METAL FRAMING AS A MAIN WINO FORCE. RESISTING SYSTEM CAPABLE Or WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FORTHE PROJECT OF NSTAUATION. 3, SXANO 2X BUCKS(WHEN USED) SHALL BE DESIGNED AND ANCHORED AS .SPECIFIED HEREIN. REFER TO 5H'EET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION, 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A. SPECIFIC SITE, IF SITE. CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEE" ER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHLAREAS. IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL 1 O RE OBTAINED FROM MIAMFDADE: PER OR A11h 5. APPROVED IMPACT PROTECTIVE SYSTEM 15 REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE, 6. WINDOW FRAME MATERIAL: PVC 7, IN ACCORDANCE WITH THE5TH EDITION FBC, WOOD COMPONENTS SHALL HAVE. BEEN PRESERVATIVE TREATED 0R SHALL BE OF A DURABLE SPECIES AS DEFINED IN CHAPTER 23. 8. GLASS MEETS THE REQUIREMENTS OFASTM E1.30O GLASS CHARTS'. SEE SHEET 6 FOR GLAZING DETAILS. TABLE OF CONTENTS SHEET REVISION SHEET bESCRIPIION INSTALLATION & GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL & HORIZONTAL SECTIONS (NAIL. FIN) 5 VERTICAL. & HORIZONTAL- SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, & CLAZINC- DETAIL MAX OVERALL SIZE. CONFTG. DESIGN PRESSURE MISSILE IMPACT RATING WIDTI4 HEIGHT 36" 38" 84" 66" O/ X O/ X 35 / - 35 PSF 50 / -50 PSF NON IMPACT NON IMPACT 38" 74 O/ X 50 ! -30 P5F NON IMPACT 77" O/X 35 -35PSF MON IMPACT 44" 62" 50 PSF NON:IMPACT 48" 72" O/X 35./.-35 PSF NON IMPACT 4B" 84" O/X 201.20 PSF NON IMPACT 52" 72" O/X 25 / -25 P5F NON IMPACT 36" 83.75" O/ X(ORIEL) 35Y-35 PSF NON IMPACT 48" 96' O/X ( ORIEL) 20 / -20 PSF NON IMPACT 72" 62" O/X- C/X 35-/ -35 PSF NON IMPACT 72'' 14" O/X- O/X 35./-35 PSF MON IMPACT 76" 62" O/X:- O/X 50-/ -50 PSF NON IMPACT 76" 76" 72 77". O/ X- O/ X O/X-O/X 50 / -50 P5F 25 / T5 PSF NON IMPACT NON IMPACT so" 74" O/X O/X 35 / 35 PSF IMPACT 96" 74" O/X- O/X 30! 30 PSF NON NON IMPACT 108" 62" 0/X O)X-0/X 50 / -50 PSF NON IMPACT 108" 72" 0/X- O/Y-0/X 50 -50 P5F NON IMPACT 108" 84" O/X O/X-C/X 25 / -25 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving' this document FL#: FL19715 Date: 2016.02.03 09:40:44-05'00' Silver Line Andersen Kv WAN Do wS• 000 RS Q`ff sr vE" LTNE b"iVE NQu1H bRu_ WICr. Na 08 Oz H: Osz) Jay-IWO U m O H rmn Vpo: ' n Z z I Z U LL V N V j Q b K Z W U Lu > a¢wm N W Z w0 moZ P r LU m C 2 W 2 a ~ I Ill d U V Z DWG #; SW0002 SHEET: q OF 6 L A Dc AD y~ r_ Z v r v m z n Z O oz z m p n c y Ne0Z u NCON tA H Dcx T o o f z LtLllli((t(( m O ON CU c O N J1HKBY-- O i x 7 A A 'ZU sasfiy qqpp y .qq snevc 8 0 NT%PfeL m REVISIONS TITLE SERIES 2900/4900 SINGLE HUNG WINDOW ELEVATI^ N5PREPARED g z s o r O. DESCRIPTION BY DATE BY: IJ BUiLDIN-G DRGPS INC. 398 E DANIA BEACH., STE 338 DANIA BEACH FL 336'14 PH: (954)399-8478 M (954)744-4738 SCALE- NTS P ZOy p Z xN O r X n PO p > X G N N 1 vm1ay N n, ZGb .- A n I RTUIUEM n X N t n Z zo z n T tt T m 'z o nO T " Zo P N n b m: i W O© Q . s Gi Q o N DATE 09.21 15ANCHOR OWN BY,;{ y7q 1 LPA$ k O - Iv ,.•'; r { ' ,pp 1g j W OT L T 4• ` 3 4i 1'e w t .xsa aE. c € REVISIONS TITLE: SERIES 2900/4900 SINGLE HUNGWINDOW LAYOVT Nast rrN r 8 o 17 (D r NO. DESCRIPTION BY DATE PREPARED BY LJ BUILDING DROPS, INC.41 398 E DANIA BEACi, 5TE. 3.8 DANIA BEACH, FL. 33004 H: ( 951)399,8478 ' ; M4) 744.4— CHK BY.:,p M$ SCALF: i NY$ F, n N O X = _ n cr Z mGO. mC0 OOm 7. C, UI iHA G'Hn X O w n m w n x ZIn I,o o A C r`T'n ° m > Z O Onm O n 1 , Z o o m Czl O pm m 40 AC7 O Omni R mn Zv: d -I a$ .y Oo QN2c 2cNr a = n n M Z T r m w w 0 Z= w w 0 w H- n m- R m h im A N p iJ L. O m l -< r R m. 1OR gym RN R Z.m On'. > > mmj0 Opn' On NXZ_ N pN pS` NT N-?R m In an.3 -; ZN a -{.< -N 2rm TZ fin. jPx x rn PmZ Y I y Hm W' Hm nZm n( Oop pr:m RR f- m m m N -1f\R\ N 2 R i V! R N N X Z NJ/fG R In In T \ O v O I F P4l PR \ t J o h i/ J ZX D z DX olr aGeV ro r I Z°oIN o — io m k m c n ; Qj _ zi. UJ I R m n o m ro ! p n N 3 zz OZ C7m n N D > Z O Z In AN m m NSrn InPWG v = xm iz 1 N o m rn+ m c m m 7ro Z 0 iO ~O Nr m'O ZO =H?aZ ZZ il Z 3 v o a a mn x aoM ZAInm Z Rm In In r TN 4 p iTl 1 Z A In y p<X { ay In CJ G r I m 1. D om z1 02znInC) a n b G In cn D a i Zv n H Zn , O RCNI Z In 0 In 1 O v 0 O N DATE: 09. 21 ) 5 DWN, BY. LMS Z O i CpQ < ,. Fp 7 _ O T 1T z j ' VL` xu 4i wq .[, , F Ni REVISIONS TITLE: 5ERIE5 2900/4900 SINGLE HUNG WINDON! VERTICAL 3 HORIZONTAL SECTIONS z s CL N r y0. DESCRIPTION BY DATc' PREPARED BY: Ll BUILDING DROPS, INC. 398 E DANIA BEACH., STE.: DANIA BEACH, R 33004 FH: {954)399- 8479 FX: 954)]44-4M CHK BY: M5 SCALE TS w ahaZn N H H N H3N A a i z0 D o_ Z Z Z Q z'p 20-amb" G-1?:3nIApzm..m o:m p O M. >o nifC mC CA mmi m N l.,mp• . aZ#" m C H cl, vm CNl N m v QH4' v m H z 1 N m m vo > v N m aYGz m mm N c DATE: S: LMS J=• rM092. 15 o010 y WE CFfti: Oo70 Z n AZ -"41 rocrt YmOZ-i Y p y m Z X m p p N op n a n rn pm T mC S -{A 1 0 zmZZ X m C a7 O ONa G zUZi Z. 1pn # m N Go TZ pz zo Z N 1 m b m k p 3 0 aH,D z i' c N0 I 0. Z ci cD D AA f o m0 D o I/( l TITLE: SEHUNG 00 4900 REVISIONS WINDOWSINGLEHUNGWLNbOW VERTICAL& MrIZONTALNO. D;ESCI2LPTION I BY DATE sFCTiotds e ' C Z PREPARED By NG g.ti BUILDING DROPS, INC. m s j 398 F DANIA BEACH_57E. 338 Z 0 o M DANIA BEACH, FL 33004 Pk: (959)399-3478 FX: (954)]44-4738. INTERIOR e _o oU EXTERIOR O INTERIOR " F i 5MAL.L' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF REQUIREMENTS REQUIREMENTS. VERTICAL SECTION l H HORIZONTAL SECTION 6 % MEETINGSTILE l 6 % INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X).,DE5IGN PRE55URE */- 35 PSF 36 X 84, (OIX), DESIGN PRESSURE 35 PSF 38 X 74, (O/X), DESIGN PRESSURE */- 50 PSF 38 X 77, (O/X), DESIGN PRESSURE +/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE */- 35 PSF 76 X72, (O/X-O/X), DESIGN PRE55URE +/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE */--50 PSF 108 X 72, (OIX-OIX-OIX), DESIGN PRESSURE +/-50 PSF E- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWINGSIZE/RATING5: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF 0 - STEEL INTERMEDIATE FRAME'SMALL' REINFORCING I5 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF NOTE: ALL GLAZING CONFIGURATIONSSHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 LGLA55 LOAD RESISTANCE. 5/ 8" G.A. I.G. GLASS EXTERIOR / / INTERIOR TERIR \ MIN. GLA.55 BITE 1/2" 1/ 8" SETTING BLOCK - / GLAZING DETAIL i NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN P' MIN: CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. G.C. SPACING SPECIFIED 15 NOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK, I/ 4" ITW TAPCON ANCHOR 4 FROM CORNERS 16" MAX O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT' DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 11/ 4" MIN. EMBEDMENT. I e 11/ 2" MIN. EDGE DISTANCE 2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS BUCK INSTALLATION DETAIL Silver Line byAndersen I WiN pO WS•ppORi pNE SILVERI:[NE D0.SVE NORTN YRI/NSN I4X, NT DpgpT M ( 752)935-I000 V F Zrm 2 o wu z. O 0Na 2 g w7 7 zwLL wzC m H arm" H oz 1 Z U n E a Z aJc¢, a DWG /#: SWD002 SHEET: 6 0F 6 I MND4.. Vry1 & MIi-1 NVNNUF4C ,( " TUAERSASSOCIATION t llmark® Certificate ®i l qc r { ••a ANTS, INC. r W D M A Conformance and License ( @ t loc 4C1 tCt1C idYt79151S1dativcstwl ttlCS„ , . SySCCYMmSilver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800- 234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H- 023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48) " Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf) 440-H- 025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7117/2012 3/8/2017 9f4x2127mm (36x84in)- H 440-H- 025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E- 1886-05 Cycle Pressure = +/-50 psf 440-H- 025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/201-7 1219x1676 mm ( 48x66 in}H 440-H- 025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9141930 mm ( 36x76 in)-H 440-H- 025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D. 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E- 1886-05 Cycle Pressure = +/-50psf 440-H- 025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/l/2017 1118xl905mm (44x75in)- Type H; Positive Design Pressure DP) = 1200Pa ( 25psf); Negative Design Pressure DP) = 1200Pa ( 25psf); Water Penetration Resistance Test Pressure = 180Pa ( 3.76psf) 440-H- 025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm* (38x66in*)- Type H; Positive Design Pressure DP) = 2400Pa ( 50psf); Negative Design Pressure DP) = 2400Pa ( 50psf); Water Penetration Resistance Test Pressure = 360Pa ( 7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 r` 'WINDOW &: DOOR M/k?SIlJJFAQTUP.FRSASSOCIATION Hallmarkg Certificate of 4`' AM , INC. t Adrninistmlivc Management rt WDMA Conformance and License (CCL) sy trrn:tr. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118xl575mm* (44x62in*)- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016xl829mmm (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 1219xl829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm * (38 x 74in*) Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 2011202/203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 t 1,t.FA TUR"RS A t it a allIliark0 Certificate of t - AMS, INC, Admisisirativc A°anaprmcntWDMAConformanceandLicense (CCU) W.L"! Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/1212017 965 x 1575mm (-38 x 62 in.) Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP+50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +251-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psf) 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.65 2900-4900 Series/2901-4901 Single Hung Window 101/1.&2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 10111.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.68 2900-4900 Series/2901-4901 Single Hung 101/l.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm *(38 x 74) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 9 VVINDOVY & DOOR MANUFAC',Tt RFPS ASSOCIATION allmark® Certificate ®f ` .CMS, INC. p Adninisti4c Mans nen System„ Imo.®nf®r aia and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type- H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440- H-025.70 2900-4900/2901-4901 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 (7.52psf) 440- H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm ( 80x84 in)-H 440- H-027.20 2907TW/4907TW 101/1:S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440- H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' ( 72x84in')-H; DP+ 35/-35; Water Pen. Resist. Test Pressure = 260Pa 5. 43psf) 440- H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994xl524mm' ( 79x60in')-H; DP+ 50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7. 52psf) 440- H-027.23 2902/4902 Twin Single Hung Window 101/1.&DA440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type- H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440- H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type- H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440- H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type- H 440- H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type- H; DP +35/-35 psf; Water Test Press 260Pa 5. 43psf) WD- 20 10114109 Friday, May 13, 2016 Page 10 WINDow A DOURIM .a f1,t,fF TI» P4>r allmark0 Certificate of 4AMS, INC, 3W D Conformance and License (CCL) d 1 Adin in isirwivc Man igcEJ cn U $y a i . ,. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5127/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 2900-4900/2902-4902 Twin Single Hung 101/1.&DA440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) * Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)* Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +151-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900-4900/2902-4902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.32 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900/2902-4902 Twin SH (Finless) 10.1/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903/ 70 Series 101/I,S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (108x62in}H 440-H-028A5 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84inrH 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718xl575mm*(107x62in*-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 NtANGIFACTUSER SAS ATx N Hall i arkg Certificate ®f °•, tS, INC. t 7 y c Licenseg W D M i1f01 (A Ce JYCellSe (CCL) ° -` . A mir9i3ust rc?M a easrnt Sysu x r lnc, Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11/7/2014 2121/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118xl524mm` (44x60"in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.3.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/l.5.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WIt,11DO t &DOOR k MANUFAf,TURS ASSOCIA'171014 Hallmarklk Certificate of 'AMS, INC, r r t '" Adenn ista tkvt?r1s a ciaacnz WDM'OAConformance and License (CCL) systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-089.00 5500/5510 Side Lite (Specimen 2) 440- H-089.01 5500/5540 Transom (Specimen 1) 101/ I.S.2/A440-11 101/ I.S.2/A440-11 WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type- SLT; DP +35/-35 psf; Water Test Press 260Pa 5. 43psf) Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type- TR; DP +351-35 psf; Water Test Press 260Pa 5. 43psf) By: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 11L ._ John ,VcFea, VP of Certification 11 / 23/2015 4/27/2025 11 / 23/2015 4/27/2025 tFDA Hollrttark By: t Rhonda S"chot_°r Atitiiorizcd Rcpreserftat ve, AAfS Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL ( 312)673-4828 www.wdma.com TEL (315)646-2234 staff@atnscert.com WD- 20 10114109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Product Evaluation Report 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 9S4.744.4738 FX contact@buildingdrops.com Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: I — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver dine Building Products One Silverline fir. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 Contents: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' O O ; 7 1 11000 Hermes F. orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5th Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5th Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5th Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 f A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization:29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1S08). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C707S.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/OS/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/201S E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: 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. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4/2812017 Florida Building Code Online BCIS.Home i LogIn User Registration i Hot Topics J Submit Surcharge } Stats & Fad i) ii3 3 l'; ) Product Approval t , USER: Public User Product Approval Menu > P uct oL, mliration search > 8oj ca tan J is > Application Detail FL # FL12194-113 Application Type Revision Code Version 2014 Application Status Approved I 2 t Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 813)' 249-9743 grahman@aluminumcoilsinc. com Authorized Signature Gareth Rahman grahman@aluminumcollsinc. com Technical Representative Paul Frost Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcollsinc. com Quality Assurance Representative Address/ Phone/Email FBC Staff BCIS.Site Map Links ! search Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden e Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALCI5001 Evaluation Report 2014 FBC Q4 T4 Soffits odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYpyxA%o3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/2017 ummari/ of Products FL # 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 FL12194 R3 II ALClSO01 Evaluation Report 2014 FBCQ4 T4 Approved for use outside HVHZ: Yes Soffits.odf Impact Resistant: N/A Verified By: Zachary P. 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 ALCIS001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blalr Stone Road, Tallahassee FL 32399 Phone: 850-497-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida is Privacy Statement ;; Accessibility Statement;: Refund Statement Under Florida law, email addresses are public records. If you do not want your 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 mail. If you have arry .questions, please contact 850.487.1395. *Pursuant to Section 455, 275(1), Florida Statutes,. effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one, The emalls provided may be used for 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 bemade ,available to the public; To determine if you are a licensee under Chapter 455, F.S„ .please click here . Product Approval Accepts: I Ed Credit • Safe 5ECt1Ylt iti kTRIGB'> httpsJ/ www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA%g3d%3d 212 Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5TN EDITION (2014) Manufacturer. ALUMINUM COILS, INC. Issued August27, 2015 5001 West Knox Street Tampa;_ FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (OUA9110) SCOPE Category: Panel Wails 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-003702-01 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 6e 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 qualify assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105' H-14 aluminum F-channel. See Appendix 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 0.0197inch thick, 3105 H-14 aluminum fascia. See Appendix D fo.r dimension drawings. ALC15001. FL12194-R3 Page 1 of 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 ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LL.0 PRODUCT DESCRIPTION 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections: The reported net free ventilation areas are 22.3 in /lin,ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration.. See Appendix D for dimension drawings. uu VENT rg cen>t z siavun Yi c 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /I[n:ft for the 'full vent configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 12" Flill VEN! 12' cairm vrm 12 SCR IiI PANFI 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 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PYE N" G 0 1 1 5.0 8.2 7l f r No 74021 a 07:05:00 M-,0 cc_—04'00' STATE OF .' 44t. 0X . 4Q L O R `V P' N` 1 Zachary R. Priest, P.E. SS,"• ~ "' Florida Registration No. 74021 f ii ii E 0 Organization. No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have; nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary. R. Priest; P.E. does not have., nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX'B— Installation Drawings (12 pages) 3) APPENDIX C —Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that.are not specifically addressed herein, i CREEK TEcHNI.CAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC. Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood. substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6_ Unless otherwise specified, the Masonry substrate shall conform to.ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the.minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location - Location b. 12" T4 Soffit— 4-inch o_c_ Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Location Fastener Location ALC15001 FL1.21.94-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. u qCREEK TECHNICAL SERVICES. LLC' d: 16" Q4 Soffit— 8-inch o.c. Fastener Fastener Fastener Lorntion Loc lion Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-#" Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-## Approved Systems for 16-inch' Overhang with F-Channel 16J-# Approved Systems for 16=inch Overhang with J-Channel 24F-# Approved Systems for'24-inch Overhang with F-Channel 24J4 Approved Systems for 24-inch Overhang with J-Channel 771 Appendix A Approved Systems for 12'-inch overhang, with F-Channel Wail Connection Eave Connection System Panel Mpp No. Width. psf)' Substrate F;Ghannel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1:) min_ 3/8-inch head dia, nail, One (1) min. 3/8 x 318-inch One (1) min_ 1 314-inch long x 12F-1 16-inch Wood min. 1.25-inch embedmentspaced, Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- 40.0 24-inch o.c. O.C. inch. head dia, trim nail spaced 36<inch o.c. Max. Three (3) min. 31.4-inches 114-inch One (1) min-314-inch x 1(4-inch One (1) min. 1`314-inch long x 12F-2 16-inch. Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.072-inch dia. x min. 1/44rich 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2' inch a:c. 12F-3 Max. Masonry One.(t) 14 ga. 5/8-inch long T nail One (1) min 3/4-inch x 114-inch One (1) min_ 1 3/4-inch long x 0.072-inch dia. xmin. 1/4-inch 48- 16-inch spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c: head dia. trip, nail spaced`48- 64.2 and securing each panel lap inch o.c. FL12194-R3 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 changesorquality assurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix A Approved Systems -for 12-inch_overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width. psfl Substrate F-Channel Attachment.. Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max' Wood staples in diamond long 3/8-inch head diameter Wood 1/4-inch crown staple head inch dia. x min. 1/4-inch inch 16 inch pattern spaced 24- escrew spaced 16-inch spaced 8-inch o.c.. head dia. trip nail spaced 48 64864.2 inch o.c. connecting soffit to J channelnn Inch o.c. Approved. Systems for 16-inch: overhang with F-Channel Wall Connection Eave Connection System Panel' MDP Na Width psf) Substrate F-Channel Substrate. Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One, 14 ga. 5/8-inch' long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3I16- 53.312-inch spaced max. 8-inch o.0 4-inch o.c.and securing each inch head spaced panel lap 12-Inch o.c. Three (3) 18 ga.1/4,inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.:75-inch x 0072-inch diameter 16F-2 Max. 12-inch Wood inch leg.staples:in diamond pattern Wood 1-inchieg staples spaced max a.c. and securing each fnishing nail wmin. ith53.3 spaced 16-inch o.c. panel panellap inch head spaced 12- inch o.c. Max: One (1) 3/8-inchhead dia. nail, min. One (1) min 3/84hch x 3/8-inch One (1) min. 1 3/4-inch long 16F- 3 16- inch Woods 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 3/ 16-inch head dia. trim nail 25. 6 inch: o c. O.C. spaced 36-inch o.c. Max. Three (3) min. 314-inchx 1/4-inch One (1) min. 1 '3/4-inch.long 16F- 4 Wood crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c, inch head dia..trip nail 36.1 spaced 48-inch o.c. ALC15001 FL121947R3 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 arenot specifically addressed herein. r CREEK TECHNICAL SERVICES, LLC ALUMINUM COBS, INC Soffits, Appendix A Approved Systems for 16-1nch overhang with F-Channel Wall Connection Eave Connection System Panel MpP No. Width psf) Substrate- F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga. 114-inch crown x One (1) min: 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch Jong T nail Wood 1-inch leg staples spaced 4- 0.072-inch,diameter finishing nail with min. 3/16- 43.316-inch. Spaced 8-inch o.c. inch o.c. and securing each rich head spacedpaneltap16-inch o.c. Max. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced'4- inch c.c. and securing each finishing nail with min. 3/16- t43:3 spaced 16-inch o.c, panel lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width Psfl' Substrate J-Channel Attachment Substrate Panel Attachment Fascia. Cap Attachment Max. Three' (3) min, 3/4-inch x 114-inch One ( 1). min. 1 3/44nch 16J-1 16=inch, Wood crown staples in diamond pattern Wood One: (1) min 314 inch x 1/4-inch long x 0.072-inch dia. x spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. V4-inch head dia. trip nail spaced 48-inch o_c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation -report -is provided for State:of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. F z CREEK TECHNICAL. SERVICES: LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for24-inch overhang with: F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1)18ga1/4- inch One ( 1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1- 0.072-inch diameter 24F- 1 12- inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing. nail with min. 801-90 diamond pattern Inch x 7d ring One (1) min, 1.75-inch inch O. 3116-inch head spaced spaced 16-inch o_c shank nail x 0.072-inch diameter 12-inch o.c. 24- inch o:c. finishing nail with min. 3116- inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 7-inch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min, 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch GA72-inch diameter 801 24F-2 12- Inch Wood smooth,shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofingnail.spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c 3116- inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c finishing nail with min. 3116- inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max. One (1) 14 ga. 518- anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F-3 12- inch Masonry inch long T nail rafter with one Wood le g staples paced 8- finishing nail with min. 76.6 spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1..75-inch inch o.c" 3116- inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c.. nail 24-inch o.c.. finishing nail With min. 31164inch head spaced 4- inch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLOof any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specificallyaddressed herein. CREEK s TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 247inch 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. CapFasAttacia. Attachment One (1) 18 ga:1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c- securing One (1)18 ga. 1/4- One (1) min. 1.757inch x Max. inch crown x 1-inch rafter with each panel lap inch crown x 1-inch 0.072-inch diameter 24174 16-inch Wood leg staples in one 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern inch x g One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head: spaced spaced 16-inch o.c. shankk nailhail x 0.072-inch diameter each panel lap 16-inch o_c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18.ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1.) min. 1.75-inch x Max inch x 11 ga, anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing:nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3116=inch :head. spaced 16-inch o.c. inch ring shank x o:072-inch diameter each panel lap 16-inch o.c. nail 24-inch.o.c, finishing nail with min. 3/16-inch head. spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One (1)18 ga. 114- One (1) min. 1.75-inch x Max. One (1) 14 ga. 518- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 2417- 6 i6 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 225- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head, spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o_c. nail 24-inch c.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Ln t I .,tf xi . TECHNICAL. SERVICES,, LLC CREEK ALUMINUM COILS, INC Soffits' Appendix A Approved Systems,for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width. psf) Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal Ix2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One (1) 18 ga.1/4-inchNominal1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through the rafter into the end staples spaced 12-inch o.c: securing One (1) 18 ga. ''/4- One (1) min. 1.75-inch 24J-1 Max, rafter with one. x 1-inch leg of the batten or two. (2) each panel lap inch crown x 1-inch x 0.072=inch diameter 12-inch 1. . min225- sta p staplesin diamond min. 2.25-inch x7d one (1) min.1.75-inch Wood leg staples spaced finishing nail with min. 3/ 16-inch heads aced p60 inch x.7d ringpattern spaced 16- ppring shank hails toe- nailed on either side x 0.072-inch diameter 8-inch o.c. 127inch o.c. shank. nail 24- inch.o.c inch o.c. of the batten at each finishing nail with mina ba er 3/16-inch head spaced coon. intersection. Max. 4-inch o.a rafter ' spacing is 24- inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One ( 1) 18 ga_1/4-inch Nominal 1x2 min. 2.25-inch x il 7d ring shank na crown x 1-inch leg. No. 2 SYP anchored to Three ( 3)18 ga. 1/4-inch crown straight - nailed through the rafter into the end staples spaced 12- inch o.c. securing One ( 1) 18 ga.'/4- inchcrownx14nchOne 1 min. 1.75-inch 24J- 2 Max rafter with one x 1-inch leg of the batten or two (2) each panel lap leg staples spaced x 0.0.72-inch diameter 16- Inch 1 min. 2.25- staples in diamond pmin. 2.254nch x 7d One ( 1) min. 1.75-inch Wood 8- inch o.c. and finishing nail with min. 53.3 inch x 7d ring pattern spaced 16- ring shank nails toe- x 0.072-inch diameter securing each panel 3/16-inch headspaced 164nch shanknailincho.c. nailed on either side of the batten at each finishing nail with min. lap o.c. 24 inctl O.C. 3116-inch head spaced intersection. Max. batten/rafterM 4-inch o.c. rafter spacing is 24-inch o.c. ALC15001 FL12194- R3 Pade7of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL.SERVICEs. LLC CREEK ALUMINUM COILS, INC soffits Appendix B. INSTALLATION Note - Refer to the APPRovEo SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. S;ystern No. I Installation Detail Mn. 3;S_" heel dia.. nail Witt.. min, !% wo_:d. s'*'SErate, _ loin, 0.01,99" dia. T-.nail or -stub rai: Wish min . S la" E- Gagem st ( fcr ncretq oL 1:1 xh eul)stxat,!' apace.. as :acted. 3hGVe. ASCIA SLIP BOARD ASCIA TRIM 12F-1' & I (I „F GHOANFITNEL( OVERHANG WIDTH VARIES 12F-3 wc' d:; Cc!nc—t. FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD .#TSO 8" X.3/S" STAPLE i z" a G. 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 productapproval under Rule'61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is, valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. k St r CREEK TECHNICAAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. 3 n ;SOFFIT STAPLEOPENRAFTERr 3/4" x 1/4" ; DIAMOND PATTERN j DETAILCROWNSTAPLES `jUSINGADIAMOND. E3/8' VErve2e, STAPLES1 PATTERN FAcua aoAaQ FASCIA CAP 12F-2 3/4" X 1/4- GROWN FACIA BOARD 8" 1-3/4" TRIM PIAILSTAPLEONCENTER 1,-3/4" TRIM NAIJ PAINTED 3.5. F" CHANNEL CAN BE INSTALLER WITH THE PAINTED S:S, 48" FASCIA CAP DOWNG FLANGE UP OR 4.C. 3/4" x 1/4^ DOWN CROWN STAPLE SOFFIT— rtax.. 121- n-ch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 3, s t SOFFIT STAPLE 01ST rr i DIAMOND PATI"ERNi—fDETAIL FACIA 80AR0 +_ aEx i sxwlcs r r 3/4" X 1/4" CROWN STAPLE '24` CAN .CENTER USING A DIAMOND PATTERN I FASCIA GAP 12J-1 LJ—CHANNEL 3/4' X 1/4" CROWNJSS. STAPLE "8" ON CENTER 1 Pwith FACIA BOARD 1-3/4' TRIM NAIL sd lG.sotfxtPAINTED S:S. 48 CIA CAP 1/2" a .3/8" head3iatre-ex s zew' 3/4" X 1/4" CROWN' STAPt_£ SOPM—max. 2-inch a an S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALCI5001 FL12194-R3 Page of 12 This evaluation report is provided for State of Florida product approval under Rule-61G203. The manufacturer shall notify CREEK Technical Services LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not spedfically addressed herein. TECHNICAL SERVICES, LLG CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i I {' TRIM NAIL 1 i /-FASCIA BOARD PAINTED SS. FASCIA .CAP I SDFFYi i 1'.4' CROWN STAPLE OPENRAFTER_. FASCIA BOARD" 16F- 1 SOFFIT & FASCIA 16F- 5 DETAIL I REFER TO SOFFIT & FASCIA 1 7' CHANNEL DETAIL SOFFIT: MAX. 16' SPAN y,! MASONRY- 1 I SUBSTRATE - ALCI5001 FL12194-R3 Page 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 SER icE5. LL:G I System No. I installation Detail. 16F-3 A 4 ;,/g« h a& d4-a. nail x-t: a min.. nga emeeit! f or .woc..., cr w4in. 0.,97" d_a, T-nail Dr atur.:=tail wi --i min... (8' ea jag m.^r ._,.r. r t Crete or clock etal5strate), -Dacsd as noted above. ASCIA SLIP BOARD. FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16°' 0. C. PAINTED S.S. 1 3/4 TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL. ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This, evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation„ recommended use, or other product attributes that are not specificallyaddressed herein: JCREEKTECHNICALSERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail ref T ' `t SOFFIT STAPLE OPEN RAFTER ,` r ' 3/4` x 1/4• DIAMOND 'PATTERN J3rsT+tl DETAILCROWNSTAPLES USING A DIAMOND 1 si wsrd +r PATTERN FACIA BOARD t\ r FASCIA CAP 16F-4 3/4- X 1/4` CROWN FACIA BOARD 1-3/4• TRIM NAIL5TAPSTAPLE'°8' ON CENTER 1-3/4' TRIM NAJLJ PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4- X 1/4" DOWNCROWN STAPLE SOFFIT— maf . 15 - _iith span WOOD SOFFIT SUBSTRATE. SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall na fy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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 System No. Installation Detail, i i TRIM NAIL i FASCIA BOARD PAINTED S:S, I') FASCIA CAP SOFFIT CROWN ,STAPLE OPEN RAFTER i FASCIA BOARD I*q" CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND PATTERN; REFER To DETAIL 16F-2 & SOFFIT STAPLE. 16F-6 DIAMOND PATT£9N: DETAIL L FASCIA CAP; REFER To SOFFIT 8 FASCIA 3„ F" CHANNEL DETAIL 3/8) I SOFFIT; MAX. 16" SPAN } WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN! ALCI5001 FL12194-R3 7of12 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 expressnor 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 3/ ST SEN SOFFIT STAPLE Dlsr J i Lf ; DIAMOND PATTERN' DETAIL FACIA HOARD S 31W acrvEENlt S'rs rJ a J 3f4" X 1 f9" CROWN STAPLE "24- ON CENTER :USING A DIAMOND PATTERN FASCIA CAP 16J-1 S—CtiANNEI 3/4" X 1 f4" CROWN STAPLE "8` ON CENTER 1-3fJSZ, FACIA. BOARD TTitM' .NAILPAINTEDPAINT1-3/4' S-S. 48" FASCIA CAP fl.C. 3f4" xCROWN STAPLE SOFFIT —max. to -inch spanSOFF WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 8of12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. Themanufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluaton.report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. iN25+ CREEK TECHNICAL ALUMINUM COILS, INC Soffits Appendix B System No. InstallationDetail_ r—` I}"TRIMNAIL_FASCIA BOARD PAINTED E A. I-,,,- CROWN' STAPLES—FASUA r GAP USING A HAMONO SOFFIT. PATTERN;: REFER TO I _ 1"" CROWN STAPLE SOFFIT STAPLE' DIAMOND PATTERN S - DETAIL i}^ TRIM NAIL FASCIA BOARD PADkTfII`5.5. I SOFFIT k FASCIA L I DETAIL 24F-4 i vq" CROWN STAPLE I! FASCIA CAP; REFER. TD SOFFITBfASLIA DETAR, Q,. I F-CHANNEL Batten Auhered to Rafters +rith one 7d SOFFIT: MAX.:24" I Ring Shank .at Wong SUBSTRATE everyRaftefte r T SOF€IT STAPLE DIAMOND PATTERN ALC1.5001 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 hoes 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 1. 1 J' TRIM BAIL I FASCIA BOARD 1 PAINTid S:S. 1- `SMOOTH SHANK. - 1 Ali ROOF NAILS SOFFI'. I f—.fASC1A. CAP f" q- CROWN STAPLE r S L' TRIM NAIL FASCIA BOARDPAINTEDS.S. I { SOFFIT & FASCIA 24F-2 & {= DETAIL 24F-5 i r-1- CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal I-xY' SYP Batten Anchored to SUFFITf MAX. 24" F-CHARNEL Reflers'.wRlr one id Ring Shank Nair at every Rafter WOODSUBSTRATE I i i ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any,product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES..LLC ALUMINUM COILS, INC Sofftts Appendix B System No. Installation. Detail, I 1 `TROY NA9.--JfASCIA BOARD I PAIN TFD S.S. 14GA {' T-NAILSiFASCIA CAP SOFFIT 1, (I 1'4" CROWN STAPLE I 1 {" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-3 & I DETAIL 2417-6 1-4- CROWN STAPLE FASCIA CAPS REFER f TO SOFFIT g FASCIA 1 DETAIL Nominal 4'x2' SYP F-CHANNEL Batten Anthored to SOFFIT; MAX, 24" Rafters with one 7d Ring Shank Nail. at every Ratter MASONRY-j I I l it ALC15001 FL12194-113 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. y CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No Installation. Detail. 1. TRIM NAIL FASpA BOARD PAINTED S.S. I"Yj- CROWN STAPLES ,-FASCIA CAP USING A DIAMOND SOFFIT x4PATTERN; REFER TO / SOFFIT, STAPLE I-- CROWN. STAPLE DIAMOND PATTERN. RAFTER CANTILEVEREC DETAIL - FASCIA BOARD 1 , TRIM NAIL SOFFIT & FASCIA PAINTED S;S: DETAIL 24J-1 & 1"xj` CROWN STAPLE24J-2 ' — FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL / \ 3.. Mammal, I- A 2' VP baueng. $ securetl betweenoree 1) ors ar,tl SOFFIT: MAX. 74" / 3!8' J-CHANNEL i I secured tidh ono (tT TO ring t i shank the nail straight -nailed lhrou h the railer Into fhe and / WODO.SUBSTRATE ofg ba en it {toe,na e \ — ring shank nails tae na;led on either srcle of the "ttetn at the bafteNraRer in!entec0on / SOFFIT STAPLE DIAMOND PATTERN ALCI5001 FL12194-R3 Page 12 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. Fia CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE7-10 under the following provisions_ 1. Wind speeds for risk category 1, 11, 111, and 1V 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 wagslsoffits with a mean roof height less than or equal to 60-ft. 4_ All calculations are .based on an effective wind area of 10-ft2 or less. 5: Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vult.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%d of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4%0of the least horizontal dimension or 3-ft. AL015001 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 throughoutahe duration for which this report 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 TECHNICAL SEFZVICES, L LC ALUMINUM COILS, INC Soffits Appendix C Design Wind, Pressures for SoffitsIn Exosure'B Building Type Zone Mean Raof H eihtfti Basic Wind Speed. mph 120 130.: 140 150. 160 170' 180 190- 200 20 16. 9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16. 9 19.8 22.9 26.3 30.0 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 4 40 18. 3 1 -21.5 24.9 28.6 32.5 3,6.7 41-2 45.9 50.8 50 19. 5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20. 5 24.0 2T8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 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 5 40 22. 6 1 -26.5 30.7 35.3 40.1 45.3 1 -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 5017 56.8 63.3 70.1 20 10. 8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10. 8 12.7 14.7 16.9 1.9.2 21.7 24.3 27.1 30.t) 30 10. 8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 4011. 7 1 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12. 5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17,8 20.5 23.3 26.3 29.5 32.9 36.4 Positive 20 10. 8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads} 25 10. 8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 3U 30 10. 8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11: 7 13.8 1 16.0 1 18.3 20.8 1 23.5 26.4 29A 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- This evaluation report is provided for State of Florida product. approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wind Pressures los Soffits.in Exposure C - Building .., Type Zone Mean , .: Roof Hei ht ft ;:` i3asioWind.5 eed mph). 120, 130 140 150 160 .... A10 180. 190 200 20 21.7 25.4 29.5 33-8 38.5 43.5 48.7 54.3 60`2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53-1 59.1 65.5 4 40 25'-0 29.4 34.1 39.1 44.5 50;2 56.3 62.7 69s5 50 26.2 30:8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42 5 48.3 54.6 61.2 68 2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38-0 43 6 49.6 56.0 62.8 70.0 77:6 30 29.1 34.2 739.6 45.5 51.8 58.4 65.5 1 -73.0 80 9 5 40 30.9 36.8 42.1 48 3 54.9 62.0 69.5 77.5 85-8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6' 25.8 29A 32.6 363 40.3 30 15.1 17.7 20.6 216 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36A 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 2-7.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 1.5.1 17.7: 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9; 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify -CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for Which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind "Pressures 'for Soffits in Exposure Building TyAe Zone Mean :. Roof Nei ht, ft " Basi&wind S eed mph) 120 130 = 140., 150' 160 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 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 Enclosed 60 31.5 37.0 42.9 49 3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 722 80.4 89.1 25 33.3 Ml 45.3 52:0 59:2 66.8 74.9 83.4 92.4 30 34.5 1 -40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5, 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51-4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 167 19.5 22.7 26.0 29.6 33A 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 1 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20-223.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37:8 42.3 1 47.2 1 52.2 50 19:6 23.0 26.7 300.6 34.8 39.3 44.1 49.1 54A 60 202 237 1 27.5 31.6 35.9 1 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 4of4 This evaluation report is provided for State of Florida product approval under Rule 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. f rCREEK T'ECHLAICAL. SERVICES, LLC 3/8" F Channel. 318" J-Channel 318" 1: 3/4" —: 118 HEM 1 518"' T i 3(L" 318f ISOMETRIC VIEW 314' PROFILE ISOMETRIC VIEW 3/8" PROFILE ALUMINUMCOILS; INC Soffits Appendix D. ALCI5001 FL12194-R3 Page 1 of 4 This evaluation report is, provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for Which this report is valid. This evaluation report does not express nor imply warranty,' installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERvicEs, LLC 3/4 V$" HEM fi"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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC 16" Q4 Soffit 18" BLANK 3 / B PROFILE 2.E25 REF, 5D T1P. TW. NI 111aoIo 20Di LOUVER PATTERN IFILI 'S ai Fj LOUVERS FORMED IN SANE DIRECTION AS RIDS, ALUMINUM COILS, INC Soffits Appendix D ALCI5001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule.61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC. 12" T4 Soffit 3 t/8" W3V 25 0.14 7/8 i 3 1/8" 1/2" 3/8" 13.75" BLANK 3/8" PROFILE 2.625 REP. 50 TYR. a;aaaaa ALUMINUM COILS, INC Soffits Appendix D aaaaa5 aaaaca ! aaaia a' I ro aaaaaa l aaaa Wii i OIIVie PPTTFRN. (FLI1 S .v F) LOOWERS fOFlAFD IN Sr1AE OI)RECTiON AS RIBS) END OF REPORT ALGI5001 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. Certificate of Authorization No. 29824REEK17520EdinburghDr Tarnpa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T' EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249=9743 www,eiluminumcoilsinc.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) AOIX-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. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum" fascia. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Msx S, INCCREEKSoffitALUMINUMCOILS, TECHNICAL SERVICES, L.L.0 PRODUCT DESCRIPTION 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ppanels 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.# and for the 'center vent' configuration. See Appendix D for dimension drawings. IF' FIJII VFtlT ld' CENIFR YFIfT ,jQ_$f1lID ,nNF. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Zpanels 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 f TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. G PRY p9%--, 2015.08.27ENs., r r 1 / • No 74021 07:05:00 04f00' 33'.. STATE OF O <v p R 1.0 P C?.``~ Zachary R. Priest, P.E. O IA; .` 21FloridaRe' e" S Org nization No. ton ANE9641 TION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B _ Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings, (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the. information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6_ Unlessotherwise specified, the Masonry substrateshall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project_ 7. Typical fastening details are as follows: ALC15001 a. 12^ T4 Soffit — 12-inch o.c. Fastener Fastener Location Location 1 b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location FL12194-R3 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical -Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit—.87inch o.c. Fastener Location l- Fastener Fastener Location 1 ALUMINUM COILS, INC soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 1617-9 Approved Systems for 16-inch Overhang with F-Channel 16,14 Approved Systems for 16-inch Overhang iaith.J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J #I Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-1nch ove-rh0ng; With F-Channel Wall Connection Eave.Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3-18 x 3/8-inch One (1) min. 1 3/4-inch long x 12F -1 1$-inch Wood min. 1:25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16 40.0 24-inch o.c. c' inch head dia. trim nail spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c: 0.072-inch dia. x min. 1/4-inch 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced'48- 64.2 inch o.c. 12F-3 Max. Masonry' One (1)14 ga. 5/8-inch long T nail Wood One (1) min 3/4-inch x 1/44nch One (1.) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 16 inch spaced 8-inch o.c. crown staple 8-inch o.c. head dia. trip nail spaced 48- 64.2 and secunng.each panel lap inch o.c. ALC15001 FL12194-R3 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. p. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12=inch overhang:with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-Inch crown One (1) min. #8 x 1/2-inch One (1) min 3Winch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. xmin. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c-. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems.for 16-inch overhang with F=Channel Wall Connection Eave Connection System Panel MDP No. Width psf? Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch'long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1-75-inch x 16F-2 Max. Wood Three (3) 18 ga.114-inch crown x 1- inch leg. staples in diamond pattern Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.312-inch spaced 16-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 318-inch x 3/8-inch One (1) min. 1 3/4-inch x 0.072 inch dia. x min. long 16F-3 16-inch Wood' 1:25-inch embedment spaced 24- Wood crown staple spaced 16-inch±25.6 3/16-inch head dia. trim nailincho.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min.. 1 3/4-inch long 16F Wood crown staples in diamond pattern Wood One (1) min 3/4-inch.x 1/4-inch x.0.072-inch dia. x min. 1)4- 27 16-inch spaced 24-inch o.a crown staple spaced 8-inch o.c. inch head dia, trip nail 36.1 spaced 48-inch o.c. ALCI5001 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. 3 4:CREEK TECHNICAL_ SERviCES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 16.-inch overhang with F-Channel Wall Connection Eave Connection System Panel: MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x. 16F-5 Max. Masonry One (1) 14 ga. 518-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min_ 3/16- 43.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max.1-inch 16-inch Wood inch leg staples in diamond pattern Wood leg staples spaced 4- inch o.c. and securing each finishing nail with min. 3116- 43.3 spaced 16-inch o.c_ panel lap inch head spaced 16-inch o.c. Approved Systems -for 16-inch overhang -with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate PaneLAttachment Fascia Cap Attachment. Attachment Three (3) min. 314-inch x 1/4-inch One (1) min. 1-3/4=inch 16J-1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia.x 23.5 16=inch spaced 24-inch o.c. crown staple spaced 8-inch o.c: min_ 1f4 inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC CREEK 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 PS Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-.inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored. to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x 24F-1 Max. Wood inch crown x 1-inch leg staples in rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801-9012-inch diamond pattern 1) min. 2.25- One (1) min. 1.754nch leg staples spaced 8- 3116-inch head spaced spaced 16-inch o.c. inch x 7d ring shank nail x 0.072-inch diameter inch o.c. 12-inch o_c: 24-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 g1/4- a. One ( 1') min. 1.75-inch x 24F- 2 Max. Wood inch x 11 ga, smooth shank anchored to rafter with one each panel lap Wood inch crown x 1-inch 0:072-inch diameter finishing nail with min. 80/ 12 inch roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8- 3/16-inch head spaced 76. 6 16- inch o.c. inch ring shank x 0.072-inch diameter inch o.c. 1.2-inch o.c. nail 24-inch o.c_ finishing nail with min. 3116- inch head spaced 4- inch o.c. One ( 1) 18 ga_1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One ( 1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max One (1) 1,4 ga. 5l8- anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F-3 12- inch Masonry Inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.5 spaced8-inch o.c. p1) 7d x 2.25- One (1) min. 1:75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o_c. nail 24-inch o.c. finishing nail with min. 3116- inch head spaced 4- inch o.c. ALC1. 5001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC.of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK s 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 Afpp No. Width" psf) Substrate F=Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga,1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3)" 18 ga.114- anchored to 12-inch o.c_ securing One (1)18 ga. 1/4- One:(1) min_ 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F 4 16,inch Wood leg staples in 1) min: 2.25- Wood leg staples spaced 8- finishing nail with rein. 801-60 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c_ and securing 3/16-inch head spaced spaced 16-inch o.c_ shank nail x 0.072-inch diameter each panel lap 16-inch o.c, 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18"9a.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One. (1)18 ga. 1/4- One (1) min. 1.75-inch x Max: inch x 11 ga: anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter one Wood leg staples spaced 8- finishing nail with min. 801-60 roofingnailspaced 1) 7d x.2.25- One (1) min. 1:75-inch inch o.c: and securing 3/16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 1"6-inch head spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown, x 1-inch. leg Nominal 1x2 Istaples spaced No. 2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5l8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60. spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced inch ring shank x-0.072-inch diameter each panel lap 16-inch o.c. nail 24-;inch o.c. finishing nail with min. 311' 6-inch head spaced 4- inch o.c. FL121g4- R3 6of7 This evaluation reportis provided for State of Florida product approval under Rule 61 G20-3. The. manufacturer shall notify CREEK Technical Services, LLC of any product changesor quality assurance changesthroughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically`addressed herein. 6 F_ CREEK TECH.N[CAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for24-inch overhang with J-Channel. Wall Connection Center Connection Eave Connection System Panel MAP No. Width psf). Batten J-Channel Batten Panel, Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed. between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d; ilringshankna crown x 1-inch leg No.2:SYP anchored to Three (3)'18 ga.1/4-inch crown straight -nailed through the rafter into the end staples spaced 12-inch o.c. securing One (1)18 ga. /- One (1) min. 1.75-inch 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072=inch diameter finishing nail with min. 60 12-inch. 1) min. 225- staples in diamond mirr.2:25-inch x7d One (1) min. 1.75-inch leg staples 3116-inch head spaced inch x 7d ring _ pattern spaced 16- ring shank nails toe- x 0.o72-inch diameter 8-inch n c. 12-inch o.c. shank nail inch o.c. nailed either side of finishing nail with min, 24-inch o.c. the batten at eachat batten after 3116-inch head spaced intersection. Max: 4-inch o.c. rafter spacing is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min:2.25-inch x7d One (1) 18 ga_1/4-inch Nominal 1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown strai ht-nailed,throu fi the rafter into the end staples acedPp 12 inch o.o securing One 1 18 a. %<- O ginchcrownx1-inch One (1) min. 1.754nch 24J-2 Max. rafter with one x 1-inch leg of batten or two (2) each panel lap Woad leg staples spaced x 0.072-inch diameter finishing nwith min- ail53.3 16- inch. 1)'min_ 2:25- staples in diamond min_ 2.25-inch x zd shank one (1) min. 1.75-inch 8-inch o:c, and 3/ 16-inch head spaced inchx7dringpatternspaced '16- pnailedringnails toe- x 0.072-inch diameter securing each panel gR16-inch O.C. shank nail inch o.c. on either side of finishing nail with min. lap 24 inch o.c. the batten at each batten/ rafter 3/ 16-inch head spaced intersection. Max. 4- inch o.c. rafter spacing is 24- inch o.c. ALClSO01 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. i f CREEKYL TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRoyEo SysTEMs section of this. report for additional installation details of'a selected system and maximum design pressures limitations. System No. Installation Detail Min. 3/el head die.. nail with min.. engagem nt,ffor 'wood sUbscratei or mi.n. 7..('97" di.a. T-nail or stub ra l min. 5,(k: cngagemant.{fcr ::cncrete or.lo_h s-u5_=.tra_a.%. spaced as: noted a b'vc . FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 & 12F 3 F" CHANNEL 14a:d., Coacreta Or Blocs Nall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S-S; 1 3/4" TRIM NAIL MIN_ 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. [ Installation Detail 12F-2 3/4" X 1/4' CROWN STAPLES USING A DIAMOND PATTERN I F" CHANNEL CAN BE INSTALLER WITH THE NAIUNG FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ,` / "'srIRE,r' EEN ` `, SOFFIT STAPLE DIAMOND PATTERN DETAIL1J 1 _.,.. /Ir sErvEEnt FACIA BOARD STAPLES / FASCIA CAP 3/4" X 1/4" CROWN FACIA HOARD STAPLE "S" ON CENTER 1-3/4' TRIM NAIL 1-3/4' TRIM NAIL PAINTED S:S. PAINTED S,S. 48' FASCIA CAP O.C: 3/4' X: 1/4" CROWN STAPLE SOFFIT— nlax _ 12 - _ncn span - SOFFIT SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 7, 3 n SOFFIT STAPLE. t Isr IIL j 'DIAMOND PATTERN DETAIL: FACIA '8OAR0 aie eErNEEny srA s F 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN L FASCIA CAP I 12J-1 LJI-CHANNEL l 3/4" X 1/4' CROWN STAPLE 'ES" ON CENTER 1-3 4- TRIM NAIL FACIA BOARD 1-3/4" TRIM NAtLJ PAINTED S.S. reaed to soffit WLZ h on_ ; s i l es PAINTED S.S.&' FASCIA CAPIra^ x 3l8" head. Q.C. dia .ater screli, 3/4' X t/4" CROWN STAPLE SOFFIT -Max. 2-i^cn span SOFFTr WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC1500.1 FL12194-R3 Page.3 of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any: product changes or quality assurance changes throughout the duration for which this report is valid. This. evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. w CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 117 TRIM NAIL . /FASCIA BOARD tt PAINTED S.S. i FASCIA CAP SOFFIT II. 1-4- CROWN STAPLE OPEN RAFTER t - i FASCIA BOARD vG#5j6, 744.1 1.6F-1 SOFFIT & FASCIA 16F-5 OETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA CHANNEL i DETAIL 1 SDFFJT: MAX. 16- i SPAN i MASDNRY SUBSTRATE ALC15001 FL12194-R3 4 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 SERUtCES.,LLC No. 'I Installation Detail Min.- 2/S." haad c1 a nail +__h min ci3a*.:Lm nt.?' r w tra: st:av;s-) or a-n.: .097" dia. T-nail or stut, nail with mir.. 5/ sr age0.ellt :D- C :creta or h,lor_'sc .au13 ,r-,tej.,_ aced as nor_ed above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16E-3 ! I \ „ ' 11 F CHANNEL. Wood, Conct-ete or ^nlc'ck. Wall; STAPLE SOFFIT TO FASCIA BOARD #T50 3/8"' X 3/8 STAPLE 16" O.C. FASCIA LIP 1 /4"—/ PAINTED S.S. 1 3/4" TRIM NAIL. MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALCI5001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC.of any product changes or quality assurance changes throughout the. duration for which: this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 k. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16F-4 3/,t' X 1/4' CROWN .STAPLES USING A- DIAMOND PATTERN I F CHANNEL CAN BE 1-3/4" TRIM NAIL PAINTED S:S, 48' INSTALLED WITH THE NAIUNG FLANGE UP. OR 0_C. DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OMEN RAFTER wesT« l`, SOFFIT STAPLE DIAMOND PATTERN IDETAIL 3lB' KTVM/ i '~^ STAPLES. FACIA BOARD f 3/4" X 1/4" CROWN STAPLE "8" ON CENTER SOFFIT- n:ax_ SPas1 1-3/4- TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/44" X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 ?" TRIM NAIL ,j. —FASCIA BOARD PAINTED. 5.5. FASCIA CAP SOFFIT T`4' CROWN STAPLE OPEN RAFTER .I'. FASCIA BOARD Yk4' CROWN STAPLES f SOFFIT & FASCIA USING A DIAMOND 16F-2 & PAT TERN;.- REFER 'TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL S TOCAP; REFER i TOSOFFIT &FASCIA F" CHANNEL DETAIL 8 318 SOFFIT; MAX, 16' SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida: product approval under Rule 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. Lar CREEK.. TE?GHNICAL SERVIcEs, L.LC No. Installation Detail ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER 3,Bn ; SOFFIT STAPLE GIST DIAMONDiDETAfLLai D PATTERN FACIA BOARD t` K EENJI 3/4' X 1/4° CROWN STAPLE '24' ON CENTER USING, A DIAMOND PATTERN FASCIA CAP 16J-13/4' X 1/4" CROWNFACIA STAPLE "8" ON CENTER 1LJ—Ch1ANNEL BOARD 1-3/4' TRIM NAfL jS.S, PPAINTEDS:S. 48" FASCIA CAP O.C. 3/4" X 1/4' CROWN STAPLE SOFFIT —max. 1n'-inch Spam SOF WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D EI-AI L ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the durationfor which this report is valid. This evaluation report does not express nor imply warranty, installation; recommended use, or other product attributes that are not specifically addressed herein. AACREEK1TECHNICALSERVICES,, L.LC ALUMINUM COILS, INC Soffits Appendix B System No. installation Qetail. t J' TRIM NA'L i. FASCIA BOARD y. PAINTED SS, I 1'xz- CROWN STAPLES: ---FASCIA CAP USING A. DIAMOND SCIFFIT PATTERN; REFER TO - - 1 u;" MWN.•ST'APLESOFFITSTAPLE DIAMOND.PATTERN DETAIL _... s 1"'TRIM NAIL . FASCIA. BOARDPAINTED5:5.. SOFFIT & FASCIA 24F-1 & DETAIL 24F-4 1, ".2" CROWN STAPLE c 1 FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL i Nominal rxz- SYP 3 8'lBattenAnflaredtoSOFFITSMAX: 24' F-CHANNEL Ratters u.th one 7d ( - i Phil Shank Mail ej e y Rafter WOOD SUBSTRATE, SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of12 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, orotherproduct.attributesthatarenotspecificallyaddressedherein. CREEK t .. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System.No. Installation Detail I J" TRIM NAIL: ' FASCIA BOARD 1-}' SHOD TH SHANK PAINTED S5 /j' I /{ 1 I FASCIA CAP ROOF HAILS SOFFIT f Vj- CROWN STAPLE l TRIM NAIL--1 FASCIA BOARDFAINTEDS5: E ! SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1' CROWN STAPLE . FASCIA CAPc REFER TO SOFFIT & FASCIA UETA. Nominal Vx2"-SYP F-CHANNEL Batten Anchared to SOFFIT; MAX. 24"- Ratters with une }d RingShank Nail at kk every Ratter WOOD SUBSTRATE 1'I 111f ALC15001 FL12194-R3 Page10 of12 Thisevaluation 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 TECHNICAL.SERVtCES; LLC ALUMINUM COILS„ INC Soffits Appendix B System No., installation Detail j; 1 t' TRIM NAIL (j: FASCIABOARD PAINTED S.S. / 14EA.{" T-NAILS I + I FASCIA CAP SOFFIT 1", 4' CROWN STAPLE r j 1 }"-TRIM NAIL y PAINTED 5,5. FASCIA BOARD lIj SOFFIT & FASCIA 24F 3 & DETAIL 24F- 6 I CROWN STAPLE ` FASCIA CRP;,REFER TO SCYFIT-:& FASCA i i DETAIL Nolminat I xr- SYP F- CHANNEL Batten Anchw" to Rafters with one 7d SOFFIT: MAX. 24" I Ring Shank Nail, at every Rafter MASONRY- L I i FL1219A- R3- 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this 'report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, -orother product attributes that are not specifically addressed herein- CREEK TECHNICAL SERVICES, L.L.0 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I" TRIM NAIL 1 FASCIA BOARD PAINTED S.S, \ F rXj- CROWN STAPLES FASCIA CAP USING A DIAMOND SOFFIT I+ PATTERN: REFER TO CANTILEVERED 1".e{" CROWN STAPLE. SOFFIT STAPLE RAFTER DIAMOND. PATTERN. DETAIL fl FASCIA BOARD SOFFIT & FASCIA 1TRltt NAIL PAINTED SS' DETAIL 24J- 1 & 24J- 2 1 t""`tRDWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA Nam na s x 1' SYP battens DETAIL 3. 8 scabbed between rafters)7d! and SOFFIT; MAX, iA" yyy 1 3f8 J_ CNANKEL athw lsecured , Pstaig (naileda0 Ishankfaitstraightnailzd1{ through the rafter Info the end WOOO; SUBSTAATE of the batten or hvo C2i q J shale ringn, natEsfaeWalledoni e@he side of the battem at the If E batten;rafler irdersectlpn i R SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194- R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, iCREEK ALUMINUM COILS, INC Soffits9. TECHNICA€. SEIR'VICES,, LLG Appendix G DESIGN WIND LOADS The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1 Wind speeds for risk category I; 11, 111, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC.. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All. calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 085 7. V itis shown in the tables below. Design pressures are multiplied. by 0.6 in accordance with Section 16119.4 of the FBC. S. 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 341. ALCI5001 FL12194-R3 Paae 1 44 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 TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Sof its,in Exposure 'B Building Zone Mean" . Roof, Height ft" Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200. 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 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 4 40 183 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 1 -46.0 51.3 56.8NNegategatedive Loads) 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 5T8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24A 28,2 32.8 37.6 42,8 48.3 54.1 60.3 60 25.3 29.6 34:4 39.5- 44.9 50.7 56.8 63.3 70.1" 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 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 ITT 19.5 22.2 25.1 28-1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 1 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30,0 5 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 1 118 16.0 18.3 20.8 23.5 26A 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 1 20.5 1 23.3 1 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 2of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. LA'' e."` TECHNICAL SERVICES, L.L:C ALUMINUM COILS, INC Soffits Appendix C Design Wind P:.ressur6 'for Soffits in Exposure G . . Building Type Zone' Mean ,. Roof, Height ft : Basic Wind S eed hiph) 120 , 13Q . 140 150 160 , . 970 184 1.90 204 20 21.7 25.4 29:5 318 3B_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 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7' 69.5. 50 26.2 30.8 35-7 41.0 46.6 52.6 59_0 65.8 72.9 EnclosedNegative 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68:2 75.5 Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 328 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 80.9 540 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8' 50 32A 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75:5 84.2 93.2 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 4 30 15.1 17.7 20.6 23.6 26.9 30.3 34:0 3T9 42.0 40 16.0 1 &.8 21.8 25.1 28:5 32.2 36.1 40.2 44.5 50 16.8 19.7 22-9 26.3 29.9 33-7 37.8 42.1 46.7 Enclosed 60 17.4 20:5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16-3 1849 21.7 24;7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 20.6 1 23.6 1 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 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer: shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are, not specifically addressed herein. TECHNICAL SEIRWICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for.Sof€its'in=Exposure,D'. Building Type120Zone Mean' Roof' . Height'(fti BasiaVl/ind Seed m h' 130- 140. 1`50 160 . 170. 180 ' 19t7 :. 200 20 26.0 80.5 35A 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31:6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 4 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40-0 45.9 52.2 58.9 66.1 73.6 81.6 50 30:6 35.9 41.6 47:8 54.3 61.3 68.8 76.6 84.9 negated Negative 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 321 37.7 43.7 50.1 57.0 64.4 722 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 5 30 34.5 40.4 A6.9 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 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35 9 40.2 44.8 49.7 40 1 &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 Positive Enclosed Po 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 433 48.0 5 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 1 31.6 1 35.9 40'5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided,for State of Florida product approval under Rule 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 specificailyaddressed herein. rr . l CREEK TECHNICAL, SERVICES, LILC 3/8" F-Channel 3 /8" 3/8" JI-Channel 3/4" — I ft/8" HEM 15/8" 1 I 3/4" I 318" ISOMETRIC VIEW 3/8" PROFILE ISamFTRX VIEW 3/B" PRaFU ALUMINUM COILS, INC soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which.this report is valid: This evaluation report does not express nor.imply warranty, installation; recommended use; or other product attributes that are not' specifically addressed herein. CREEK TECHNICAL SERVICES. LLC Fascia 5 3/4"' 1.l8" HEM 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 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 SERvtCES, L'LC 16" 04 Soffit 15' BLANK 3 /8 PROFILE 2.62.5 REF; 50 TYR P. TYP+ aEc c n C.. U D C. .1._J. . 1t70F LOLNF2 PArrt@N (FDL! ¢CF) Q0VVaZS.. FOaMEp IN SAME: DIRECr,0WAS RISS,. ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-RB 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_ FCREEKTEcHNI.CAL SERVICES, LLC 12" T4 Soffit 3 7/81, 25 TZP:. 0.125 TY 13.75" BLANK 3/8" PROFILE 2.625 REF.. 50 TIP. i/81, , 3 1/2- 1/2" 1/2" 1/8" 3I8" ALUMINUM COILS, INC Soffits Appendix D i a AIDE L OVM FAUERN (FL>I I S dt E) LOWERS FORMED IN SAME DIREC7;DN AS RIBS} 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 shalt notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor. imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 428/2017 Florida Building Code Online BCIS Home Log In User Registration Hot Topics Submit Surcharge Stars & Facts Publications F8C Staff E BCIS Site Map ! Links i Search r ii1 ir i 1 aaf Product Approval J i USER': Public User ul Pror_:ud Approval Menu > ProAuct or Ap,licption SeaLctt > Application -1st > Application Detail FL # FL5444-RIO Application Type Revision Code Version 2014 Application Status Approved Comments Archived product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method CertainTeed Corporation -Roofing 18Moores Road Malvern, PA 19355 610) 651-5847 mark,d.harner@saint-gobain.com Mark Harrier mark. d. harner@saint-gobain.com Mark D. Harrier 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark.D.Harner@saint-gobain.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE A. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 RIO COI 2016 04 COI Nieminen.pdf Standard ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 httpsJfwww.floridabuilding.org/pr/pr_app_dtI.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvl UzOW4hL8w%3d%3d 1/2 4/28/2017 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 ummaryof Products FL # !Model, Number or Name Description - - 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural i Shingles asphalt roof shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asohait Approved for use outside HVHZ: Yes Shingle FL5444-R10.Ddf Impact Resistant: N/A I Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use i Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED AsDnait Shingle FL5444-R10.odf i Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSO-487-1824 The State. of Florida is. an AA/EEO employer. Cooyrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibiliv'Statement :: Refund Statement Under Florida law, email addresses are, public records. If you do not wantyour e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. Ifyouhave any questions, please contact 850.487,1395. -Pursuant to Section 455.275( 1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. Theemails provided may be used for official communication with the licensee. However email addressesare public record. If you do not wish to supply a personal address, please provide the Departrent with an email address which can be madeavailable to the public. To determine If you are a licensee under Chapter 455, F.S., please click here Product Approva l Accepts: AMFv i'4Ct. -may;.. Credit. Cart Safe https:// www.floridabui Iding. org/pr/pr_app_dU.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinU eXw7i bKvl UzOW4hL8w%3d°/d3d 2/2 IN ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certficate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-RlO Malvern, PA 19355 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 5t" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance. Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes; the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this, entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA-ANE1983 The facsimile seal appearing was authorized by Robert Nieminen,. P.E. on 12/08/2016. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Adminlstrater and to the named client. CERTIFICATIONOFINDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any_ company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have; nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. v.,..,._ _ j'' ' N i 1. ,! E l i./ ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing. Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property 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 D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 ULLLC (TST 9628) ASTM D3161, D3462, & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM 07158 47873803S7 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization 49503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 l Y TRINITY i ERa 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XT" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont`", Carriage House ShangleO, Grand Manor Shangle®, Landmark'", Landmark'" IR, Landmark`" Pro, Landmark" Premium, LandmarkT" TL, Landmark'" Solaris and Landmark'' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate`" and Highland Slate"" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge", Cedar Crest'", Cedar Crest" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 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 version'sthereof, is/was used for permitting or design guidance unless retained specifically for that purpose. S. 2 This Evaluation Report is not for use in the HVHZ 5. 3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5. 4 Wind Classification: 5. 4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Va,d = 150 mph (V It = 194 mph). Refer to Section 6 for installation requirements to; meet this wind rating. 5. 4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLI 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). S. 4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5. 4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'') exceeds the calculated uplift force (FT) at a maximum design wind speed of Va,d = 150 mph (V It = 194 mph) for residential buildings- located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5. 5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1311 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2, 6.2.1 6.2.2 6.3 6.4 6.4.1 J TRINITY ; ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20"" XTT"" 30IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" R05 mm)- ' (30`, mm)— (' (05 mm)- l 25 mm) — Sealantlant 1"(25-mm) - 5 t/a" (145 n1m) 5 112,,foi Aotm hod Mad i METRIC i" (25 mm) Sealant i" (25 mm) 0 nla,. T Figure 11-3: Usejournallsforeveryfullsbtngle. STEEP SLOPE Use four nails and six spots of aspMt roofing cement* for every full shingle (Aigurs 11-4). Asphalt roofing cement meeting AST,If D4586 9ype tt is suggested. I Roofing Cement Apply 1" (25 min: spots of asphalt rooting cement under each tab corner. Figure 11-4, L'se fora nods rand six spob' ofaspbalt wrueni on slexp slopes: CAUTION: Excessiye use of roofing cement can cause shingles- to blister. Hip & Ridge for CT20", XT' 25, XT' 30, XT- 30 IR: Cut Shingles n I * --11~~-2-(50ran)Romeo, 17I IJ it 1l jtl tl Cap — — Gap_ — — Cap -. t 1, Shingle Shingle Shingle Figure 11-24: Cut tabs, then trim hack to nnrke cap sbirngins PrzgAsh diniennslons stroulu). 12" ( 305Inn) I ( i25mlm) cam Figure it-2S: instal&worn of imrps along the, hips and ridges. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "SonolasticO NPIT""' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-RSl FL5444- R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 ARCADIAT — LOW AND STANDARD SLOPE STEEP SLOPE i S'f\ nails for ewn, full shingle located as shnum helotF Use SIX_nails and F(WR spots (ifiLvlialt roofing cement for ewy full shm,Ie ai shown fstlan ,ipplp asphah roofing, cement t" Q nun) i from edge of higfle_ Asphalt rooling cement nn etiq :1SlAl E) a536 ltpc fl is su vested. j-.— t:ail lira — ti il I Figure 2. t:: e six nails for urerr frill sGingfe. f'i;nes,3; I W six units and fbtry spots g1'aspbull ro'Jbl,q cement q/f 51ecy). slopos. 6.5.1 Hip & Ridge for ArcadfaTM: Cedar Crest'"', Cedar Crest' IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NP11""' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's heacilap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers, Exterior Research and Design, LLC. Certificote of Authorization 49503 iz, xpogur@ I Hand -sealing adhesive 1/4" 4- 314" —+- Dab of asphalt f T lcementIJeIweell shingle layers FBC NON-HVHZ EVALUATION Evaluation Report3S3Z.04:05-Rll FL5444-R10 Revision il: 12/08/2016 Page 5 of 12 6.6 I BELMONTTM Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and FIGHT splits of Use FIVE nails for every full Belmont shingle, asphalt roofing cement*' for every full located as shown below. Belmont shingle. Apply asphalt roofing t cen-lent 1` (25mm) from edge of shingle. See below. Asphalt roofing cement I'neellflg ASTM D4586 Type II is suggested. 5W o Mdi' ,;• s l5l r-Nipm. ]._ r ;, 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 00tion 2: Shangle13 Ridge Figure 17.18. Sbarrl le" Ridge. t 8 Exposure r Remove tape from the right side and fasten SECOND Fasten the left,slde II,e. RIGHT FIRST I LEFT figr:re 17-19: Lislallation ofShangte° Rkt ,e sbing!es on hips and Adger. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPJT" " adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0S-1111 Certificate of Authorization p9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLEO AND GRAND MANOR SHANGLE" LOW AND STEEP SLOPE STANDARD SLOPE lse Rve.nails feu' every fill Shangle. i i-25 mm} Yl r25 rrrnY SIG' 8 5H, 1-7gimel7-tVsefite,nrrtfsJi,r(yYryfill'(inind.lfanorSbangle. Gunn Page 11wisc 1(augle. or GiromAuial Slater, F" i ERD TRINITYiUse seven nails turd duct slx)Is of :Lq)hah roofing cenicia for every hill Grand Manor Sllanglc. tse live flails and three spats of asphuh rwifing cemimi for evert lidl Carriage House Mmll'gle:widcemenutal Slate. apply:tspll:dt runfmg cemem I" (2-, mm) from edge of shiug(c Pagan+ /, % 5). Asplmlt roofing macm meeling r1S1.11 D4556'Iipe 11 Is Sugpestut. V , i i;33 or less L_-` " r'S'rnn•,) I 1251mm) r t o" um(220 mm! 125mm) t._..___._...._._._.._...._._._....-Rooting Cement ------ , Fi; wrr-17-5. Wben bisirdliag Girurd:Haxn Slunglas otxslee( .do(rs. tree seven uail,v and lbree.cpou ofbspbafl mqjitig rement. Hip & Ridge for Carriage House Shangle'1a and Grand Manor Shansle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARK'"", LANDIVIARkTM IR,,LANDMARKTM PRO, LANDMARK'm PREMIUM, LANDMARK7m TL,. LANDMARK'"' SOLARIS, LANDMARK'm SOLARls IRNORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 17' t43J4" 12.. I (? 5 n1nQ Release Tape r' I ( 15 mm) Nailable { - Area LANDMARK TL NorthGate: 13r12" 13" I3112." 043 n1m)----(330 mm)-- --(343 mm)--] 1- 1" (25 mm) 1" (25 nun) - NO Figure 1,0: l.:ce four uah's. for evoy fiN sbi?,ef/ . scats: NAItIV,' 12" 14 3X 2' n1FA I w (305 mmt —. - 375 non) —. t335 mm;, --1 Nail egU;Tts j r! 1 L'Ppa' nal sea I low lalIne Naling areas for low and standard slopes (hom 2:12 to 21:121 Nal better en uppw g. i'Ar'f mils i s "wit aSpYe. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization 119503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 f RINITY I ERD STEEP SLOPE Use six nail,, and four spots of asphalt roofing cement for evens full LANDMARK TL Laminated Shingle. Ncc helonc Asphalt rooting cement slwulcl nicei STht uE586 ]VI)e IL ;t(lply I" spots of asphalt roofing cement trade 1 i t cacti corner and ;u alxrut 12" to 13" iu from each edge. r(343 13 /'" 13" 13 /2' mm) (330 mm) (343 mm) METRIC DIMENSIONS 1--l"(25 rrim) 1"(25 mm) I I 305 r 1m) (375 mm) (305 mm) I 1 - ( 25 mm) t- _ _ _ 1" 25 mm) Roofing Cement I Release Tape l NailArea_ t---- For Steep l T Figure 13-5., Use six nails arulfotir spots of 1-- asphalt roofing cement on steep slopes. 25 rum) s+ - - - - l (25 nun, I Roolina Cement I NorthGate: STEED' 12" 14-3.4" 121, SLOPE (...-(305 mm)—*—(375 mm#-• -(305 rr NAILING AREA,I Nailin units 1°(25 mm)I vee i: Suer 1'(25 mrn' nailpnes: Nailing areasfor steep slopes (greater than 21:12) and " Storm -Nailing" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & Ridge for Landmark'" Landmark'" IR, Landmark'" Pro, Landmark" Premium, Landmark- TL, Landmark- Solaris, Landmark'" Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge`" or NothGate Accessory 12. 97/8' 305mm} ( 250mm) 0"— — 6'-41J/ 1G 415/1G 150mm) T (150mm) (125mm) ( 125mm) i—. Nat hfor Not hfor Centering I Centering 12' \ 131/4' 7 305mrn) Notches forAl'igmnentto 7' ( 33hnm) Notches for Alignment to 5 the Top Edge of the Previous (180 m) the TopEdge of the Previous (196mm Cap for 5'(125mm)Exposure I Capfcr518'( 141mm) Exposure I ) d _- AEnglishDimension Metric Dimension Shadow Ridge" Shadow Ridge - Exterior Research and Design, LLC. Evaluation Report 3532.09.0S-R11 Certificate of Authorization d95D3 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 NorthGate Ridge RDTRINITY, 131181, ice; 168 rnmj (168 trim) d Centering 131/4 Notch' 337 1 mm) ,\`Align lheso ' I notches to top 7'i8" edge of (194 nim). previous course. NorthGate Accessory 12" 305Inin) I 7 Laying Notch i Fig rrro , ,3-20.., Use laying noUvs to center sbingles on bibs and, ridges, and to lacate the correc( avposure. For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" ' adhesive or Henkel "PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest'" IR hip and ridge shingles: Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate ofAuthoritation N9503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 6.9 PRESIDENTIAL SHAKE'"', PRESIDENTIAL SHAKETm IR, PRESIDENTIAL SHAKE TL'"', PRESIDENTIAL SOLARIS""t LOW AND STANDARD SLOPE: STEEP SLOPE: For losv and standard slopes, use five nails for each full. Presidential For sleep slopes, use nine nails for each full Presidential shingle and shingle as shown below: apply V diameter spots of asphalt roofing cement under each shinge tab. After applying 5 nails in between the nailing guide (hies, apply 4 nails 1" Nailing 1- 40" --i above tab cutouts malting certain tabs of overlying shingle cover :rails. GuideLines(1016 mm) 5 114` T — 133 mm) 141/ 4' 1112' 38mn) (352mm) ` ` ` ' } NOTE: Apply nails on painted guideline. Figure 16-4- Fosleni)igl'restdetttial anrlPresulential TL Stake V diameterasphalt roofing cerneh t sbingJes on loco and standard slopes Fdgura 16- 71 Fastening Piestdenttal and Piinsldeentfal T/L Slake sbingles on steep slopes. 6.9. 1 Nip & Ridge for Presidential Shake'". Presidential Shake" IR, Presidential Shake TLT", Presidential Solaris'":6. 9. 1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used.for covering hips and ridges, Apply shingles up.to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4" long or longer, so they penetrate either 3/ 4" into -the deck -or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,.AL is 12` x 12"; Portland, OR produces 97/8" x 131/4" accessory. 6. 9. 1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1""" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertafnTeed requirements. 6.9. 1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest`" IR hip and ridge shingles. 6.10 HATTERASTM: LOW,, STANDARD AND STEEP. SLOPE: I~ih'N S I '7 ifi m, n I rYtrt!, t1 f7.Ni mail1 Figim. 15- 3: f'ngeeinhJf ti{orns Fhbtgier a Tarr and Standard Molex Far line and srand:ird sh>Iics. use list n;tils fur each lull liaaente shing( cas Mmmnt plKAT. mrn) F) vnrr./ c.-i F,men(n(;rxrstrrp,:0,j4v ForatNT iltilw" ti=td firt u:iira and eight slyds of aslil'A ruonnrictmeim {or emh hill IHitn as shliiije xi shoisa :those. Apply I- Stun,) dLou ier.ipu (if Otirmg-cehicnt (ASIAt h 4i861\ty 11 surf,pted ) under rar(i tsth cot Itm Pros shinl„e hmo place; d,i oat eipnae cf- 010n. t:,tlMON': Tow much mufiag woo:nl rna causc° slquglcs to blis(m Exterior Research and Design; TLC. Evaluation Report 3532.09.05-Ril Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras`m: 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14: 18 three-piece units separate -to make 54 Hatteras_ Accessory shingles, 6.10.1.2 Option 2: Cut Hatteras Shingles 9"-- 230 mrp) I I I I I i t---i--- 18„ 460mm) Cap Cap Cap Cap Shingie Shingle Shingle Shingie Figure 15-20: Cut Hatteras shingles to +take cover cap. a t i TRINITY ! ERD Fas`en 1720 4603mm)I 5mm Figure.15-21: Installation of caps along Dips and ru1oqes, 6,10.1.3 For ASTM D3161, Class F performance use BASF "Sonotastic® NP1'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE" ",. HIGHLAND SLATET"" IR LOW AND STANDARD SLOPE: STEEP SLOPE; Figrae 11-3.- Use FATS naits fo,every Higblanrl Staid sbA,gla Ise FIVE nails and EXIIT spots of asphalt roofing cement" for each full Ni;hland Slate shingle. for N8ami-Dade, SIX nails are required. Apply t- diameter spots of asphalt rooling.cemeut under each tab corner. Asphaltroof)ngeetnent meeling ASTA'i D45861pc 11 is su%esled, i' e'— inn —9'—«• us' mm; IYiran)--I 5'_ 75 mm) sis 5am' roe cryuin - AII—) SIXiais(0—h r _ !- indi[eA abr abler r' y- " afoul e99aw1 -- t Roofhrg Canenl Figure. 11-3A:. Osa MT nntls and eight .pots ofaspbatt roofing IXit lent under each tab corner. CAU11ON; liscessive use of rooting cement can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland Slate'", Highland Slate'" IR: Refer to instructions herein for Cedar Crest'", Cedar CreStTM IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/ 08/2016 Page 11 of 12 r TRINITY ERa 6.12 PATRIOT*"": LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nails for ('eery Ri l shingle loc;deer as shmm belmv, f— :iaalar:.t 4i 3333,L I i33a:,-:1 '! n; Use 1:01IR nails :mcl four spols okisi lcdt roofing ccroeal for every hill hinJras shotau IxIncF: Asphdc t'tx;liuj; cc+tnent nrcUw, _1tiT;11 ll4iRG L)lpe 11. is Apply ['(1Li nun) slits of asplIAL roofing centcnl os sliolyll. CAU 110IN: Exccssier. ase of rnofigl" COMM( c;ut amsc shingies to blister. naonnq Cemenl - 1 6.12.1 Hip & Ridge for Patriot'm: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'" NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6,1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate o/Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11; 12/08/2016 Page 12 of 12 RINI ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT 413 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203)262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance -ofthis Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced. Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature, If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 12/08/2016.. This does not serve as an electronically signed document. Signed, sealed hardcopieg 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 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. TR,INITY ERD ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 51h Edition (2014) Florida Building Code and 51h 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 1507.2.51 R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL(TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/2,4/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL(TST 1740) ASTM D3161 05CA16778 05/12/200S UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL(TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, 03462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 ULLLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 -& D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC Evaluation Report 3532.09.05-Rll Certificate of Authorization #9503 FBC NON- HVHZ EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 2 of 12 i „, M1N TRINITY I ERo 4. PRODUCT DESCRIPTION: 4.1 CT201", XTT" 25, XTT" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia`", Belmont'", Carriage House Shangle", Grand Manor Shangle's, Landmark'", Landmark"" IR, Landmark'" Pro, Landmark" Premium, Landmark'" TL, Landmark'" Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'"" IR, Presidential Shake TL` and Presidential SolarIST" 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 RidgeTM, Shadow Ridge'", Cedar Crest'", Cedar CreStTM IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 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: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2,6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Va,d = 150 mph (V,,,t = 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 PLI Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Va,d = 150 mph (V It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Vwd = 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 3S32.09.0S-R11 Certificate ofAuthorizatlon #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 i TRINITY ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 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 R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 6.4.1 CT20'", X-rm 25, XT'" 30, XT' 3.0 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 305 mm)— —(305 rmi) (305 nni)—i l+1"(25mm) —Sealant 1"(25mm) 5 s/C (145 mrn) 1 5112^torWauod Plant METRIC n(225 Sealant 1"(25m Figure II-3; Use four nails for emit' full sbingle. STEEP SLOPE Use four nuts and six spots of asphalt roofing cement* for every full shingle (Figure II-4). Asphalt roofing cement meeting ASTM D45S6 Type II is suggested. Roofing Cemeht Apply 1" (25 rnn} spots of asphalt roofing cement under each tab corner. Figure 11-4. Use, four hails and six spots ofaspb dl cmam t on steep slopes CAUTION: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20", XT'" 25, XT'" 30, XT'" 30 IR: Cut Shingles mm) 251mm)I'} tl I _—Remove-- f——tyr 1f —— I Cap Cap Cap ( m) Shingle Shingle Shingle Figure II -24-Cut labs, lbe h !r!m back to make cap shingles ngltsb dimensions sboun). 14^ (305 mm) Eao 125 mm) — g \erg SIS 5 5mm1\ s ooa p a Figure 11-25: installation of caps along the hips and rirlgev. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'"" adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 I ARCADIA": LOW AND STANDARD SLOPE Csc SIX nails for evert, full shingle localeil its shown helow r—r---r--r—r V (25 nxnl 1' i25 wilt - uaillna ! trail l'e i Figure+ 2: 1 `se six nails for ererr fill sbingk, a-. { TRINIT1( ERD STEEP SLOPE 11sc SIS nails and FOUR .puts of asphall roo0ng cement for csctq{till sl in,,le as shown bclotr. Appl%.:tspitull roofing, cement I"(2i nun) 6nnt edge of shiogle.:lsphall roofing cement nteeliug,LSTM 1) 4i86 T Pe 11 is suggested. 1+--V f7f. Tar,; V(Z5mg! j - I Ftttfr is L(ia six uutly and firuir xporc of aspimlt roofiu, cement on steep slopes. 6. 5.1 Hip & Ridge for Arcadia': Cedar Crest", Cedar Crest— IR Use two (2), minimum 1'4-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class-F performance use BASF "Sonolastic® NPIT"°" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand - sealing adhesive 4„ 1/ 4` +— Dab of asphalt cement between -- shingle layers { Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 6.6 YRINITY 11 ERD BELMONTt": Low and Standard Slope. Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement' for every full located as shown below. Belmont shingle. Apply asphalt roofing t cement 1" (25mm) from edge of shingle. I tr2`i3s ern; a/ i See below. Asphalt rooting cement meeting I ASTNI D4586 Type II is suggested. f t r8'(tFnvm 27a n;fi} 1 1 1,12' 33 trrrul 0:1• ticitil tlsiir^1ar••c l (1'i25rrn) j i I'125n f •t / 1• I 8 "a' 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 18• 2• _ Exposure Remove tapefromtherightside 1 j g• and fasten SECOND Fasten they .l Remove left side 8518 RIGHT This Tape FIRST LEFT F!,g are.17-19: Iuslallatiou gf.Wngleo Ridge sbi igles Nigarre 17.18: 5hrrugle" Ridge. on hips and rlclges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 a x 1 RINITY ERD CARRIAGE.HOuSE'SHANGLEO AND GRAND MANOR SHANGLO: -' LOW AND STEEP SLOPE STANDARD SLOPE Use five nails for ever}' ftdl `hspt;de. I-(2, mtn) / t25 men) 5r11" a 1f1" 16 rani / (229 mm) Gigmel7-i freefiruncnlefin era q/ir!!!;rand:lkurnr5'hrutg(e, C,drr ingc Ilome Shcgtgle. ur (Awleawfal Stale. Use seven nails and three spots of asphalt roofing cement for every fill Grand :Flanor utanglc. Use rive nails and three ,lints of asphalt rooling cement for every full Carriage Hnuse Sh;ui" i and (:cotennial Slate. Applyasphalt roofrng.eemem l" (2i rum) from cdgcuf shingle Plgrire 17-5). Asphalt routing cement meeting ASTX D-1586'I}'lre if is sargested. tli mm)(2Nmnrl i25,nar)r t_ - _-. —_.---1-----RoONgCamont---I. FigFnIt 1 %,i: trl eu iuslydliug Gn(nd .-*tnr.-r SLnugkcc oft sleep slo/w.w. nvr seven wails and toree slyws rjaspNill mtying centenL Hip & Ridge for Carriage House Shanglel and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARK`,'",LANDMARK"" IR, LANDMARK7m PRO, LANDMARK'" PREMIUM, LANDMARK*"" TL,ILANDMARK'"' SOLARIS, LANDMARK'"" SOLARIS IR,:NORTHGATE LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" .143/4" 12" 305 rnm)—--(375 mmj-r(305 mm)--) I I (25 Him). I Release Tipe 1 (25 m(n) Arm } Area _ LANDMARK TL NorthGate: 13'/2'• 13" 13'/?" 1----(343 mm)--I--(330 mm)--- --(343 aim) - I F' (25 mm) V (25 nun) -I - F igurc 1.P di l.:a• fow nails, jor wety jd! slirngle. 541oi' raagltiG 12 r -- I' (25.r:tj A'aif^g tr_s rnp^rnaIIno r' (25 mm)--r- l owrr na l lre r-- Naillny areas fcr low and standard slopes (team 2:12 re 21,.121 Hal 54;AB11 Vprer a 1C-?W 1"$5 an S':AY!1 aur•;n. Exterior Research and Design, LLC. certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE use six n;iils and four spots of asphalt roofing'cetnem for esei} Cult laminated shingle. See beloxv. asphalt roofing, cement should meet MTN( D4586 Type IL apply I" spots of asphalt roofing cemem unde each corner and nl about 12" to 13" in from each edge. METRIC DIMENSIONS 12"— 305 orn) 143/.r"---12.—` 1375mm) 305 mm) 1 r2, mnj I (25mml-' I Release Tape 11 Nail Au For Sleep 25 mm) — — — — 25 trot; Roofing Cemeni TRINITY i ERD LANDMARK TL 13112" 13" 131(2" 343 mm) 1330 mm) 343 mm) 1-+1"(25mrn) I 1"(25mm)---, I 25 mm) °* — — — — NorthGate: Roofing Figure 13-5•• Use s4 r nails. andfo ur spots of aspbdt roofing cement on steep slopes STEEP 12" 14-34" 12" SLOPE 1—(305 ram)-« -y-- (375 mml -'^ —(305 mm)- NAILING Nailingg tmrisAREAIbehvaenatir 1" 25 min --- 1c- MW lane ( ) fE a 1„ 25 mm) Nailing areas for sleep slopes (greater than 21:12) and °Storm -Nailing" Nail between lower 2 nail lines as shov/t1 above. 6.8.1 Hip & Ridge for Landmark'", Landmark'" IR, Landmark'" Pro, Landmark'"' Premium, Landmark' TL, Landmark'" Solaris, Landmark'" Solaris IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge'"" or NothGate Accessory 12' 305mm) (250mm) G i 6 g15liti' 415/iG— 150mm) 050mni) ( 125mm) (1 5nmj 1— Notch for Centering 12 f 13114" 305mm) Notches for Alignment to ( 337mrn) the Top Edge of the Previous 7 Cap for 5" (125mm) Exposure (1m) 1 L Exterior Research and Design, L-C. Certificate of Authorization #9503 English Dimension Shadow Ridge" FBC NON"HVHZ EVALUATION 8' Mrnm) Metric Dimension Shadow Ridge`" Evaluation Report 3532.09.05-Rli FL5444- R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 I' I106' 1,125 r;na 11.._:._----- i rariat"'Jhlcich 337 rim. 14I(1n 1h"39 r ,4 firs to top 7 5,19' aluc n (194 ram) p, rndttz GM rs i NorthGate Ridge 10 TRINITY; Y ERD 131181, 6 5/0 .I. -6 5/8'- 168 mm) (168 mm) i Centering 131/4' ` Notch ' 337 mm) Align these 7 5 8" edge of notches to top (194 mm) 1 previous course. NorthGate Accessory t2" 3a inn') LayingNotch I f/ \ \ \ \ /--/--T f - wre 13-20: Usti laying notches 10 center sbingfes.on hips and ridges, and to locata be conect exposure. For ASTM D3161, Class F performance use BASF "Sonolastic® NPI " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, U-C. Evaluation Report 3532.09.05-R11 Certificate of Authorization a9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 ERD 6.9 PRESIDENTIAL SHAKE'M, PRESIDENTIAL SHAKE TM IR,'PRESIDENTIAL SHAKE TLTIMPRESIDENTIAL SOLAR IS'm: LOW AND STANDARD SLOPE: STEEP SLOPE: For loiv and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each hill Presidential shingle and shingle as shown below. apply I' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between the nailing guide lilies, apply 4 nails P Nailing 1- 40" above tab cutouts maldng certain tabs of ovprlylng shmgle cover nails Guido Lines (1016 rnnn) 15 1 /4 14 114' 362 mm) NOTE: Apply nails on painted guideline. Figure 16-6.- Fmleyiiijgflre-skientialand PresidentiaI A S&-ike V diameter asphalt tooling cement shingles on low anti standard slopas. P(, pre 16-7., Fastening Aeslileliti!a( and Pneslai T17, Shake Shingles on steep slopaq. 6. 9.1 Hip & Ridge for Presidential Shake', Presidential Shake" IR, Presidential Shake TL TM, Presidential Solarls-- 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles.up..to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 1 ?/V long or longer, so they penetrate either 3/4" Into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,. AL is 12 " x 12"; Portland, OR produces 0 74' x I3 1/4' accessory 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastico NPVI" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest"' IR hip and ridge shingles. 6. 10 HATTERAS""' p, 10111, STANDARD AND STEEP SLOPE: r( 230 initi) (23PInat) (230rnin) (2130 irni) P 40tofl 251Yini) --I =(25tuinM Rkure i'YkMq 11.11eraySbiql's Oil Loss audYlemelml0loties For low and kindard slopes. use rive nails for each kill naltents A011,11! Z q1timt abmv. Exterior Research and Design, L-C. Certificate of Authorization #9503 FEIC NON-HVHZ EVALUATION lf, q,"r 15 1. lr,"teamp Mal ..... . wq/m mfslwpoip-.v File ' well "I"Pe, .."c liv, timis ;wd eight SIK4S OfASIthAll roofing Vi" CIA for each hill 11:11tenv lhillgl, a shmil Am- Al,ply I' 25, 11AI) di; idev qnki f (ASTM 1) 45R6 1kliv 11 wr. iVmed) uad(-r uad, ial) voitier, [Irm,shim,4c ww phw, 'it) NVI V.% lV)Se ce'lle"l. CALITION: Ton madi rwfing miwlil Vitt, cuar, shitglri lit Mister. Evaluation Report 3532.09.05-R31 FL5444- R10 Revision 11: 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14: 18 tbree piece unUs separate to make 54 HatterasAccessoty shingles 6.10.1.2 Option 2: Cut Hatteras Shingles 9,_ 230 min) I i I I 460rn Gap Cap Gap5hingl? LShingleShingly cap. Figura 15-20. Cut Hatteras;sbtngles to wa& cover f f illI { ERD F'as\en 8" 18`' {460 mlr:}•'`' goYR 203 nit 4C.sa 5mc l Figure 13-21: Installation, of caps along hips and rk4F_s: 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic' NP1TM" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, 6.11 HIGHLAND $LATET",, HIGHLAND ATSLET7111'. LOW AND STANDARD SLOPE STEEP SLOPE: Figure I t-3: Use FITS nalkfor eFery lltghland Vafe.sbingle: Use FOB nails and E HI'spots ofasphaltroofingcement* for each hill Fligiland Slate shingle. for tsifaml?Jade, SIX ruvLs are required, Apply`t' diameter spots of ayihaltrooflagccmetunder each tab corner. Asphalt rootingcemen( Rice bg.b;TN1 U4586 Type 11 Is suggested. T Z. SS7i nyl'L'(in0 "Iz a4Bslo-rxrce W o wtessherR+I — — Roofing Cement Flbnrre t NA: Use FITE natlaand elgi5t spots vfaepbrrlt roofttk(, ceinait midor eacb'tab,,cormm CAUTION: Excessive use ofrooting umenI can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland SiateTM, Highland SlateTI IR: Refer to instructions herein for Cedar Crest—, Cedar Crest'" IR or Shangle RidgeT" hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RSO Revision 11: 12/09/2016 Page 11 of 12 Z J TRINITY ! EKo 6.12 PATRIOT TM: LOW AND STANDARD SLOPE STEED' SLOPE t sc. F01JR mulls for every full shiligle loaded .ls shown Ixloxv. XJ 15 M, I I I,-1 1 MimiE.{al-•3! L4c• FOOT nails aild lilac simis of asiTlialt ro dittg cc[) lent for every Bill Shingle as sllowll hChm, Asphalt rotafincemeniee, Lb'(,g ) pcfl is sit.;;esictL Apply I'(LS nun} spills otaspliidt rcmfiug ceincnl v; slio,in. AUTIONN t Wo sive use of roofing cemenu can cause shingles to blister.. 7 ''Rooting Cement ik3:ra " x3?nTi ?9:#caj 6.12. 1 Hip & Ridge for PatriotTM: Refer to instructions herein for Cedar Crest'", Cedar Crest" IR, Shadow RidgeT'", NorthGate or Shangle Ridge"" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2. 7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 CIA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC— QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate of Authorisation #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 Florida Building Code Online BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff I BCIS Site Map I Links I Search I Product ApprovalorUSER: Public User t rjrst z Pi r,. Product Anoroval Menu > Product or Aooli tion.S=ar h > Aodllatlon List > Application Detail FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Eduardo Lozano elozano@interwrap.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap,com Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL152 16 R2 COI 2015 01 COI Ni min n.Rdf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code bttp:Ilwww.floridabuilding.orgtprlpr_app_ddl aspx?paramwGEVXQwtDgv3yUVKJZ1QRAdhy[2u8kQGQyljaMiVeiOpVSvxwSdCoQ%3d%3d[82412017 1;57:59 PM]._.... Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # I Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FL15216 R2 I1 2015 04 FINAL ER INTERWRAP RHINOROOF F I S71 6- R2TbdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF F 216- R2.pdf Created by Independent Third Party: Yes M Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovriaht 2D07-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by. traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1j, Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you, do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chaptet 455, F.S., please click here . Product Approval Accepts: Credit Card Safe http://v)vv.floridabudding.o4pr/pr=app_dil.aspx?paramwGEVXQA tDgv3yVVK]ZIQRAdliyl2u8kQGQ,ljaHhVeiOpVSsxwSdCoQ%3d%3d[81242017.1:57:59_PM] . . f1fRINITY ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes; or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity( ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsim lie sea[ appearing was authorized by Robert Nieminen, P.E. on C4/27/2015. This does. not serve as an electronically signed document. Signed,. sealed berdoop[es have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity lERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity lERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. RIN11Y ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140530.02.12-112 Certif cote of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 TRINI ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6..5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2615 Page 3 of 3 TTTRRINITYJ ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #J9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: ( 203) 262-9245 FAX: ( 203) 262-9243 Evaluation Report 140510.02.12-112 FL15216- R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P. E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E, if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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 thejob 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. 59156, Florida DCA ANf1983 The facsimile seal.appearingwas authorized by Robert Nieminen, P. E. on 04/27/2015, This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: ... 1. Trinity I ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company Imanufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E..does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity 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. 4 ii vow ; TRINITYERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3,.1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type,H felt or D4869 Type it felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/eras used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4- RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering.. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS - Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type ll underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report 140510.02.12-112 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 RINITY!ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners:.. For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions, For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END of EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 F1.15216-112 Revision 2: 04/27/2015 Page 3 of 3 4/28/2017 Florlda Building Code online BCIS Home I Log In I User Registration I Not Topics 1 Submit Surcharge Stets &Facts I Publications 4 WSW I eCIS Site Map 1 Llnics 1 search Product ApprovalCaUSER; Public User Product Approval Menu > ProduSt_pCpiJVon Sean: > pp In Icat4n0 > ppplleakien Detail FL # FL3792-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/ Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-651i acarter@lomanco. com Authorized Signature Andrew Carter acarter@lomanco. com Technical Representative Andrew Carter Address/ Phone/Emall 2101 West Main Street Jacksonville, AR 72076 S01) 982-6511 Ext 361 acarter@lomanco. com Quality Assurance Representative Andrew Carter Address/ Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter@lomanco. com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method certification Mark.or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard year Miami - Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A https: llwww.floridabuilding.orglprfpr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbeV?dlltEk7oGQ6zyYnmk°/a3d 1/3 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online 09/30/2015 10/ woi5 10/09/2015 08/16/2016 KL # Model, Number or Name Description 3792.1 135 Roof Louver Aluminum Roof Louver Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Im pact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation. 2, Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than 33 feet. Certification Agency Certificate FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA 71- 0602.02.pdf Qua lity Assu ra nce Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602 02 odf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602,02,pdf Created by Independent Third Party: Yes 3792.2 _ 730 Roof Louver Aluminum Roof Lower. Limits of Use Certificatlon Agency Certificate T Approved for.use 1n..HVHZ: Yes - FL3792 R8 C CAC Lomanco 700 Series - NOA 11- Approved.fo.ruse.outside HVHZ: Yes 0602.04.odf, Impact .Resistant: N/A Quality Assurance .Contract Expiration Date, Design Pressure: N/A .. OB/.16/2016 Other: 1. Refer to: applicable building codes for required Installation Instructions: - ventilation. 2,16manco's Model 730,750,770 Roof Louvers, FL3792 Re Ih Lomanco 700 Series - NOA i1-0602 04 odf shall comply with applicable :building code, 3, Lomanco's verified ,Byi Miam* i-Dade BCCO - CER Mode[ 730,750,770 *Rdof.Lduvers shall not be installed ,on roof Created by Independent Third Party:. mean heights. greater than 33 feet Evaluation Reports FL'3792 R8 Lomanco 700 Series NOA'11 0602 04 bdF Created:bylode pendentThird Party:.Yes 3792. 3 1750 Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1, Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 3792A + 770 Roof Louver . Limits of. Use Approved for, use in-HVHZ: Yes Approved for use outside HVHZ:: Yes Impact Resistant: N/A - Design Pressure: _N/A C+ ther: 1. Refer to applicable. buildiirig codes.fpr :required ventilation, 2.. Lomanca's. Model 730,750;770 Roof Louvers shall: comply with:applicabie. buiding code. 3;,L9manco'5 Model 730,750,770 Roof Louvers shall not be installed on roof mean heights greater. than 33 feet, . 3792. 5 1770D Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Aluminum Roof Lower Certification Agency Certificate FL3792 RS C CAC LomanCO 700 Series - NOA 11- 0602, 04.pdf Quality Assurance Contract Expiration Date 08/ 16/2016 Installation Instructions FL3792 RB II Lomanco 700 Series - NOA 11-0602 04 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 odf Created by Independent Third Party: Yes Aluminum: Roof Louver - Certification Agency Certificate 3792 RE Q.CAC o anco' 700 sereNOA il- . 060204;ndf Quality -Assurance Confract.EXplration Date 0 /16/ 20.16: . Installation:Instructions F0742 R8 II Loinanco..700 Series - NOA 11-0602 04 odf Verified Bye:: Miami-Dade 8CCO - CER Created by Ihde'pendent Third Party.. Evaluation Reports: FL3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 ndf Created by. Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC NOA 15-0709.09,odf Quality Assurance Contract Expiration Date 10/04/ 2020 Installation Instructions FL3792 R8 II NOA 15-0709.09.0f Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports hftps,/lwww. foridabulldino.org/pr/pr_app dll,aspx?param=wGEVXQwtDgsFgPhXouzzgPGbaVjdll(Ek7oGQ6zyYnmk%3d 2/3 4/2812017 Florida Building Code Online FL3792 IRS AE NOA 15-0709.09.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee Fl, 32399 Phone: B50-487-1824 The State of Florida Is an WEED employer. Copyright 2007-2013 State of Florida.:; privacy Statement :: AccessibilityStatement :: Refund Statement Linder 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 mail. Ir you have any questions, please contact 850.487.1395. *Pursuant to section 45S.275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F,S, must provide the Department with an email address It 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 click . Product Approval Acceptmi 5 G11i 11 METIiICFi httpsJ/www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbeVjdikEk7oGQ6zyYnmk%3d 3/3 Id IAMI, MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, ltoora 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mia.midade.gov/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 has been no change in the applicable building code -negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be. available for inspection at the j ob site at the request of the Building Official. This NOA renews NOA No. 15-0831:07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. NOA No.: 16-0510.28 Mugu-DADe country _. Expiration Date: 08/16/21 Approval Date: 06/30/16 Page I of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR' EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Center for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PRI Construction. Materials LOM-013-02-01 TAS 100(A). 05/11/07 . Technologies RRWA-001-02=01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 MLAMI-DADE CO2UIr Expiration Date: 08116/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attaclunent 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 aro-und the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peals of roof). Make sure the throat of the vends centered over vent hole. Fasten the base to roof decking with 1'/a" aluininum annular ring shank nails. With the first nail 11/4" from roof louver and and a minimum of 6" o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail 1'/a." 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 MIAMt•oaoe couNTY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply'/2" 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.l-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net. Free Area: Refer to manufacturers published literature. Minimum Slope: 3.12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,7501750-S, 750-E, 770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750;750-S, 750-E5 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . MFAMMADE COUNTY Expiration Date: 08/16/21 Approval Date .06130116 Page 4 of 9 DETAIL DRAWINGS DETAIL A. f I DETAIL E i i s DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTFNRR NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C DETAIL D 4/28/2017 Florida Building Code Online BCIs Home Log In User Registration. Hot Topics j Submit Surcharge Stats & Facts I Publications FBC Staff i BCIS-Site Map Links Search ; dpibProduct Approval tIy USER: Public User Product Approval. Menu > Prpolct or. A.p_pijrtion Searrh > Aonlicahos lust > Application Detail r Ui j FL # FL158-R8 rl Application Type Revision r Code version 2014 Application Status Approved r Approved by DBPR. Approvals by DBPR shall be reviewed and ratified x + by the POC and/or the Commission if necessary. T=" a Comments w r 'u Archived Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext128 r t cparrino@castcrete,com Authorized Signature Craig Parrino a k ! cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 3 cparrino@castcrete.com i $ Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 A." cparrino@castcrete.com f s Category Structural Components fit a; 1 r ¢ Z.- Subcategory Products Introduced as a Result of New Technology rCertification r aj Compliance Method Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade. BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI318 2011 ACI 530 2011 Equivalence of Product Standards Certified By t = Pro duct Approval Method Method 1 Option A y- t Date_ Submitted 04/29/2016 s- littps://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquegl%2bT71p/p2fFI92gnRzHNuicaj5pgLXkU6g°/a3d 112 4/28/2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 iummarlrof Products FL # 'Model, Number or Name I Description _ 158.1 i High Strength Concrete Lintels 14, 6, 8, and 12 inch wide lintels Limits of Use i Certification Agency Certificate _ u Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-0903,03.pdf Approved for use outside HVHZ: Yes i FL158 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe i Installation Instructions load 1 FL158 R8 II NOA 14-0903.03.Ddf FL158 R8 II NOA 16-0126.03.odf Verified By Miami -Dade BCCO - CER I Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us.:: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824. The State of Florida is an AA/EEO employer. Copyright 2007-2013-State of Florida.:: Privacy Statement-:: Accessibility Statement :: Refund Statement under Florida law,: email addresses are public records. If you do not want your e-mail address released In. response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phoneor by traditional mail.. If you have any questions,please. contact-850.487.1395. "Pursuant to Section 455. 275(1), Florida Statutes,: effective: October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. Howeveemail addresses are. public record. if you do not wish to supplya personal address, please provide the Department with an email address r ss which can be made available to the public To determine If you are a licensee under Chapter 455, FS., please click here . Product: Approval Accepts: MIA lot M Credit Safe sc mra METaics https:flwww. floridabuilding.orgtprlpr app dtl.aspx?param=wGEVXQwtDquegl%2bT71%2fF192gnRzHNulcgj5pqLXkU6g%a3d 212 M1AM 1•DADE AIIAA-11-DADE COUNTY PRODUCT CONTROL, SECTION DEPARTtIIENT OF REGULATORY AND ECONO}SIC'RESOURCES (RER) t t805 SW 26 Street, Room 208 130ARD AND CODE ADh11NISTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wwiv.miamidade,aov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The tlocumentation.submitted has, been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas cohere 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 Mianti Dade County) reserve the right to have this product or material tested for duality assurance put -poses. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within theiriuirisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity. Hurricane Zone of tire, Florida° Building Code. DESCRIPTION: ( Cast -Crete) 4' , 6" & 12" High Strength Precast and Prestressed Coiterete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel:Details", sheet 1. of 1, prepared by Craig Parritto, P.E,, dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Clete 4' , 6" & 12" Lintel Safe Load Tables", sheets 1 tluough 3 of 3, prepared by Craig Parritio, P.E., dated March 24, 2003, last revision dated June 12, 2014,.all signed and sealed by Craig PatTino, P.E., on August 19, 2014, aff bearing the Miami -Dade Coutulty Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami, -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear,a permanentlabel with the manufacturer's name or logo and the .Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA.will occur after the exphtion, date or if there has been a revision or change in the materials; use, and/or manufacture of the product or process, Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes.shall automatically terminate this NOA. Failure to comply with any section of this NOA -shall be cause for termination and removal of NOA. ADVERTISE 11 ENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature:. Ifany portion of the NOA is displayed, their it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official; This NOA revises NOA,# 13-0321.07 and consists of this page 1, evidence submitted pages E:-1, E-2 and E-3 as Nvell as approval document mentioned above: The submitted documentation was reviewed by Helmy A. Makat, P.E., M.S. NOA No. 14-0903.03 QMIAMMIRMCOUNTYf/, % : Ft.. Expiration Date; 09/11J2018" I i Approval Date: 10/0912014 r` v _ c / Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing Afo. FD1612, tilled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, RK, dated iUarch 24, 2003 and Drcaving.Afo, L7'4612, titled Cast -Crete 4", 6" K 12" Liufel Sffe Load Tables'; sheets 1 through 3 of'3, prepared by Craig Parrino, P.E., dated Adarch 24, 2003, lust revision 91 dated April 28, 2003 both drawings signed card sealed by Craig Parrino, P.E. B. TESTS 1. Test report onflexural testing on I ", 612 " Precast Concrete Linfels Filled and Unfilled kfode Is, total of (13) concrete lintel speciimeris, per AS'TIY1 E-529-94, prelrcn•ed by AplJlied Research Laboratories,, Report No. 30104A, dated 04110103, signed and sealed by Christopher A. Hamm, P, E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared ky Craig Parrino, P.E., signed and sealed b)i Craig Parrino, P.E. 2, Calculations for Cast -Crete Lintels; dated 05129103, 140 pages, prepared by Craig Parrino, AE., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION': 1, Quality System ltlanual for Cast -Crete Hachine rllade Precast Lintels revised on Alay 1, 2002. 2. Cast -Crete Quality System ltlanual for Prestressed Products dated 2002. 2, EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Draiving Alb. FD4612, titled "Precast and Prestressed Lintel Details`, sheet I01' 1, prepared by Craig Parrino, P.E., dated rllarch 24, 2003 and Drcnving Alo. L7'4612, titled Cast -Crete 4", 6" R 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated Harch 24, 2003, last revision elated Xfamch 11, 2008. B. TESTS 1. rVone. C. CALCULATIONS 1, Yone, D. QUALI. TY ASSURANCE 1. 13y 11,11 nd-Dade County Building Code Compliance Once. E, MATERIAL CERTIFICATIONS 1. None. j HiWiy A. MaIca c,11.E , N1,S, Product Control Unit Sulm-visor NOA No. 14- 0903.03 Expiration Date: 09/ 11/2018 Approval Bate: 10/ 09/2014 E-1 Cyst -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # I2-0209.112 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and'Prestressed Lintel Details", street I q1' 1, prepared by Craig Parrino, P.E., dated kfarch 24, 2003 and Dralving No. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Scfe Load Tables", sheets 1 through 3 of 3 prepared by Craig Parrino, RE., dated illarch 24, 2003, last revision dated Harch 11, 2008, all signed and sealed by Craig Parrirto, P, E., oil rllarch 22, 2012. B. TESTS 1, Norte. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By illlicrrrri-Dae% Coturt}1 Depnrtnteru of Permitting, F.rruir orrrrrerrt, and RegrrlatUry,/%crirs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fii•orn Cost -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certi&ing compliance with the Florida Building Corte, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321,01 A. DRAWINGS 1. None. B. TESTS 1 Norte, C. CALCULATIONS 1 None. D, QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER), E. MATERIAL CERTIFICATIONS 1. None. t Uiiffny A Makar, P.E., M.S. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09111/2018 Approval Date 10/ 09/2014 E-2' Cast -Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drmring J%to. FD4612, titled "Precast and Prestressed Lintel Details', sheet 1 of 1, prepared by Craig Parrino, A E., dated filar ch 24, 2003 and Drawing Aro. LT1612, titled "Cast -Crete 4", 6" & 12" Lintel Sclfe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, ?ast revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. Norge. C. CALCULATIONS 1. Catculations.for~Cast-Crete Lintels, dated 0811912014, pages-14.201 through 14,236, prepared bi) Craig Perrin, P.E., sigried and sealed 41, Craig Parrirro, P.E. D. QUALITY ASSURANCE 1. By AWarni-Dade County Department of Regulator), and Economic Resources (MR). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr•ow Cast -Crete USA, b7c.,, dated fttrgust 19, 2014, .signed and sealed by Craig Parrino, P.E.; cent ring compliance with the Florida Building Corte, 2014 Edition. IV1.5— Product Control Unit Supervisor NOA No. 14-0903.03 Ex-piratiou Date: 09/I l/2048 Approvat Date: 10/09/20 i 4 E - 3 N e HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS I ` j 1 fL i'ii6lt flll9 4 SOLID LINTEL DATA TABLE F$i9t®rs' Si[f)i 41 n:a 1i7i tP61IR'Si7.F7 j 6" PRECAST U—LINTEL DATA TABLE smr"2 aar tl eles v tt t® tft;![FISL`7O Dmt9[3F1®L[t0; MOMr3nv® ' A: taBi7e'i17S iP i>aflt0l rIS1SSiE1®iir^:R•'E4 --,,,77IT4S9eSts.9i111111. 1 SF 9 1 R4iii[9 0 Q3 t fi1lEMrEl:L3i®fSSlrIFi II]iClm' i 12" PRECAST U—LINTEL DATA TABLE mcammmERA MEMMf L9tVii1! JEiGiimnKmamtis ta t o tv t tv, Comm Li il[ID a3ilt7:.T3iEffi1i 6 QiL'Si M=ili•LL3mQir y L'.B61 S it 4111011II Ii=:n:Tnes'•ia 12" PRECAST W/ 2" RECESS DO_OL U—LINTEL DATA TA L TYPE "B"- STIR TYPE '•A" STIRRUPS_ A" BOTTOM STEEL LENGTH 6 & 12" PRECAST LINTEL RE NFORCING CAGE FABRICATION MODEL I7F M tg7 iR 1 Illt.L91:(1711iQ i:1 EAfTTTiYEYi1R FTZiTiiR y.01MIi m FIRM mM. IC iFiQC1i Q1i mm rsM Itim lWiWtiiLi77fDllII:3OC'i pL7® 7ffaamm a egv rx7siru'setw.u..a6lQ]iY7EEH1E:aEs i rrsralmreFle riJTifY`lbvcs.Ei TTss ecII7•vts a i1 FFJ3fLLi[7Li1at®ECHO GG/j-ff..,Mp— EWEROO,,__F 11._ R_.N_ a—z IWS PROP0.IEVR 'All— 15 1 R110 FOR 1-1- APRROVAL D 1S MLI, If0 BY COPYROM LAWS AND C ROT BE REPROWCED OR OISTMUIED W lioa THE PRIOR WFITIEX CONSENT CAST-CRCTE USA, 'NC. 1, gEINFDRCINO 11". 7/3R W ASIAI Mo. 03. P. INO RB RFGW SIRWAXQ MREX4111: 6 AND 11 W. UR11. - 50.0 P61 BMOC RO ASIN ABIS 6 ROLL TNC 1BEAE NUMBER OF' WRRUP REWIRE. ARE BgML1ED 61ARNX0 R. I—REEE SSRLH iNsl fe = 6000 .1 FOR ALL 6 IV" ARB It WCN FAD1A G 0 FNO Of 11RE qON ROW. OADEI FOR EYANPID - XO: OF PRECAST' MEM L'. - RIQO PM FOR R. IAOR UXFEIf iDARYPS ., I.. LNL REINLOXCIAO OAOE FARRN:AIIDN NODES 6MOYa S. POTION STEEL I— BE OV1 BACK ONE WCX 10. BE —M WIIX ENDS 3 SDRRUPS PROD EACH END. OR B ANO 12 WCN UNIEU MILK BIRIPPINO 1ROA LBRAI. Jy C GEN O p lmuC r I E vl5l t* b U 1A:84 ESD 0. 4 _ lt' as a.mDlYl iTBan rX1 3. Att<Pwi hoFo 4b3 o q l S T gOF 1 pyptr iNnt> v O R 10. 6324Cfl579 nlp uLtec,ff r S•. G,. op SEFFNER. FL 335134 v- PRECAST AND PRESTRESSED LINTEL DETAILS FILE AMR OBSU84-14 DRAWN BY:' MHA.4 ABNAUB SCALE. AS SHPAN DAR J/ 21/01. CHIO(ED eF: OM PARAIXO, P.E. DRAW a 10461E SHEET: 1 OF I C_FNFRAL NOTES i) Materida: Its precast 6rM1 WW 0 fc 6 tr 12' ppr asl Rnlel - 6000 pps7 f grout - 3L10D w8h maximum 3/6 incn aggrcgole concrete. masonry u cis 1CI U) par 'i C9, with minimum netareacampnareIsilengit ^ i IX! pri rebar per ASTIR A615 Crude 60 to, Per ASTM C270. typo M a, 5 2) All to load tables based on mine— 4 inch nomin.1 holing. r—011ie, Sale leads for Lintel y SUB, 12UB and 12RU6- must reduced by 28R it tenrinq length is less Awn 6 1/2 inches.' 3) P-1de felt mortar bad and hood icints. 4) The number in pargWicsis )nditates the percent Rduction far grade 40 field added feber. w/ 14% lcductia. 0 14281(.86) v1y.1228lood of 1428(i1 5) All Ifntels .,at or —ed V350 dell.6.p. Excentim Untel types.6 6 d: 12F6 17-4 & longer meets or —t,d L/180 collection, Lisa Is lirnW to teadi6ons meeting9 the Florida Building Code Ss'r.n 1604.3.1 as opplicahle. 6) St— ruled lintels w required: 7) a solid lintels to be installed w/ 4' dimension Aodzantal end 6' dimension vertbal. 8) tnslalatim/pllathment of W.1 must '—ply with the erehleel—I and/ur struaUimi doe-91:. 9) The designer may evolueto concentrated toads from the sate lead labies. by calculating Ue maximum res[a6ng moment anal. shear at 4-away from the face al; subpart. 10) R.R. - Hot Rated 11) Bottom Fled added robe, to be leected at the bottom of the tined a.Ay. TYPE OFSONATION F - nua wave awul / u-Ltans. r er"Alim 12F1.6-2B/2T MWA4. stT,i i L., OF is IeV uL naarr Af91R. AT 1W ZtL W KWRM Intl 12' UNTILS O a eem now e+ Leas ncuces QJrA N y"' t 1 pR AF11U Fat 12': iMa.S ttl.•. "Fro .'Sens 11 5 ACT-1 Wool naanaww 1p (eLewala i11N1° 12" NOMINAL. VAOTH I 0' -a 12", UAW, are manufactured with 5-1/2' long nat h. at the end, to. occomadob vert .i eel r.W.,crng and grouting. 13) The ederior s dace at lintels vatalled in exterior concrete moserwy walls shall have a ow6ng: of to c opplel in ceardo— with ASTM 0-926 ar alher app—d coating. 14) Untels boded nmuhanrousy w Ih rar6eal (gronh w 1510 and hodzonloi (bjeml) bads should -be checked for the combine badng wi the following cquatwn: App6sd vtrUcol load Applied horizontal toad to Sete verikal load + Sofa horizontal load 5 15) For —posit, lintel heghte not shown, Lse sots. load from naxt lower height shown. 16) For lintel Nngfhs not shown, use safe laod from next longsst length shaven 17) Sole loads are. supulanposed allowable loads. 18) Safe loads based an rational design analysis per ACI 5N aW ACI 316. 19) Additional W-1 load capacity can be obtained byy Ue designer by p...Wing additional minforeed-....rats masonry unls (RCMU) ab— the fintet .See sketch below: SEE SAFE LITERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCEDCMU (RCMU) FULL COURSE SAFE LOADS FOR 4" SOLID LINTELS CgreResm GRAVITY TYPE LENGTH 4S8 3'- 6" (42' PRECAST 1180 4`- 0" (48-) PRECAST 959 4'- 6" (54") PRECAST 789 5'- 10" (70") PRECAST 460 5'- 6" (78") PRECAST 360 P- 6" (90') PRECAST 260 1121 PRECAST 156 10'- G-(126 PRECAST 116 cs sT-Liam UPLIFT LATERAL TYPE LENGTH 4S8 458 3'- 6" (42") PRECAST 687 371 4'- 0' (48•) PRECAST 597 320 4'- 6" (54' PRECAST 529 258 5'- 10" (70") PRECAST 407 148 6'- 6" (78") PRECAST 366 118 7'- 6" (90") PRECAST 280 87 9'- 4 (112') PRECAST 187 55 10 - 6° {t26") PRECAST 152 43 1) J5 REBAR FOR 6- tie LMELS 1/ cLR TIP 122 12F16(2)1BOR12F81U GR4D or GR60 j + O @ O • O O O ,, : 2 6U8 6F8 6F12 6F16 A s .r H 1- c .: eels j" • 4r ` } 4S6 ei J G .•'"i 21 121`28 12F24 12F20 m4w0cr11rvslin e F y ... x ' • . ns wmplymy tmh Iht Fr Zia S7•7 q pO y 8ulidinxts ' 7) G • o olgJ (v: or:lane hrs iQ _ c o . G j 2J• • • • • .,ct,, CflNGPARRINO lmlianu. t. 3-1 i1 ' R I' 11 , 6324 CR 679 6F32 6F28 6F24 6F20 :ee u/G ww SEFfTIEfi,PL 33584 I ;i4on qp+ 7HL. 1/l.4 FL P.EUC.N0.44756 M EM BER OF (q\j y''`/J --CAST-C-RETE 4", 6" & 12" LINTEL SAFE LOAD TABLES, L.Ls u ior'''F ` _ Q. w fllF ItWF: U858B5-14 OWN BY: JONAH AIHAIID SCALE: H.I.S.HIS 1 DATE- 3/ 24/03 CHECKED Of! CRAIC PARRIHO, P.E. REG. NO. 44756 1 ORAHIR6:110. LT4612 SHEET I OFT I SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 10omm SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-t8 6Ft2-18 6F16-18 6F20-1S 6F24-18 6F28-18 6F32-ID S- 6" '(421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'- 0' (48") PRECAST 2025 2313 3892 5050 6148 7227 8297: 9357 4-- 6" (54") PRECAST 1654 1887 3533 5050 6148 7227 8297 9357 5'- 10"(70-) PRECAST 1067 1260 2198 3557 5734 7227 8297 78') PRECAST 949 1078 1831 2850 4328 6737 8297 7'- 6- '(901 PRECAST 779 883 1459 1188 3151 4524 6654 r8225,6'-6" 9- 4" (112") PRECAST 5B4 660 1056 1523 2084 2795 3731 0'- 6"(126') PRECAST 503 566 895 1270 1706 2235 2898 3747 11'- 4-,(136-) PRECAST 457 513 805 1133 1507 1952 2492 3163 12'- 0"(144-) PRECAST 425 477 744 1042 1377 1769 2238 280E 13'- 4"(160-) PRECAST 373 417 646 895 1170 1485 1852 2285 14'- 0'(168') PRECAST 351 392 605 835 1087 1373 1703 2087 17'- 4'(208") PRECAST N.R. 299 455 620 794 985 1 1198 1437 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO: 4 SEE GENERAL NOTES - SHEET 1 OF 3 MEMBER OF t . y SAFE LATERAL LOADS FOR A" PRECAST 11.1 INTFI A 1 SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMV S- 6' (42' PRECAST 587 1055 596 4'- 0' (48:") PRECAST 487 787 445 4'- 8" (54") PRECAST 416 609 344 5'- 10" (70') PRECAST 30O 350 198 6'- 6- (78") PRECAST 263 496 157 7'- E" (90') PRECAST 222 367 116 9'- 4- (1121 PRECAST 173 352 74 10' 4" (126") PRECAST 151 276 58 I V-4' (136") PRECAST 139 311 49 12'- 0'(144")-PRECAST 131 277 44 13'- 4' (160') PRECAST 117 223 35 14'- 0" (168-) PRECAST Ill 202 32 17'- 4'(k8') PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 1tft -. ram SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-11 6F12-11 BF16-IT 6F20-17 6F24-IT 6F28-1T 6F32-1T S- 6" (42") PRECAST 1412 2074 2715 3356 3997 4638 5279 4'- 0" (48") PRECAST 122.51800 2357 2913 3470 4027 4583 4`- 6" (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5- 10"(70') PRECAST 831 1222 1600 1979 2357 2736 3114 6'- 6" (78") PRECAST 723 1097 143711 1777 2117 2457 2797 7`- 6" (90-) PRECAST 648 a 86301 124914 15441l1 1840(1) 2135, 2431n 9'- 4- (112-) PRECAST 575 5711,n 980 01, 1252 1492 - 1732. 1972 10'- 6'(126") PRECAST 514 462)n 787) 1121 xt 1335 i551 1766 11'- 4"(136 PRECAST 474 40451 685 985 1213h, 1442J 1645 s 12'- 0%144") PRECAST 454 3570) 519 888 1093 v 1299 1506W PRECAST 402 308 516 735 - 906 m 1076 1247 14'- 0' (168") PRECAST 388 2851 475 677 832 n 989 1145 s 1T- 4"(2D8') PRECAST 253 20B 338 476 585 693 803 O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 44 41toUUrrrcl vlssb Hs IA ih tLc lurSA: T 9F -tr : j o Xt °4' 1 CRAIGPARRINO A fwn<aM G' d' WieiunUeo J R 1` G' 6324 CR 579 d4l uduct Cf " f -. 70NAI- E 4+` SEPFNER.F133684 1111W FL. RE.UGN0;44756 r- CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TAE FILE HAVE: DBSU66-1I 1 DRM1WN 9Y; ,qHAy pR6WD I 5cu r• uis. 0) THE NUMBERS W PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBA.P SEE C RERAL NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/2" RECESS DOOR U-LINTELS Itoll.mr-leffm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12R06 12B56-2812RF10- 12RF14- I2Rf18- 12RF?2- IMW- 12RF30- 4'-4" (52' PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5;-.8" (65") PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 5'-10'(70") PRECAST 1259 1758 3361 5954 9358 11669 13679 15674.1 6'4- (80") PRECAST 924 1430 2633 4415 6884 1035Af 12571, 148" 7'-6- (90") PRECAST 703 1203 2157 3494 5259 79221„ 96231, 11321 V-8- (116") PRECAST 389 843 1451 D 2157 3203 44271 54171 6380„ FOR 12" PRECAST U•LINTELS SAFE LATERAL LOADS FOR 0" PRFCAST w12" RECESS DDDR II.LINTELS Ciivee 1 SAFE LOAD PLF LENGTH TYPE 12RU6 12RF5 RCMU. 4'-4" (52") PRECAST 1295 3692 2581,4 4'-6" (54') PRECAST 1213 3458 241711 5'-8" (68') PRECAST 784 2236 16500,1 5'-10'(70") PRECAST' 747 2129 1552, 6'4' (80') PRECAST 602 1716 1170, 7'4- (90") PRECAST 504 1438 914D8 9'-8" (116") PRECAST 355 1011 15 5" SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 4 MI-eM '1'D SAFE LOAD - POUNDS PER. LINEAR FOOT LENGTH TYPE 12FB-21 12F12-2i 12F16-21 12F20-2T 12F24-1T 12F28-2T 12F32-27 S-6- '(42') PRECAST 2752 4287 5613 6938 82" 9589 10915 4'-()' (48") PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10-(70-) PRECAST 1623 2527,1. 3310 4092 4875 5658 6441 6'-6' (78") PRECAST 4378 5081 5734 7'-6- (90-) PRECAST 1767 2583 38050) 441710 50289'-4' 112') PRECAST E144422692972r221171,D2006(30870, 3583D, 407910'=6'(126) PRECAST 947 „ 16121 2764 3209D, 36531 11'-4"(136' PREClST 629 140402441 2902 33641" 12'-0'(144") PRECAST 814 753 ,Y1 1289q 1788,j 22011 2616 30321 13'-4"(160-),PRECAST 678 D 633h,I 1057 14851 18251 2169 25131 14'-0"(168") PRECAST 622 D 586 m 974 tn 1365(m 167911 19930 2309 17'-4' (208") PRECAST 434 {„ 427 ,, 695 D 964 1* 11821 14020 1623 IT-4"(232T) PRECAST 356I 3701,, 593 817 D 10021 1187, 1372D 1) 1NE NUMBERS IN PARENINESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOIE NO.. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESSDOORU-LINTELS CO SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RT6-2T 12RF10-2112EI4-2 12RF18-2 12Rf22-2 12RF26-2 12AF30-2 4'- 4- (52') PRECAST 1626 2685' 3746 4806 5867 6926 7989 4'- 6' (54') PRECAST 1558 2582 3602 4623 5643 6664 7684 5'- 8' (681 PRECAST 1210 2042 2850 3658 4466 5273 6081 5'- 10'(70-) PRECAST 1173 1984' 2769 3553 4338 5123 5908 6`- 8- (80-) PRECAST 1020 I 1538 2426 , 3114 3802 4489 5177 7'- V (90') PRECAST 904 1226 DI 2163,j 2776 3390 m 4003 46171 T8' ( 116") RRECAST 7031, 771 w 1472R1 2181 26631 3145, 3628 I) THE NUMBERS BJ PERCENT RFO $ FOR SEE GENERAL NOTE 18 ` NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR SEGRADE40FIELDADOEOREM. SEE GENERAL NOTE N0. + ADDEDGENERALENO. CJ E / s •. 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 FRODUCTIVWISGD hN IePli,n,}a 447 EAl.dji.) sCo,E 1• T { 1cJf, (/j" CRAIGPAflflINO uih n Ckls1m: 8 o,T S 6324CR579+< T 17aA tS/ SFFFNl;iq,,f+139584 vf 4rRaARSW3"ct nu i"I SEE GENERAL NOTES - SHEET 1 OF .3 `' FL Pf'Ul .,YI0. 47M no Byl REVISION MEMBER of CAST-CRETE 411f 6" & 12" LINTEL SAFE LOAD TABLES vso NAiIE. CHANGf lI OB ON 1 t4 DIE NAME: DBSUB7-14 DRAWN BY: 101UN ARILtUO BCFiE: R.T.S. DATE: 3/ 24/OS CHECKED BY. CRUD PARRIND, P.E. - REG. NO. 44756 DRAN1NG N0. LTf612 SNEET 3 DT 3 M1AM 1,DADE MIAMI-DADE COUNTY s PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.govteconomy Cast -Crete USA, Tue. P.O. Box24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Mianii 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) andlor the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify; or.suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined. by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the, applicable building code. This product is approved as described herein, and has been designed to comply with the High. Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and seated by Craig prepared P.E., on August 19, 2014,;bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RE, NE of this NOA shall be considered aifer,a renewal application: has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration elate may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done 'ttt its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building. Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H Imy A. Makar, P.E., M.S. NOA No. l6-U12603 MtAMt QADE COUNTY ('//2 Z Expiration Date: 05/21/2017 Approval Date: 04128/201.6 0 41z, ,16 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision 94 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 0713 019 7, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, RE. 2. Calculationsfor Cast -Crete 8-inch Lintels; dated 11/11196, 45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo 94 dated April 1996 for cement by Southdown Brooksville Cement Laboratory, 2. Mill Certified Inspection Report 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11113195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04125196 for #3 rebar by Ameristeel: S. Mill Certified Inspection Report #84-M19614 dated 02129196 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 958 A66332 dated 01128196 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 984 M20749 dated 04105196 for 95 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for 04 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 0410319,6 for #5 rebar by Birmingham Steel Corp. ny A. Makar, P:E., M.S. ProducrControl Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #f84-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Ahlachine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 A. DRAWINGS 1. . None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL ## '03-0605,05 A. DRAWINGS: 1. Drawing N,o. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of1, prepared by Craig Parrino, P.E,, dated June 7, 1996, revision 92 dated January,28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load'Tables' sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 95 dated March 24, 2003, all drawings are signed and sealedby Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and seated by Christopher A. Ramon, P.E. C. CALCULATIONS: L Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1,493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality Systein Manual: for Cast -Crete Allachine Made Precast Lintels remised on May 01, 2002, 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002 kc- 1&16ij A. Makar, P.E., M.S. Product Control Section Supervisor NOA No, 16-0126:03- Expiration Date: 05t21t2017 Approval Date: 04/28/2016 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details",. sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS' 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter f -om Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino; P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS. APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS' 1. None D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. I w , H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2112017 Approval Date: 04128t2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8 titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig.Parrino, P.E., dated June.7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None, C. CALCULATIONS' 1. None. D QUALITY ASSURANCE 1. By Miami -Dade County. Department of Permitting, Environment, and Regulatory Affairs.. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letterfrom Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E, certifying compliance with the Florida Building Code; 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication IDetails' sheets I through 3 of3, prepared by Craig Parrino, P. E, dated June 7, 1996, last revision dated June 12, 2014 signedandsealed by Craig Parrino, P.E, on August 19, 2014, B. TESTS 1. Arone. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14,124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014,. signed and seated by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. H A. kakar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2112017 Approval Date: 04/28/2016 E-4 Cast -Crete USA Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. Norte. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E,, certifying compliance with the Florida Building Code, 2014 Edition. a H6afA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0.126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 t HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS' IM ciy,Ef'. {C 7likii "1 E`k) .r ' U . PRODUCT RUNP.W ED CCENp1yiAD WilN.thc FlotidR'. 13G1'lding COdc . TYPE '"A" STIRRUPS ' `a 7/32'0 BAR: '+ STIRRUPS 6" 1'.4"' - 8 LINTELS STIRRUP DETAILS SCALEI N.u. 81, P nLINTEL STIRRUP DETAILS SatO H.- LSIZC' V0 V4E. Wvg7 SPACING. 4.11PEGTHLECT 1.4-8 0,134 542 OA 1-3 32 BAR 14-.6- 4: 0. 3'-.0" 9- 13-4' OIba 567 7 2 BAR f -3 32 BAR 15-2' 4'.0.3.-2" 9 i7'-4' 0.158 639 7 J2 OAR T-^3 7 32 BAR T7 -2 4-,0 3.-R" B 19 -4 0.1%8 7.13 32 Aft. 1 -3 7 32 DAN 19 -2" 4. 0..4' 21'-4" 0.164 787 7 32 BAR 1 -3t3.:. T/ST BAR 21'-2" a O 3'-6 3/4" 10 22'-O' 0.200 811 7 32 BAR 1 -3- 16 -0 7/32 OAR 21'-10" 6 3-10 3/8' 10 2;'-d••I'0.215 565 7 32 .BAR 1 -318-0. 7/32 BAR 23'-10" 6 0>4'-3 1/8' 10 III/ 11 rSr r C Il An'n I I-1 IAITCt TIATA TAE11-.C. L1141 E LEHRTHL LEHUSS VO VVME WEt6HT eMINa GIR 7OSLMOTH 2 8 4 4- 3 0" 0;038 146 jS XEBAR 0 7 32 BAR 3 -8" H' A 4' 0' 4'-BP 3-4 0.037 I 0 3 REB 32 BAR 3-f0 N A A- b O b-.8. 4 4 0.047 7 S2 BR 5^0 N. 8 A 4' S-10 L D 0.047 A CGS B 5-2 N A 6 50 6 MEMBER OF T7S 'A' STADIts ILL OlN[llUNf- luRtt"•'p' sl .iSpLL.u1 O3 .. \'.' FsY ! Ctlf umlu PRFCAn LINTFE,_RFINFORCING CAGE FA9RICATION 1#OD N' F.'A,PtGG'u NNTCLC D17 lYt ' A'Y' 1 itlNury Y1!['I' Slwtut! ArSMUGPRE, IgESEOkiNTELREINFORCMC CAGE FABRICATION MnpFL 8'f ' PRECAST U—LINTEL DATA TABLE LOi FL- VO,YME Y1 5 i a T[ 4 E T.. 0sric0:c 5 R f 3'-8" 9.03Y i26 03 REBAR 3'-5' 7 32IIAR' 0" 0. 037 144 3 BAR 3-11 7 32. BAR 4'-6" 0.041 162 3 BA b'-`u 7 52 6 ^4' 0.949 192 3 REBAR 5 -3 7/ 32 "AA 5 f 0- O.OJ4. 3 RL FR 8 32 BAR 5.-6 6 T:-6" 0.060 234 4 REBAR 6'-3" 7 32 BAR 7'-6' 0,069 270 4 REBAR 7'-5' 71 32 BAR 7'-2" N A. 6 336 4 REBAR 9 --3" 3 REBAR 0' 2 -0 B 0'-B" 0.096 378. 4 REBAR 10'-5' 3 REBAR 10 - " 2-0` V-4" 0:104 408'; 5 REBAR 11'-3" Q3 DEBAR 11 -8" 3'-D'. 8 I 2- 01 0.1 t0 432. 5 PEBAR 11 -11 3 REBAR 11 -8. 3-0. 6. W-4- 1 0,122 A-- 6 REBAR 13`-3` S-REBAR 13--0" 3'-0' 8 T4'.- ' 604 5 REBAR f3;-11 3. REBAR 13'-8. 0! B. THIS PROPRIETARY INFORMATION IS PROVIDED FOR PRODUCTAPPROVAL. Il IS PROTECIEO BY COPTRICNr'-LAWS AND CANNOT BE REnOOOCEO OR DISTRIBUTED WITHOUT INE PRIOR WRITTEN CONSENT OP CAST-CRETE USA. INC. RTU: t: REINFORCING 5rEEL 7/32 BAR A31M A5101 $3 /4, S. NOTE, THE TOTAL NUMBER OF STIRRVPS. ADD.#S REBAR OWE: SO ASTM AST$;. 7/16 INCH REOUIRED IS COUNTED STARIIHO FOOD EACH DIAMETER 270ASI LOYI-RELA3).TION PRESTRESSIMO END OF THE REINFORCING CAPE;. FOR E%AMPTE SRTAND ASTN 441L NO. OF STIRRUPS - 4. THEN IRE, 2. CONCRETE SIRE WM: I'e s 8000 PSI FOR -B' REINFORCING CAGE MODEL. SHOWS. 2 STIRRUPS PRESTRESSED LINTELS; }' a + 4000 PST 1. AIL FROM CACN MD:. PRECAST 8 ) KIT LDOELS. 6 2.5 POUNDS OF POLTPROPTLENE FHAERS PER. 3. INITIAL PRESIRCSS FORCE + 0.70 X LPG. . CURD• OF CONCRETE MAY: BE USED IN UEU OF PRESTRESSED LINTEL REINFORCING "OE4. STRIPPING SIt[NOIN. PRESTRESSCO TO RESISTUETINO AND HANDLING 'FORCES. o v ENs'' PnouucTNevlsisD, its cG IplyiR 'ifhfi0 Pludd,I 1TIilIdi1D T14 :. 11 A rp1.n<c NG14-0103 OZ lgslrgLo 1ll410 rz r c CRAIG PARRINO 579 MIu d URil tmt ao1 SEF6324 CR3564NALpA FL. P.E. LIC. NO.44756 CAST—CRETE 8" LINTEL FABRICATION DETAILS nl-Il I nRTw Irv, CQi10 PSGRHO. At' -Arc N0. 41756 1 SCALE! ROl TO SCALE ' J) THE WONDERS IN PARENTHESIS ARE PERCENT REDUC11ONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. SEE GENERAL NOTES - OF SAFE LATERAL LOADS FOR 8" PRECAST 8 PRESTRESSED ll•LINTEL6 a /Igam. SAFE LOAD PLF LENGTH TYPE SUS I 8F8 RCIAU 3'-6" (42')' PRECAST 1025 1024 15913 4'-0" (AV) 'PRECAST 765 763 1309 4'-6" .(54') PRECAST 592 591 1073 5-4" (64') PRECAST 411 411 745 5'-10'(70") PRECAST 340 339 616 6'-6" (78 PRECAST 507 721 490 7'-6" (9n PRECAST 424 534 363 9'-4" (112") PRECAST 326 512 230 10'-6"(126") PRF.CAsT 264 401 180 I V-e (136") PRECAST 264 452 154 12'- 0" (144') PRECAST 244 402 137 13'-4-(1601 PRECAST 217 324 110 14'-0' (168-) PRECAST 205 293 1 OD 196') PRESTRESSED N.R. 284 91 PRESTRESSED N.R. 259 83 1T-40(208') PRESTRESSED N.R. 194 64 19'-4"(232') PRESTRESSED N.R. 148 52 21'-4'(256')PRESTRESSED N.R. 125 A2 22'-0'(2641 PRESTRESSED N.Rr 116 40 24'-0' (288") PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR.8" PRECAST & PRESTRESSED U-LINTELS 44ST,r Rt M V SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH M-IT 8F8-2T aFt2-IT BF12-27 ONS-1t BF16-21 BF20-IT 8T20-27 BF24-iT 6F24-2T 8F28-17 8F28-2T 8F32-1T 8F32.2T 3'-6" (42") PRECAST 1569 2655 524 4394 52E3 6132 700) 1569 2655. 3524- 4394 5263 6132 7001 4'-D" (48 FRECAST 1363 2305 3080 MIS 4570 53-45 6079 1363 2303 3060 3815 4570 5325 6079 4'-6" (54") PRECAST 1207 204D 27G7 3375 4043 4711 5379 1207 2040 2707 3375 4043 4711 5379 5'-4" (64') PRECAST 1016 t71 „ 2276 , 2e38 3399 3961 4522 1018 1115 2276 2938 3399 3961 4522 5'-10" (76") PRECAST ROB 1567 , 2 2593 3107 3 e 929 I567 2DaD 2593 3107 3 6'-6" (781 PRECAST 835 , 1407n 186 , 2329 2790,.12tn 635 1407 186E 2329 2790 at2 T-6" (90' PRECAST 727 1065 1624 i 2025 2426(K,8 727 1224 1524 2025 2426 89'-4" 112'1 PRECAST 591 708 n 11315' 1474 1815 I. D0591962131E1643106919- 10'-6' (126") PRECAST 530 575 916 118a n 1461 1736 2011t. 530 695 1180 1472 1755. 2055 2345 11'-4' (136") PRECAST 474 504 lu 600 1037(n 1275 1511 1753 u 494 607 10421w7 1372 In 1643 _0 415 0) 2187 , 12'-0"(144") PRECAST 470 458 „, 724 rn 93a v 1153. 1369 1565 , 470 550 940 141 1302 J,,o 156L, 18114.1) 2075 13'-4"(160-) PRECAST 418 386 607 706 964 1143 , 1323 425 - 460 190 oil 1159 , 1418 x 1653nel 1567., 14'-0"'(1681 PRECAST 394 ° 368 (z.1 5601ml 724 w 889 t»jj 1054n 1220' 410 425 717 oil 1063 g 1582 WI 1807 , 14'-$"( 176"),PRESTRESSED 239 334 , 520 872 625 a 978 `• 1131, 246. 395 663 980 1 1303 n 1518 1734 15'- 4"(184")`PRESTRESSED 224 313.1 486 ml 627 jtt 769.Iml 911 A 1054 230 1 358 1 616 , 908 1240.1 1460 4668 17'- 4'(208') PRESTRESSED IB7 1 263 sij 405 521 7 Wood 756 Itotl 673, 192 1 306 1 506 (oI 740 (,d 1005, 1277 o t471 , 19'- 4'(z32"J PRESTRESSED 162 29 348 447 547 647 747 I66 253 429 - 623, 841 u 1059 Y221 21'- 4"(256") PRESTRESSED 142 204 a 307 3931,11 480 ,i 565 ' 655 ,, 142 232 373 537 , 721 a 905 INS 22'- 0"(2641 PRESTRESSED 137 197 0 295- J79. 462 546 ,. 630 IN 223 35e 513., 658 n 863 n 999. 24'- 0"(288') PRESTRESSED 124 17D 267 342 416 r 492 567 124 202 319 455 , 606 757 BIG SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. U) T s PRODUCTR8N81yq u4-plying wM tic Florid. 8wldmgCod. Acocp6yn. c Noi3. Exp, rion D.uc 2. iemi D .Dann Con /7 td75 e p 4: • 1MI: i Nw i N}. & FILE NA9 inrnfine S MI; ENTHESIS ARE PERCENT REDUCHUNS Wit GRAVE 4V e GENERAL NOTE NO, 4 ON SHEET 3 OF 3. CEN' 7 / iL20DUC1RliVJSBD O G Dw4dingP Co,'I wi,hllic NoNda i fmtf nOa1a a 0Z0 TE F CRAIG PARRINO - 1 V, ' '+' 6324 CR 579 GR1\ SEFFNER,FL 33584 t 2JLOGtf nn6aY ' S/ nuni P P' FL.P.E.LIC.NO.44756 AST 11CRETE8" LINTEL FABRICATION DETAILS N82- 14 OB wx 8T: CRAIG PARRo7D, 2.L - RC0.. NO. 447.46 SCALE: NOT 10 SGLE 07/ 96 CBECRED at: CRAIG PAMIN). P.0 - RCO. R0. 44P16 OA.Awa B?. Fos sHm 2 or 3 I SAFE GRAVITY LOADS FOR B" PRECASTwl2" RECESS DOOR U-LINTF=LS asraat SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH - 8RU6 4'-4" (52"). PRECAST 1635 4'-G" (54') PRECAST 1494 5-8" (58'1 PRECAST 866 5'-1W(70") PRECAST 810 6'-8" (80") PRECAST 797 7'-6" (90") PRECAST 669 755 I49D 2459 3776 9743 8908(„ 1089 9-4- (116") PRECAST 411 466 999 1560 2253 3129 4091 3148 52b 999_- 1560 - 2253. 3129. 4—_ _599 O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 « SEE GENERAL NOTE 18 FIELD ADDED REBAR. SEE GENERAL NOTE.NO. 4 GENERAL NOTE$ f) µ.Woly 12) W.1, are msnajopl¢rad sties 5-1/2' W" n¢khn o1 the ends Is ocm.adete f 8 pr t We) = 43M pet urtkal od rdnradn9 and g as9ng. rc p wn td Wet - b'O7D pel f• n 1 J0o0 py yilhNmmSmam J/B incM1 aggreyot¢. 13) Th. e.I.rior w,lxa of 6nlel .'tefied f. alcdor co —do mosamy dlo sho9 hoveoeo.6,v of 'k— Ppa d n- co donee. Zh A ,,, C-926 or alha oPpf..d toolemasonryRIOC, U) pa /Stld C90. rilh mutimumncl et o rompenavn slren9 19110 ps1 14) llnleb lead d smvilaneovsly sdlh refits I ((gr wllyy a upfill) and hof lial (bleed) 1a, per .l'l M ABIS Q ode 60 pruhesvng strand per ASTM AM Erode 270 ke reloxol'wn 16.d slwdd bed kd f r the co bn d Iw0ng etlh IM 1.1j ring cquali_ arlor Pgr.ASM 0270 Typ. M o S AWod Y rlicol lead ApF6ed ,horl—tni load S 1.0 2) RI We bed lahln ¢ ed oe,,sauna,, 4 h h n-Ind: M46n. Safe vertical I.'} Sole hodaonld load _. F.6R,%n W. bads Iw f.ld try SUB end OIN6. moat he 15) for composite: Onl41 heal. not shown, use safe Ieod Irani neat loser IuI9N a;axn: doted Dpp 209 1t b-9 ImIfth a Isa D,on 6 1/2 hehea. 16) For inks lemths not. shoan, use safe load Oam next Iogast Itgh shown. 3) Provide, (dl msriar bed. and Nad. jdnlq. 17)-Sofa ).We ore e.pedmposad allowably IN= 4) Th, numb,, In poredh`srs iMlmtes 1hn. Percent red.U. for v da 40 rind oddea bar. 18); Sate Iva4s OoseA an s4ono1 dexlgn orates per Ad 530 and ACI 718. Jmm;Ijrr 7'-6' Wet OF32-18 of. yyroAy loud- 6472 Osf w/ 151 reductigi 9.6472 L.85) - 5501 pit III) AdL V-1 ioldd loud epoely con be obtained b( Tln chigoe, by padding adof,6 n 1 bW.-Sed: 5) Ag liolele meek or a 14 L/360 wkq%. , enforced —to masonry um4s (RCUU) obova he sketch balow; Esceotlea: F-I' a antes 1ppppe 8F8 17 meet. exceeds L/t86 ddtedim.. Use is 6mjkd to condfiCos mceUnq the flwrdo Bu d'4y Code Seelions 16043.1 os eppf;mlLk 67 Shwe r,Bed Ibdels as rcgvict . 7) on. 17 rek, mdy be sMellM d lw two 15 rebma. TP _ F'm-.1500* 8) 1nsloDolion/allaahmeN of Enid. must comply With It. aaliled¢rd end/ar sweibml doemnsole: E LATERAL LOADgBLESFEOR 9) 11ie daynar may. avetuda.waen4eled loads fmm W sets load lobkrby LOAD RATING FOR EACH ADDITIONAL - cokxd Ong the moetm, resh6nq —.1-off-.shear d d-ahoy liym.lhe.. REINFORCED CMU (RCMU) kc of sappal, FULL COURSE- 10) N R . Not footed PRO 11) UAW. kid,W44 m1m, to bo. iaculad of the hello. d fee -Auld xmlly. 1/2' CLR `IYP 2) 05 REBAR Bw1a nnen Aee. OF I 8F8 SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4AX'f-4 _an SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8RF6-1T BRFB-21 BRFIO-1T 8RFIO-ZT 8RF14-IT 8RF14-21 8RFI0-17 6RF10-21 Bf622-11 BRFRZ-21 8RF26-IT ORF26-27 8RFJC-II BRFJC-21 4'-4". '(52") PRECAST 405 166E 2362 loss 375t 4445 5140 905 1663 23s2 3056 3751. 4445 5140 4'-15" (5i°) PRECAST 867 16D4 2272 2939 3607 4275 4943 867 1604 2272 2939 3507 4275 4943 5'-8" (66°) PRECAST 670 1269, 1797 23261, 2854 3302, 3911 675 1269- 1797 2326 2854 W82 3911. 5'-10- (70") PRECAST 855 1207 , 17490, 2259 t4 2773 32BG (,I. 2_ 799 q 655 1233 174E 2259 1 2773 3266 2799 6'-B" (80-) PRECAST 570 929 i 1530 1980, 24213y 2879(.1 33291, 570. 1080 1630 1980 2429 2979 3329 7'- 6" (90".) PRECAST 506 742;i 1384 o 1765 2166 a 25671 29680y 506 898 1J64 1765. 2166 2567 2968 9'- 8" (116-) PRECAST 395 468 , 884 1222 s 1540 1859 i 2180(, 39S 560 1072 1386 1701 201E 2331 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION 8, F12 BE76 f FILLED WQL OROUf F U - UAR AT pluOMOFWILLiWATfiorrouOFNrtnGowns SF16- 1 L B/ IT NOWNAL YDD1R- L O11U m OF Is HOI- It-W l O4R Al TOp ES RESAR'AT TM r : 1- t/2' CLEM CAL. CROW Ar n', a 15 FEBA4: AT HOTIOM OF LBIrELCAVB1'- 8F32 sp, sfl et64r 8F28 .r`- _.., n BOTTOM REINFORCING 7- 5/8' ACaK L PROVIDED IN UNT L . MIES) Q3^ 8' NOI m wlolil RENEIygp 19. Oth maFimida 0,44 i PRQ0LICf 11EIV'tf;p as campl}nny sri8,.lha l4or7dn NO 6 03 * :'. ateo / 7•-0. T OF Q'.w'.. 701c« d`Iv,Cu New I c I3ryhidronUOk ' oZ ciconao ee, T<Uo i, Sc O Rio. CRAIGPARRINO 6324 F SEFL33584P75 phc CAST- C.RETE 8" LINTEL FABRICATION DETAILS M fAM hDADE a DEPARTMENT OF REGULATORY AND ECONOi51IC RESOURCES (RER) BOARD AND CODE ADMIMSTRATION DIVISION OTICE OF ACCEPTANCE (NOA Cast -Clete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 h1IAM1-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33`175.2474 T (786) 315-2590 F (786) 315-2599 mviv.mirtmid ade,gov/economy SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials, The documentation submitted has been reviewed and accepted by Miami -Dade County RER Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration (late stated below. The Miami -Dade County Product Control Section ( Iri 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 tile applicable building code. This product is approved as describedherein, and has, been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION ( Cast Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino,;P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino,. P.E_, on August 19, 2014, all bearing the Miatiri-Dade County Product Control Revision stamp with the Notice of Acceptance number and the -expiration date by the Miami -Dade County Product Control Section. MISSimE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of tliis.NOA-shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the peri;ormance. of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse ofthis 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 413-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Ifelmy A. Makar, P.F., M.S. NOA No. 14-0903.03 MIAMI0A4/ C017N7Yr IL,(Expiration Date; 09/11/2018 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing ATo. FD4612, titled "Precast and Prestressed Lintel Deta is", sheet 1 of 1, prepared by Craig Parrino, P.E., dated 1larch 24, 2003 and Dreaving No. LT4612, titled Cast -Crete 4", 6" & 12"Lintel Szrfe Load Tables", sheets I through 3 of3, prepared bi' Craig Parrino, P.E., dated rllarch 24, 2003, last revision #1 dated April28, 2003 both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test reporl on fle Ural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled 1fodels, total of (13) concrete lintel specimens, her ASTiV E-529-94, prepared by applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Chrislopher .4. Hamon, P. E. C. CALCULATIONS 1. Calcalationns for Cast -Crete Lintels, dated 05129103, 207 pages, prepared 41' Craig Parrino, AE.,, signed and sealed b>; Craig Parrino, AE. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages,,prepared by Craig Parrino, P.E., signed and sealed by Craig Parrinno,_P.E. D. MATERIAL CERTIFICATION, 1. Qualj4, S stenn lClatnual for Cast -Crete Alachine rllade Precast Lintels revised on dairy 1, 2002. 2. Cast -Crete Qnallo, System ltlanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details sheet 1 of 1, prepared by Craig Parrino, RE., dated iWarch 24, 2003 and Drawing No: LT4612, titled Cast -Clete 4", 6" & 12" Lintel Safe Load Tables", streets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated illarch 24, 2003, last revision doted 11kach 11, 2005. B. 'PESTS 1. None, C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. 13l Hiand-Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Alone. l i Heir q A. Malm , P,E , M.S. Pi-oduct Control Unit Sulni-vispr NOA No. 14-0903.03 Espit-ation Date: 09/11/2018 Appi,oval Date: 10/0912014 E-1 Cast -Crete USA, In NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 12-0209.12 A. DRAWINGS 1, Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated kfar•ch 24, 2003 and Drawing NO. LT4612, titled "Cast -Crete 4", 6" .: 12" Lintel Safe Load Tables", sheets 1 through 3 of'3, prepared by Craig Parrino, P.E., dated Harch 24, 2003, last revision dated 11arch 11, 2008, all signed and sealed by Craig Parrino, P. F., on Alcn ch 22, 2012. B. TESTS 1. None, C. CALCULATIONS 1. Norge. D. QUALITY ASSURANCE 1. By Uiami-Dade CouluyDepartment of Permitting, Environment, and Regulatoq,4ffcrirs. E. MATERIAL CERTIFICATIONS 1. bone, F. OTHER 1. Letter• from Cast -Crete Corporation, dated Febrrcary 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. d. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 13-0321.07 A. DRAWINGS 1 Norse. B. TEST'S 1. None. C. CALCULATIONS 1, drone. D. QUALITY ASSURANCE I. By rilliarrrr-Dcrde` Cottrrty Deperrtineul of Regulcilor0, cruel Ecorionric Resoitr-ces (RER). E. MATERIAL, CERTIFICATIONS 1. None. it V d _A. Nlakat, P.E., ivLS. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09/11/2018 Appeoval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE. OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing Alb. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Perrino, P. E,, dated rbkarch 24, 2003 and Draiving r1ro. LT,161.2, tilled "Cast -Crete =l", 6" & 12'" Lintel Safe Load Tables", sheets 1 through 3 of 3, Prepared by Craig Parrino, P.E., dated March 24, 2003, last revision slated June 12, 2014, all signed and sealed by Craig Parrino, P.E., 017 August 19, 2014. B. TESTS 1. Alone. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, Pages 14.201 through 14.236, prepared by Craig Parrino, P,E., signed and,sealed by Cretig Parrino, P.E. D. QUALITY ASSURANCE 1. Bykfiami-Dade Count), Department of RegukrtorT cuid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F: OTHER 1. Letter fr-onr Cast -Crete USA, Inc.; dated 4ugust 19, 2014, signed and .sealed 11y Craig Parrino, P.E. certifjling compliance with the Florida Building Code, 2014 Edition, iyiy t A tL Product Control Unit Supervisor NOA No. 14-0903.03 Esptratiou Date: 09/11/2018 Approval Date:: 10/0912014 E - 3 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE "all'STIRRU TYPE "A" STIRRUPS_ dl Il 11 II II II s"["C" SPACING "C" SPACING[ 5" 4(' A" BOSTOM STEEL LENGTH 6" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL W PRECAST 1-LINT E 11" PRECAST Ml 1• RECESS fHOR U-LIHTEL R• PRECAST U-LLHT£I a SOtIO LINTEL l 18 7 3 t1 i6' Q I/1' 1 161. 3/4' - 5 1. 1 2 5• lTr D L4 1 w15. R Ts tmaOPS w 4i.SCM[MAfR AA'WRORFO s[IF F I.FIAp Relw u ouRo u umipnao.. 1- n ' x:i>acliOiNO > lea IrHa D rex, TYPE •e• snRRurs, ^ TANt RAMPS Y, .•-A"umu t 4' S I Q" I A 7 16 8.3 c 7 1R { 71-- 12" PRECAST U-IJNTEL 4" SOLID LINTEL DATA TABLE i M rtn.T,a=_ I' IS 6" PRECAST U-LINTEL DATA TABLE a®lmlim®iim® ®K - lom InAlIll 170ii v y i®iir i®.iF>a[91i7 S17S16>si>a9® 12' PRECAST U-LITLTEL_ DATA TABLE csa rrau ar I rrexsauc rrl ra[1rr avE tomi cro r rvt llc Ew oo, 7t iID63mir WEI i i[Ig f LiCiO mIDli ffAmi 1.2" PRECAST W/ 2"RECESS DOOR U-LINTELOATA._IAM LI.TiY1»:.I RllmiliSM11J i•L4II3T,1 u "1mol EYISi fiF>•[F'LI®f>41 1)® r rsscriuH+a rrrfs r©a w EStaF71L1J i[CLiu11i O T egP. i?71•tt Ea E,T Hum! nT__i7S 7ss 77i'>a5iLII79om ME AVER OF 0 pgl_k A.— TIRR PROPR(assm INIORWum IS PROADEO FOR PRODUCT AFFROYAL: IT 15 PROTECTED BT C RIGHT LABsI AND CANNOT"BE REPRODUCED OR O4STRIQUTLO WOHOUT THE PRIOR WRIREN CONSENT OA-T-CRCTE US'A, INIL 1. RUNI'MINO m— 7/3F RAR 1SiH AS;D: is. Ft. AND FE RE— A. SIRIPNNO s1RENDINt 5 A"D iR WIN uwm • 1R00 ,, Awt RO As. Is T. NOTO THE TOTAL HUHFER OF SMW" REQUIRED. ARE CWNLFO sT n- 3. — RCIC SIRFFIDINS: C. a ROOR P-1 MR ALL A INCH AND 12. mch FROR CACH END OF THE FONFORCINO CAM; MR LTum - NO. OF PRLCAST WHIRLS; FN - 3 P-I LOR' INCH IfM 41191UPs a t, iHCN TXE RDNi01lGMO CAOR FARRR:AiION HWFL.SNOWS 3. ROTIOH STEEL SHALL K M DACR *HE INCH TO BE. FWUSN MTR ENO- 2-snksu,S TROH EACH [N0: OR 60O 11 INCH Wet. 'Flu ATRIPPINO IRO. I.N. G' CEN%• l lJ4P CRAIG PARRINO RIDN*\ 6324CR579 SEFFFL. P.ENLIC. NO, 44751 TEE, PRECAST AND yg( 1D11C`rE i V151 (T tea, plyi L d It+aPto m4idIrb: C.H1 3 f •ctc3', c; AccePW'u No __r 2o1.S 1tpiFNwDUwynjp fthlrl C(I i l cutPRESTRESSED LINTEL DETAILS N BY: JONAN ARNAUD .I...-SfAIE. AS. SHOWN ED Ff. CM PARANO, P.E. DRAWING F04612 SHEET:'i OF GENERAL NOTES 1) Materials: f e 4' precast. Well 3000 psi fc 6'k 12 yy t§nlel-60Myyi fe qr-I, =-J00D pswith and 318 inch. aggre9oler anereto gwson,y .4h ((CNU} pe 'ASTU C90 with ..i.- nel area compress Ir ngth 190p psi I. oFPer AC27G rode 60maptypeN or S 2) AT sate load tables based on. minimum 4 inch nominal bearirq. E=c Ai.; . Safe loads for lintel typ Wit, 12U8 and -12RU6 mast be reduced by 20X it hewing length I. less than 6 1/2 inches., 3) P—W. fall mortar bed and head joint.. 4) The numt- I. pa..nthass indicates The.. percent reduction Ian gredc 40 li td..added reba, Example; 17's4' Urkl I2F24-26 safe gqravity bad = 1428ti11 w/ 14% reduction-+ 1428 (A) - 1228 Nf 5) AN Intel, rmet br escwed 1-1360 d tl lino. Ejeepf- Untel types 8-B 12F8 17'-4, B Ionger. meet, ar erred L/180 deflecfwn, Use it Invited: to 2andNons me se Its RoddoBWCing Code Section 1604.11 as aPplk la. 5) Shore (Bled Einlels car required. 7) 4' solid Iinleb to be Installed'w/ 4" f—son hwi untol and 8' d'menslan veW-1. 8) Ins(aXoUon/attdahm,nt of lintel —1, campy with the mchi etaral and/ or sI-Wral d—nn rls: 9) The designer may evaluate. ananbatcd load, from the solebad tables by oabul.Ung the nnui—m resbU g momentond,,beor of d-dwey Iram i5e- loa of support: 10) Nit. - Not Rated 11) Battnm Qeld added reb t to=be located at the bottom of the Eintd 2ogty. TYPEDPW' NATION r. ssun eTl nl us-. uaum I w a IM;, s -- 1.2F16-213/2T wave mij J L. axnm c67s W." AT ToP 11 f3e.te U 1C? 1C1 (1) --Z fiela' ullo6 1) moirma Ms. tsmi . e 1-iyY tlfM o A' a w 0 ri am 5 rye At tan rx [711zcucn sa 1rlxais- ty t¢arao. me s':lsvres emwv laaar 11 5' 8'. ACTUALaa sj 12^ NOMINAL YAM 1* 6' h 12'- Unteb are Iwonufadwed with: 5-1/2• lugnekh.s at thi ends 10 oceamodate sirlic.1 e X;ralnfo ei g and .grouting 33) The ededor surface 1 EnW, installed in: 4xtedar conerde, masonry wall,. shall have a Coatingof -zt a applied in ccardance with AS'N C-926 or alter app,..d coating.. 14) hole, lmded —`Lan—sly with vcr6cal (grraa 8yy or uCNlt). and horizontal. Jlett,d) loads ah.Od 6e ehecicdforthecombinedIxngrrInIn, following ig-lean, Appried vertical load Applied horizontol two 5 Sofa varlidal loos + Sof, rodzonlalload1-0 15) For eomposite lintelhelgblanot shown. use .sate load (fain Heart bwer height zbown. 16)'Far firtel Is.*. not dwwn, use safe lead from nett 1png.A length shown. 17)'Sate lads are. superfmpasol allowable 1. 4. 18) Sofa lanes based an rational design anaeyil.,per Am 530-:ewl ACI 318, 19) AdGtienol lateral load capocity an be obtained Eyy the d"'U by P1.1ding additional rnnforeed cannel moony un,ts (RCMU).ab— the Wet Sec sketch below: SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU.(RCMU) FULL COURSE: 1/2' CLR TYP 1) 15 RE84R FOR 6' LINTELS 2) 15 REEAR FOR 12' LINTELS GR40 or GR80 SAFE LOADS FOR 47 SOLID LINTELS 1e^- r-4-gff '! GRAVITY TYPE LENGTH 4S8 X-6' (42') PRECAST 1180 4'-0" ( 48') PRECAST 959 4'-6" ( 54") PRECAST 789 V-10"( 70") PRECAST 460 6'-6" ( 78' PRECAST 360 7'-5" ( 90'7 PRECAST 260 9'- 4' (112'1 PRECAST 156 10'- 6-(126') PRECAST 116 12U8 ewer- stgfa UPLIFT LATERAL TYPE LENGTH 4S8 4S8 S-6' (42") PRECAST 687 371 4- 0- (48-) PRECAST 597 320 4'- 6" (541 PRECAST 529 258 V- 10"(70I') PRECAST 407 148 6'- 6- (78') PRECAST 366 118 7'- 0- (901 'PRECAST 280 87 9'- 4` (112') PRECAST 187 55 10'- 6w (126') PRECAST 152 43 12F8 12F12 12F16 w c 1 O • 0 D z O O 6U8 6F8 6F12 6F16 D -: • 9 ' o i ! t DT D. Y L t L 4S8 .1 D o s . o +` , ` G. 12F28 12F24 12F20 c , ", is ',, • EROEDCIC I TIT. 4 t L6 ti. >.: ,<'. '}7• mw'nFtln 8 lilt ffia Pr sfc,.. 9 ST T r Uwlding c PAcapt,nc hlu Ili•-`; C T // w CRAIGPARRINO F IrotiahLua'3 ORTO 1 4 6324CR$79 /d 6F32 6F28 6F24 6F20 r SEFFNERFL 33684 40r' AL•4dJ FL.P.E,LIC-NCL44756" DER OF of jr THXE:CAST—CRETE 4"', 6" -& 12" LINTEL SAFE LOAD TABLESI TILE HANE: OBSUD5-14 I 084WN BT: JONAH. AW111) SCALE- H.T.S.: 1E31P:'T- DATE;. 3/24/03 L CRECKED or.. CMG URRIN0; P.E. -RFC, NO. 44156 DRAWINo: NO.. L14612 .SHEET 1 Ofd SAFE GRAVITY LOADS FOR 6" PRECAST U=LINTELS wiaere SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH BU8 6F8-16 61`12-18 6FT6-16 6F20-16 6F24-16 6F28-16 6F32-16 S-6- (42' PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0" (48') PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5-10"(70' PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-b" (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6" '(90 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112') PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6"(126") PRECAST 503 566 895 1270 1706 2236 1 2898 3747 11'-4'(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-D"(144") PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4•(I60') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O"(168`) PRECAST 351 392 605 835 1087 1373 1703 717'4'(208") PRECAST N.R. 299 455 620 794 985 1198 1437 U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 MEMBER OF Y Honk SAFE LATERAL LOADS FOR 6" PRECAST U.LINTELS 1 W-ea mMM''''' 1b SAFE LOAD PLIF LENGTH TYPE 6U8 6F8 RCMU S-6" (42") PRECAST 587 1055 596 4'-0' (48") PRECAST 487 787 445 4`-6" (54") PRECAST 416 609 344 5'-10' (70") PRECAST 300 350 198 6'-6' (78') PRECAST 263 496 1 157 T--6• (90-) PRECAST 222 367 116 9'-4" (112-) PRECAST 173 352 74 10'-6"(1261 PRECAST 151 276 58 1'1`-4-(136') PRECAST 139 311 49 12'-0-(144-) PRECAST 131 277 44 IS-4"(160-) PRECAST 117 223 35 14'-0' (168') PRECAST 111 202 32 17'-4"(208") PRESTRESSED N'.R. 1 130 1 21 SEE. GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS ieaaT•waerr<E SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-11 6F12-11 6F16-11 6F20-17 6F24-1T 6F28-1T 6F32-1T 3'-6" (42") PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48-) PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6" (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10"(70") PRECAST 831 1222 1600 1979 1 2357 2736 3114 6`-6" (78") PRECAST 723 1097 1437f1 1777 2117 2457 2797 7'-6" (90') PRECAST 648 863t4 1249 I 15440 1840 w 2135 iV 2431 9'--4- (11.21 PRECAST 575 571n4 980 1252 1492 1732 1972 1 D'-6' (126' PRECAST 514 4621,n 787 ill 11211 1336 J 1551( 1765 11'-4'(136-) PRECAST 474 4041) 685 m 985 C4 12131 1442 1645 12'-0'(144") PRECAST 454 367011 619 888 1093 1299 Wn 1506W 13'-4"(160') PRECAST 402 308 516 736 906 1076 1247 14'-0'(168') PRECAST 368 285t19) 475 577 832 989 w 1145 17'-4' (208") PRECAST 253E 208 h 338 m 475 585, 693 0 803 is 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 qAammm,piu With thl,!' VF? CRAIG PARRINO M;nn6324CR679i.1 tSS+7a aa4 i di c `piirI"- t 1VAL >LFFNFR FL 335M toiswsFL. P.E. LID, No, 4475fi 11111- CAST-CRETE 4, 6" & 12" LINTEL SAFE FILE ME! DRSUR11-14 I ORiWU.BY: JORAN DRMAUO I SCAIE: LOAD TABL N. I.S. SAFE GRAVITY LOADS FOR 12" PRECAST U.LINTELB 4SK:IgQ*® SAFE LOAD - POUNDS PER. LINEAR. FOOT LENGTH TYPE 12U8 12FO-29 IZFIZ-28 12F16-29 IZF20-20 12F24-2B 12F28-26 12F32-28 3'-6" (42') PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48") PRECAST 2923 4232 5B38 7619 9352 11060 12755 14438 4'-6" '(54') PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10"(70') PRECAST 1612 2320 3218 5234 8487 11060 12755 14434,; 6'-6" (78 PRECAST 1383 1986 2679 4196 6421 10032 12755 1443§A 7'-6' (901 PRECAST 1138 1628 2131 3218 4670 6756 9763 1352q' 9'-4' (112").PRECAST 795 1216 1535 2230 3083 4167 5593- 7552, 10'-6"(126") PRECAST 614 1043 1295 1 1853 2516 3323 4334 5632 11'-4-(136") PRECAST 518 945 1162 160 2216 2893 3719 4746 12'-0"(144") PRECAST 455 878 1073 1513 2020 2617 3333 4205, 13'-4",(160") PRECAST 359 767 C 926 1294 1709 2188 1 2743 1 3409„ 14'-0",(168') PRECAST 321 720,,, 865. 1204 1584 2017 3106117'-4"(208') PRECAST N.R. 4510 631 881,,, 1141,,, 14280. 1750 j 210219'-4" 232") PRECAST N.R. 3430. 477 0 700,,, 925 1152,a 13801609 FAR 19^ PRFnACT I IAITFI A C"s*`'° SAFE LOAD PLF LENGTH TYPE 12US 12F8 RCMU S-6" (42') PRECAST 1295 4841 393' I 4'-0' (48") PRECAST 1295 4841 2994 4'-6' (541') PRECAST 1049 39,22 2417,u 5'-10'(70') PRECAST 681 2547 155 6'-6' (78") PRECAST 579 2167 1231m 7'-6" (90") PRECAST 474 1771 914 9'-4" (112") PRECAST 355 1326 580, 10'-V (126') PRECAST 306 1143 4540A 11'-4'(136")PRECAST 278 1041 3881,4 12'-0' (144") PRECAST 260 971 345a4 13 -4' (160') PRECAST 229 857 278 14'-0'(168') PRECAST 216 809 251 cm 17'-4"(208");PRESTRESSED N.R: 631 162R7 19'-4-(232") PRESTRESSED N.R. 534- 130a, 1,11 IML MUMan W PA%tNIMF 1S A PVK.2Nf KU=11UNS FOR ]LL 11tNtKAL RUIL 10 GRADE 40 FIELD ADDED REBAR, SEE GENERAL NOTE NO. 4 SAFE LATERAL LOADS FORSAFEGRAVITYLOADSFOR12" PRECAST wl2" RECESS DOOR-U-LINTELS 12 PRFf'A-T-) 9" RFr.Fcs nnnR I III 11JTF1 c C"''-' "'m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE'12RO6 12RF6-2B12RFT0- WM-A 12RF18- 12RF22- 12Fn5- IZRF30-21 4'-4" (527 PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 V-8" (68' PRECAST 1347 1841 3555 6395 9640 1.1669 13679 1567q- 5'-10'(70') PRECAST 1259 1758 3361 5954 9358 1160 13679 1567 6'-B" (80") PRECAST 924 1430 2633 1 4415 6884 10354„ 12571,4 1480C 7'-6" (90") PRECAST 703 1203 2157 1 3494 5259 19221„ 9623p 1132R,; 9-8. (116 PRECAST 389, 843 1451111 2157 1 3203 4 4427045417( 63801 Lf) IHt KVMMXl IN FAKLKIML515 ANt PERCLNI REDLICRONS FOR GRADE 40 FIELD ADDED REBA& SEE GENERAL. NOTE NO. 4 C SAFELOAD PLIF LENGTH' TYPE 12RUE 12RF6 RCMU 4'-4"' (52")' PRECAST 1295 3692 2581, 4'-6", (541") PRECAST 1213 3458 2417M 5'-8' (68") PRECAST 784 2236 165C6 5'-10"(70") PRECAST 747 2129 1552,1 6'-8' (801 PRECAST 602 1716 1170, 7' 6" (90') PRECAST 504 1438- 914Du 9'-8" (116') PRECAST 355 loll 'f 911 SEE GENERAL NOTES - SHEET 1 OF MEMOrROF Nm SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS' 4&MT-tM a SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12FS-21 12F12-2T 12F16-21 12F20-2T 12F24-1T 12F28-2T 1ZF32-2T 3'-6- (42') PRECAST 2752 4287 5613 6938 1 8264 9589 10915 4'-0' (48") PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 5347 7365 8384 5'-10'(70") PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 1444 H2 2972 3675 4378 50B1 5784 7'-6- (90") PRECAST 1267,,, 1767, 2583 3194je 3805 D, 4417 m 9'-4" (112")PRECAST 1028n 11710 20061 259D,4-3081 35830, 4079 10'4"(126' PRECAST 9101 94703, 161204 ' 2281, 2764 3209, 36531„ 11'-4'(136' PRECAST 85804 829, 1404¢ 1982 2441,j 29D2„ 3364, 12'-0"(144") PRECAST 814 m 753Da) 12699 1788L 22011 2616 3032, 13'-4"(160")'PRECAST 678 133N1 1017 14850 1826 2169, 2513, 14'-0'(168") PRECAST 622 D 556( 974 13651m 16790, 19930 23091 17'-4" (208") PRECAST 434 ro 427 ,o 695 964,,, 1182,a 1402,,. 1623 19'-4"(232') PRECAST 1 366 370D„ 59A 817 „ 10021, 1187" 1372R f) INt KLWUI,hM IN PARtNRR:SIS ARE PERCENI REDUCTIONS FOR GRADE 40 FIELD ADDED REPAR SEE, GENERA NDTE ND. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w! 2" RECESS DOOR U.LINTELS I&ST-eOsa SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH. TYPE 12Rf6-21 12RFtO-2112RF14-2112RF1B-2 12RT22-2 12RF26-2112AES0-2 4'-4- (52-) PRECAST 1626 2685 3746 4806 5857 692E 7989 4'-6" (54-) PRECAST 1558: 2582 3602 4623 5643 66S4 7684 5'-8- (68-) PRECAST 1210 2042 2850 3658 4466 5273 6091 5'-10"(70-) PRECAST 1173 1984 , 2769 3553 4338 5123 5908 6'-8' (80") PRECAST 10201 15381, 2426 , 3114 3802 4489 5177 7'-6" (90' PRECAST 904„ 1226 2163„ 2776p 3390 4003 4617 „ F9 8- (116-) PRECAST 7030 771fu 1472- 2181 2663 31450 3628„ SEE-0kr7ERAL G •vq ENS,' 447 Yt T E F IMULKS IN PARENTHESIS ARE PERCENT REOUMHS fOR 40FIELD : ADDED REBAR. SEE .GENERA, NDTE. NO._4 f' f4f)DULT [ifVla[:f1 71! : Rswnwuh ( Ic1'1nnAa 131»Idin3C Cadle CRAMPARRINO Awyjtmcc \ jf- c4 a 7, 3 6824CR579 Miumtomct3,,, iu'u rim_. SEfFNEfk;-F133584v,i, mLE=CAST- CRETE 4"F 6'I & 12" LINTEL SAFE LOAD TABLES FlLE NAME: ODSUB7-Q LRAM DY; JONAN ARRAVD SCA(. R.T.S. DATE: 372// 05 - CH(WO. RT; CRAIG PAMIRD.P.E. - AEC. NO. 447S6 PNAWMG:NO. LT4412 -SHEET 3 Of 3 MIAM I•DAD MIAMI-DADE COUNTY a PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RF.R) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) vww.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box,24567 Tampa,, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations goveming'the use of construction materials. Tl e 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 AI-IJ). 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 approvedasdescribed herein, and has been designed to comply with the High Velocity Hurricane Zone' of the Florida Building Code. DESCRIPTION: " Cast -Crete" 8 inch high Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titicd "Cast -Crete 8" Lintel -Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section, MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will -occur 'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be' dOne in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA il 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E- 5 as well as approval document mentioned above. The submitted documentation was reviewed by H IW. /my A. Makar, P.E., M.S. LL NOA No. 16-0126.03 TY MfAMFDADE COUNl Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Z_" 4 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #9.6-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel, Fabrication Details`, prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet I of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 0713019.7, signed and sealed by Christopher A. Hamon, P.E. C. • CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11111196, •45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo 94 dated April 1996 for cement by Southdown Brooksville CementLaboratoiy. 2. Mill Certified Inspection Report 420-82.75 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04125196 for 03 rebar by Ameristeel. S. Mill Certified Inspection Report 984-NI19614 dated 02129196for 45 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01128196 for #4 rebar by Birmingham Steel: Corp. 7. Mill Certified Inspection Report 484 M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. Fliolny'A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No.46-0126.03 Expiration Date; 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete. USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS I. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated .Rine 7, 1996, revision 92 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed' by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels; dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E, signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002, 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No, 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete. Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFI.CATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2007 Edition. 25 lw , H&6 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016. E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS I. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. E., on .&larch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. 'OTHER 1. Letter from Cast -Crete Corporation, dated 02/0312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for ILigh Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By 111ami-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, -signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Couteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Norge. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Ina, dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. t'- / a' Hql5ff A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 HIGH STRENGTH PRECAST AND j ® PRESTRESSED CONCRETE LINTELS PRODUCTRUNEWED m 0041P171.0 ,Pith tho Florida Blulding C,idc AcLcPImiL NG 7, ERyi I;Dn n,N¢Qc. _ / tit / ey 1 n r cwIB01 8^PR:WySJ W/ ` fl - e¢ DOOR I-LWUt A' PRECAST UJ I. NT[L 8" PRCSIRFESEO U-LINTEL TYPE "A" STIRRUPS 7/32"A BAR M STIRRUPS 6 1 4NT STIRRUP DETAILS 9CA[A: N.T.S. 8 PR 7/32"8 BAR STIRRUPS TYPE "8" STIRRUPS I` 5 8" LINTEL3/4" S. M 8" LINT STIRRUP DETAILS L M.T,i D U-LINTEL DATA 'TABLE Sl2 l. 1%V1E YI%PIFjY-PE T B SPACING naWsN 14 -8 0.134 BLd2 J S 1 -1 7 32 DAR 4 -6 4 0 S'-0" 9 15'-4" 0.140 567 1732 BAR I 1 -3 7 32. BAR 15 -2 4 0 3 -2" 9 17 - 1 0.15B 639 7 32 BAR 1 ^S 7 32 BAR 17 -2 4 0 3'-B' 9 191- 41, 0.17 71 7 32 1'-3' 7 32. HAK 19 -2" 4 0 A'-2 9 21'- 4" 0.184 787 7 32 OAR 1-3' 111-0 7/32 BAR 21'-2" 5 O 3'-B 3/4" 10 22'- 0" 0.200 BI1 7 32 BAR 1 -3 16 -0' 7/32 BAR 21'-10" 8 O 3710 3/a'10 24'- 0"' 0,2f9 BBS 32 BAR I -3 IB1-D 7/32 OAR 23'-10" B O 4'-3 I/e" 10 8" PRECAST W/ 2" RECESS DOOR Q LINTEL DATA TAn3 immu 77}}ET Bf.Y'Flt[0!Fti1 4 I ' If: l iii•1>F'iJ ifi iw I, 1; 1 TEEGAAi VAL993 INN" i$ m IO2M EE R[ 3111m i 7iN E •.• [ l1ARi, .,. ,, 1Rnn5 mC ' 1' SIYAVr] ALL OIN[R URILu Tv" ' A• STILLWf 03 11, "all UH _ p ERA LINTEL REINFORCING CAGE EABRICAMN MODEL ' ioM Kass UNuli 0/ 7 u Trr 'A• ere,cn me a namr, TIPit+ vr 1,4• 0 jam PRFRTRFRRED LINTEL T;EfN@gfING GAGE FABRICATION MINEL 8" PRECAST U—LINTEL DATA TABLE L N EL IEYOLONE CYYI I BSDST [ 1 EE 6TSrAONO P3'- 6" 03Y 126 3 REBAR 3'-5" 7 32 BAR 4•- 0" 1 0.037 144 3 R 3 -11 7 32 BAR 3'-B" li A 4 4'- 5 7 432 B R 4-2 A 4 8 - 4 0.049 192_ j5 8^ IO 0.a54 3 R k V A9- 7 32 eAR S-6 0. 060 2 4 4 ITIT 9i7 32 BAR 7'-6" 0.069 270 4 REBAR 7 -3" 7 32 BAN 9'-l" 0.0 B 336 4 REBAR W-I" Y3 REBAR 0' G 8 p'-B" 0.096 378 14 REBAR 10'-S' 3 REBAR lI'-4" 0.104 A 8 5 REBAR 11'-3" 3 REBAA 12-0 0.110 4 SRERAR fI _tl SREBAR 3•.-4' I4'-0" 0.122 0 2 480 5 REBAR 6 REBAR 15-3 13 -11 3. REBAA 3 REBAR 13 -8 3 -0 8 THIS PROPRIETARY INFORMATION IS PROVIOEO FOR PRODUCT APPROVAL. IT IS PROIECTEO BY COPYRIGHT LAPIS AND CANNOT RE REPRODUCED. OR, OISTRIOUTED WITHOUT THE PRIOR VIRITIEN CONSENT OF CAST-CRETE USA, INC. MEMBER OF 4 i.rS s.Jwa¢i A . u dw 0zr,1 M 1F.J..4. 4` FRI I p1 77f31; T'I,i,l[D11[IUB 1. IN: INIORCINO STEEL' 7/32 RAN ASI11 A5101 µ. /4, 5, NOIEI THE TOTAL NUMBER OP STIRRUPS AND /5 REBAR OAADE 60 ASIY A615; 7/18 INCH REWtRCO i5C0UN1E0 5TAR11HG FROM EACH DIAMETER 27OKS1 L Y7-REWLLTIGN PRESIRESSINO ENO Oi iHC PEkIFORCING CAOLI (OR [%AMIIE. SF400 ASTM A'I S. NO. Of STIRRUPS - 4. THEN THE 6: F¢ . 4000 PSL FOR " 2, CONCRETESTRENDOBCAD11 EL 340TC 2 STIRRUPS PERIFORCH1 PR[STRESSEDUH1E13; 1'¢ • 4000 PSI FOR ALL FROM [ACM [N0. PRECAST B INCH LHTCLS. 6. 2.S OF POLTPR PER 3. IN111AL PRESTRESS FORCE - 0,70 , Pv. D. or y BEUSEDIII or PR ICEDUIFIELTBC )BED I11 UN OF PRESTREiSED UM£L RDNIORCINO CAOC 4. 97RIPPING SijlENCIW PRESTRESSED TO RESIST UFTWU AND HANDLING FORCES. v PRODUCTT2L'vlsl: D y Bscnmlilyi.ET , ilh 01e rIUAd0 11101dinB CC& M1 ; E Acttpl. nmiVa/4•- Og03,o2 VA1R b: : >t at TrrylN.i 2,p/6 CRAIG PARRINO 6324 CR 579 P +c n Ued ct bnnul P4,,NAL 4T, y .4 CAST-CRETE 8" LINTEL FABRICATION DETAILS OB5081-1i DPAYM eY CRAIO PARIONO• PS. - RE6. R0. 44756 I SCALE! NO1 TO SCALE ND 44IS6 1 aumND %. rofi SKEET I OF 3 SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LtNTEL:S 4c^wr f gT61' SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 817E BFB-08-8F12-OB M-1B SF12-1B BF16-08 81`16-3 BF20-0B 6F20-1B 8F2i-tti ar24-IB 8F28-OB 6F28-18 8F32-DB 81`32-10 3. -8- (427 PRECAST 2231 3069 3719 5163 1 6607 8054 9502 " 10951 3069 4605 6113 1 7647 8974 10394 11809 k'-0" (48') PRECAST 1966 2561 2751 3820 4890 5901 7034 8107 2697 4605 4113 7547 8974 fO394: I1809 4'-6' (54") PRECAST 1599 1989 2110 2931 3763 4576 5400 16224 2189 4375 6113 7547 8672 10294. 1ISM 5'-4" (6h") PRECAST 1217 1349 1438 1999 2560 3123 3686 4249 1663 3090 15365 7547 7342t.A 8733 101270 5'-10'(70°) PRECAST 1062 1105 1173 1631 2090 2549 3009 3470 1451 2622 4360 1 7168 0 6036 n 7181 t 831.6 6°-6' (78) PRECAST 90B 1238 2177 3480 3D31 3707 4383 5081 1238 2177 3480 1 5381 9360 10394(m.8825 iq 7'-5' (90") PRECAST. 743 1011 1729 2632 1 2205 2598 3191 3685 1011 1129 2661 1 3898 5681 807g 6472 u 9'-4' (112') PRECAST S54 699 1160 1625 2501 3486 2816 3302 762 1245 1843 2564 3188 4705 4 63M 10'-6"(126') PRECAST 475 535 890 1 1247 2093 2777 2163 2536 643 1D52 1533 2093 27B1 3B43p 4754 d 1 V-4"(136") PRECAST 362 82 945 1366 Isis 2423 3127 4006 5B2 945 1368 Isis 2423 3121 4005 12-0'(1447 PRECAST 337 540 873 1254 1584 2193 2905 3552 540 873 1254 1684 2193 2805 3552 13'-4"(160') PRECAST 296 471 755 1075 1428 1838 2316 2063 471 755 1075 1428 1838 2316 2HR1 14'-0"(I68°) PRECAST 279 424 706 1002 Me 1697 2127 263D 442 708 1 1002 1326 1697" 2127 2630 14'-8"(176") PRESTRESSED N:R. NR Nfl MR MR MR MR MR 45e 783 1370 1902 2245 2511 271z PRESTRESSED N R, MR NB MR NB MR MR MR 4f2 710. I250 8 2J20 2513 17'-4"(208") PRESTRESSED N.R. MR MR MR MR MR MR 300 548 950 9 IB49 2D47 19'-4"(232") PRESTRESSED N R MR RR MR MR MR 235 420 750 82 ISIS 1716 21'-4" (256") PRESTRESSED N R MR MR MR MRMR104884 MR NR I80 34D 598 14 1359 868 _ 22-0°(264) PRESTRESSED N.R, MR NR MR R MR NR 65 J15 550 47 1285 1399 24'-0" (268") PRESTRESSED N.R. MR MR MR R MR MR 129 250 450 4 1092 221 U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS a sT-izcTe' SAFE LOAD - POUNDS PER LINEAR FOOT ESIS ARE PERCENT REDUCTIONS FOR GRADE 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. tom' PltOU11C"1'RF,VI3UU 13unaNNllin7; N40u1w Flnljdo Am I'M NO/ t r r -' CRAIG PARRINO BxPlm1 on Gata ° ' o Z to _ 2-"76M ° "! D " d"f! ct n • o V Py, 74 : 6324 CR 579 SEE GENERAL NOTES - SHEET 3 OF 3 SEFFNER, FL 33534 NO BY REVISION A E S `` FL. P.E. LTC. NO.44766 CP 510N, 8 Af1t11141114 1G - MERIBER Clf 1 .. 10LT: CAST-CR.ETE 8" LINTEL FABRICATION DETAILS 1- 1 - F 15f ' "^. * ~ t ^"{„ ti ` it? rr__fRt HA9L• OBSUB't-1< D.. BY: CRAIG MM1W0, tE - M4 N0, 4Q56 SCALE NOT ID SCALE DA1f: Obf07/9b CHECKEO BY: CRAIGPARRIRD, P.E, - ACO. R0. 4056 9RAMA Na TOO SHE" 2'OF 3 SAFE LATERAL LOADS FOR B" PRECAST & PRESTRESSED U-LINTELS aswNA- . SAFE LOAD PLF TYPE LENGTH SUB, r76 RCMU 3`-6" (42")' PRECAST 1025r7454'-0- (48") PRECAST 765 4'-6" .(54")PRECAST 592 5'-4" (64')PRECAST 411 5'-10"(70") PRECAST 340 339 616 6'-6" (78 PRECAST 507 721 490 7'-6" (90") PRECAST 424 534 363 9'-4" (1 T2') PRECAST 326. 512 230 10'-6-(126') PRECAST 284 401 180 11'-4' (136") PRECAST 260 452 154 12'-0" (144') PRECAST 244 402 137 13'-4" (160") PRECAST 217 324 110 14'-0'(184j PRECAST 205 293 10D 14'-8"(176') PRESTRESSED N.R. 284 91 15'-e(I84-) PRESTRESSED N.R. 259 83 17'-4"(20n PRESTRESSED N.R, 194 64 19'-4"(232')PRESTRESSED N.R. 148 52 21'-4"(256') PRESTRESSED N:R. 125 42 22'-0' (26e) PRESTRESSED N.R. 11 fi 40 24'-0' (288') PRESTRESSED N.R. 91 33 3'-V (421 PRECAST 4'-0" (4) PRECAST 4'-6- (54') PRECAST 5-4- (64') PRECAST 5-10"(70") PRECAST 6'-6" (78") PRECAST T-6" (901 PRECAST 9'-e (112' PRECAST 10'-6- (126") PRECAST ll'-4'(136") PRECAST 12'-0" (144") PRECAST 13'-4" (1 SO-) PRECAST 14'-O" (16111 PRECAST 14'-8"(176") PRESTRESSED 15'-4`(184") PRESTRESSED 17'-4-(208') PRESTRESSED 19'-4" (232') PRESTRESSED 21'-4-(256 PRESTRESSED 22'-0- (2641 PRESTRESSED 24'-D' (288') PRESTRESSED SEE GENERAL NOTE NO. 16 ON SHEET 3 OF 3. () THF44tpy_5j(S'p1NtiAP/1R1 PR0DUCrRENI21VE1 ewiuMnlyioe with Ne Flo i41qBCodc 1 RDlunff.No _p y>1„ von D>tc z •037 . w n SAFE GRAVITY LOADS FOR 6" PRECASTw/ 2" RECESS DOOR U-LINTELS J) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES SAFE LATERAL LOADS FOR 8" PRECAST wl2" RECESS DOOR U•LINTELS d4R VV SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU 4'-4' (52") PRECAST 756 757 1164 4'-6" (54') PRECAST 694 693 1073` 5'-B" (68") PRECAST 408 407 655 5'-10"(70") PRECAST 382 381 516 6'-8' (W) PRLCAST 595 788 464 7'-6' (90') PRECAST 509 674 363 11.6') PRECAST 370 490 214 i, SEE GENERAL NOTE 18 r. m.nalaclord gilh 5-If2' I" rctchn al fM W. to _,lots I M.Woh! 12) Linl.tr. l r I 8 puasl WIT 4000 pal redkocc4 W.dnq aro S—D9. I PaRU d WIT 6000 pi 13) The W.I. -1a4 01 Wdo, irob2cd b ext.d r comet. masonry Ib ih 11 llma 1 pr of 3000 p. e IIhh moamum 3/6 Inch aggregole o cooCvq. of at— pp4 d rn occordo Ah ASTA C-926 or o0ur opprovd —En. 11dl. rmsan7 t1a IGtU) per C90 d1h mudrtwm ml W. rarrpesswo sVm90000 - 19DO pal 14) U.l.b led" aimW rdy sAh Writ ((grayl7yy a y5f(I and hr-1.1 (lolmol) rcmrA501A615Wad. 80 Folloatn9 Pub.da a)axdA h cM lid Ir Uee oomDined Icodiny wHli IM eQuoBac grnUn4ng strand per ASIN M18 Grade 27a Iw rck.ation mortar pM ASltl CAD, Typ. M r S A F sAv<rticol 1. Ap5'd hodz.dd. load S I.0 2) At aof. bed IaNn b don nir inum4 Mh nrrdnal Wal", Sale v &d load Solo.Igdaantol bad i6teRCgOi Sofa load. it rntel typt JIM end BRUIT m 1 h. 15) For composite. M. hrylds not ibovn,. use cafe: load flanh nnl beer sight shorn. doted byy 7Ox 11 broing krglbe less tlma e 1/2 hchu^. 16) For, talel: lengths not eta.A, uU sale bad lfom WI lan9.0 1.91h .hoar. 3) P-ido bA ewt.r Md add Mad j6otl 17) Sole land. — pq ffmp w Wla.abb Ipads, 4) The aambr b porenlhnh Ldlcoln Iht preeol md.ctnn for 18) Sol. kad.•boeed on r.Gaiul d.ilgn aratpis p<r AO W .ro Act 318 9rada40Rodaddedr.baf. EYg a; 14' WIT 8F32-19 aeelo q.Qy Lod - 6472 ,G) to) Add;r-ot iolerol laud wpadly — M obW.d ey:l. 4.,; ger by proridiw addt;..i a/ 157, ,'h cuon 4 94Fd `.85) = b501 pit ralnforcd cOMW. m.—fy sn,11 (RG4U) bbor. 1hd lintel. See each bdowc S) M IIMlk meat a cued 860 dtlkcUan. F— fin, Pmetrus No type eF8 11'-4' tro krger meals r . acted, L/I60 dellecllos.. W. 4 6mitad to—dillb" ma.8rg IA. Fladdo Ba3dbg Cde S.W., 1604.3.1 as opp k.6 6) Shwa Freed lintels w re9a7rcd. Ono. 17 mbar may ba pabtlitaed (r I.. J5 mbar& 8) Iml Ratan/altaehmml of low most trhpy veil IM oWdlnufol ndofr Amdoral do nets. 93 7M designer m.y I.J. tram th. W. Iced I.W.. by wkUoBng the mo,ienam resoling moment a.d ,I— of d-my Irom th. I— f .apprL 10) N.R. =Ro1 Rafd ' 11) Bollam IitW added ,.bg to bt kc.l.d al U. Wlltm .I th, WA tartly. 1 /2 CIR 1 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDIDONAL REINFORCED CI1U (RCMU) FULL COURSE d5 REBAR 40.* 1 GR60 BFB SAFE UPLIFT LOADS FOR B" PRECASTw/ 2" RECESS DOOR U-LINTELS 7Y) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 4D FIELD ADDED REBAR. SEE GENERAL NOTE ND. 4 TYPE OESIGNATION 8F1 2 dm r F FlLLED WRR GROUT / U : UMFlLIEO D' f OF 1 5 RfBIQ AT 8OCIOMDTt0Y OF Ut41 El CAvitt I LLpypBryy NOUIRALRIDTHJ OF 15 NOUINk REIGHT REW AT MP a AT IOP RODCLEAR C. M.U. ItJ57< d'' A AT 80170)1 GNIY 8F32 BF28 .•. T Et`'• 20 7- 8' ADBui PRowxD Dv uma tEs e' lNY0rA1 IYIOM FI & t /P43 ng,tvi hth. Ftmid6 O.44 YRODUCI. 1lf1VlSCU eomplyie8 with the I+Wda oc6JoI. /7-' 0. T EOF J /Y: T '[ 1e 0 CRAIG324U0diq Cade 11xp1nUlan Uato •vZ e l r Cottvo i'<`'•.4 R 0.• 6324CR579 1 OR579cS' S:,: GdG.`. _SEFFNER. FL 33564 In.( a7iifl iliGT'1iiG7 a kT FABRICATION WIN T m>a1 rrnrCAST—CRETE 8" LINTEL uA a i 4 yT:, r Gn - ' ' : ' i r r9T rr_ra:r Fpr y. rnra•. aedl•'Siivf. r. 66YfE t l . CITY OF SANF BUILDING & FIRE PREVEN PERMIT APPLICA Application No: 13 - Z-- a z. Documented Construction Value: $J 'L 5 Jab Address: 2-q 5 E5- Historic District: Yes No Parcel ID: Residential a Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move i Description of Work: PtL_.s.-,6i>7 , _'3r-P - cLkA :pkc"-es ,4t(c;.,,4-, Plan Review Contact Person: PI c,r,s bLX_Id -er-- Title: Phone: Fax: Email: Property Owner Information Name Street: City, State Zip: Phone: Resident of property?: Contractor Information Name P, -S Phone: _+Z ^ Z K.3 - 3 6 g-3 Street: C -+C 1 Fax: City, State Zip: Or-(C,-)dL t (--L 31_e2-4 State License No.: C.vl--C ()-) C Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y( PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT, FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation i commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constructi in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, poa furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5`s Edition (2014) Florida Building Code Revised: June 30, 2015 Per,'mit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may e found in the public records of this county, and there may be additional permits required from other governmental entities such as wa er 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 requir d in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submitt 11. 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 vah e, credit will be applied to your permit fees when the permit is issued OWNER'S AFFIDAVIT:.I certify that all of the foregoing information is accurate and that all work w be done in compliance with all applicable laws regulating construction and zoning. 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 a Signature of Contractor/Agent ate Print Contractor/Agent's Nana Signatme ooft4otary-State of FtgrigA __r2are, PAT SUSI MY COMMISSION # FF 120904 EXPIRES: August 25, 2018 ooraed Thar Notary Public underwrite Contractor/Agent is / Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTIONr PERMIT APPLICATION4 r — Application No: J 7 a a Documented Construction Valuer $(n JobAddress: FIistorie District: Yes :No Parcel ID Residenti Il Commercial Type of Work: N6v, Addition Alteration Repair 0 Demo- El Change of Use Move Description of Work: (Q A) (K) Plan Review Contact Person: Title: Phone: . Fax: Email: Property Owner, Information Naive Phone:, Street- 1 Resident;of property? City, State=Zip,la Contractor Information Name Phone: - l rI/ Street: j Fax: LL7- City, State Zip: State License No,: 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 YOURPAYING T'V1' M FOR '.tkPROVEN IENTS, .TO, YOUR PROPERTY. A -NOTICE OF COMMENCEATEN'T 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. l 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 inthisjurisdiction. I understand that a separate permit must be secured for electricalwork,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: 5t6 Edition (2014) Florida Building Code Revised: June M,2015 Permit Application rxr NOTICE: In -addition to the requirements of this Permit, there, may be additional restrictions applicable to this propertycounty; and there may be additional permits required from I other governmental , foundlifi, the public records of this c that may be management districts, I state, agencies-, or federal agencies., entities such as water AccePtance of permit is veri'heation that I'v011 notify'the owner of. the of the requirements of Florida 'LienLawi. FS 7 The City-ofSanfordrequires paym ent of a plan review fee at the time,of permit,submittA A copy of t e ex' in order tow , calculate a:plan reviecha(rge, and will be considered the I estimatedlcuted, contract isrequired' construction value of the jobatth6. time of submittal'. The actual constructionvaluewillbefiguredbasedonthecurrentICC'Valuation Table in effect at the accordance with localatimethepermit is issued, in a] ordinance. Should cal culated c44ges.figured,off the -executed contract .exceed the, actual construction value, credit, will beappliedtoYourpermitfoeswhenthe: permit is issued. OWNER'S AFFIDAVIT. I certify that all: of the foregoing information is accurate and that. work Will be'donein: 'tornplignce with ,afffkp plicable laws regulating construction and zoning. Sign3tufc of ty*ntr/ Agent --ga-11 hint Qvrner1Age.V-sN_..- c Si9n3ttueQlNotary-,Sta_teofFloiida Date Owner/Agent is Personally Known to -Me or Produced ID T ype of ED PContractor/Agent Date PAME LAURN,US Cqin;njs$ iqn QG #,' ' 110622 r ExpiresAuouit7,2021 PM4pydqd N* ry smi", Contractor/ Agent is X Personally Known to Me or Produced , ID Type of,ID Perhifts, Required: Building`[] 'Electrical[] MedanicalE] PlunIN10g,[] GasE] RoofFj Cousl1ru(tion Type: Occupancy use.. Flood, Zone: Total'S(i Ft of Bldg; Min. Occupaney Load: Of StOrieS: NewConstructi6n.- 'Electric - kof Amps Plumbing -# of.Fixtures I Fire sor"'hikier; Perinit: Yesn No #:dHeads; Fire Alarm Permit: Yes El No 0 APPROVALS: ZONING: 'UTILITIES: WASTE WATER: ENGINEERING; FIRE: BUILDING: Revised: June 30,2015, permit Application IN c9>45s )mo ' uAl 11-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: AM-456-9656 FL, ' ORDER r4u: REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROCTOR PROSE CT CONTRACTOR SPECIFY0 . kTION: OpTr % MUM MOISTURE: REPORTED TO: LOCATION: MATERIAL: DATE TESTED: MAXIMUM DRY DENSITY: DEPTH DRY DENSITY MAX DRY DENSITY PERCENT OF MAX. DENSITY MOISTURE PERCENTLOCATION INCHES lbs. cu, ft. lbs. cu. it. 7 5'. Qdvlhm;#fpA hw- L r I i _ PRESERVE LOT ; SPECIFIC PURPOSE SURVEY PCP 89'40'S1"W 606.15' _ CENTER SWAXWING WAYCp LINE 50' RIGHT—OF—WAY 1 CONC CURB-\ (PRIVATE ROAD) o 1 \ / 1-1 PROPOSED 5' 1 "E 40.00' 10' UTILITY EASEMENT (P) N N Tr aI mOC ++ W = m a co a — J a P m 6 O v 2!, Z 0 0 c v o CO WYNDHAM PRESERVE LOT 160 PB 81, PG 93) 5 5' Building Setbacks 21.0 Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Onm Seminole County, Florida. LOT 160 LOT 159 Front = 25' LOT 1.610 AREA = Rear = 4,400 S.F. ± Side = 5'' n 2.3 5.51, 5.7 ui PROPOSED 1 STORY RESIDENCE DIMENSION NOTE: 2455 WAXWING Proposed building dimensions p) WAY shown hereon are of the exterior. 0 1200 ATLANTIS uo n ELEVATION - T GARAGE - LEFT O BUILDING LAYOUT NOTE: Z 0 U) Contractor and owner are to verify all setbacks, building dimensions, and layoutFORMBOARD shown hereon prior to any construction, and j FFE= 29•79 immediately advise GeoPoint Surveying, Inc. of 29 0 any deviation from information shown hereon. 5.5 I5.5' Failure to do so will be at user's sole risk. 13.4___ 0 0 0 0 0 NN 10.0 N N Q A LOT AREA CALCULATIONS 0 Ct LOT = 4,400 SQ.FT. g6 LIVING AREA= 1,200 SQ.FT. 28 GARAGE = 424 So. FT. 40.00 PORCH = 75 SQ.FT. 589*40151 '"W DRIVEWAY = 0SQ.FT. LOT 174 LOT 176 PATIO = 100 SQ.FT. LOT 175 WALKWAY = 109 SQ.FT. A/ C PAD = 9 SOFT. IMPERVIOUS= 52.7 % SOD = 2,078 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1,000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA AREA 5.400 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 288 SQ.FT. SOD = 2,204 SOYT. e cqui neni LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk LB-Ucensed usiness BFP- Surveow Preventer Sight Distance Easement S - Survey PRM-Permanent Ref. Monument R - Reported PCP -Permanent Control Point D - Description FP&L-Florida Power & Light P - plot FFE-Finish Floor Elevation D. B.-Deed Book Water Meter O. R.-Official Records Book DG-Water Valve P. B. - Plat Book 10'-Fire Hydrant Pg.- Page RC® -Reclaimed Water Meter Elev.- Elevation RCD4-Reclaimed Water Valve Conic. - Concrete Cable Box 8P- Brick Paver m-Telephone Box SW - Sidewalk E-Electric Box FFE= Finished Floor Elevation 0-Utility Pole Cl - Curb Inlet Guy Pole GTI- Grate Top Inlet Light Pole P. U.E.-Public Utility Easement Guy Anchor RCP - Reinforced Conc. Pipe DU--Overhead Utilities PVC - Polyvinyl Chloride Storm Sewer Manhole NCS- No Comer Set (Falls in Water) m-Sanitary Sewer Manhole SF - Square Feet HHo-Electric Handhole D. U.E.-Drainage/Utility Easement COO -Clean Out FMGD- MAG NAIL & DISK CVDa-Irrigation Control Valve P. K.-Parker Kolon Nail b-Sign SIR - Set 1/2" Iron Rod LB7768 WDO-Gate Water Valve SPKD- Set P.K. & Disk LB7768 IM-Gas Meter FIR - Found 1/2" Iron Rod LB7768 11"-Existing Grade FIP- Found 1/2" Iron Pipe L07768 FPKD- Found P.K. Nail & Disk L87768 CI - Blow -off Valve Drainage Flow Direction FCM- Found 4%4"-Concrete - 10.0-Proposed Design Grade I Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR' S NOTES: 1. Current title information on the subject property hod not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY SURVEY) PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H, in Flood Zone " X" DESCRIPTION: LOT 160, according to the plat of " WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Practice set foJ0%brthe5florida Board of Professional Phone: (321) 270-0440 Surveyors & b }tfuiJ-17, Florida Administrative Fax: (813) 248-2266 ? ai code, {tnis ono e i k-A,7%027, Florida Statutes. Licensed Business No. LIlB 777768 g' p GeoSurveying, Inc. amen { ev'ner m FLORIDA AD LS6915 Drawn: MTP Checked: JDL P.C.: Data File: 8rissonEast-Plat 1:. $ 11i1IPPER N0. .................. NOT VALIf WI L%W G( RE AND THE ORIGINAL Date:2/02/18 Dwg:BriwonEast-tetl6ll Order No..- RAISED SEAL OF NO.. - A, LNC,ELASED SURVEYOR AND MAPPER SEC. 17 - TWN.20 S. - RNG. 31 E. Field Bk: i w f CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: l I - d (vim Documented Construction Valuer Job Address: 2455 Waxwing Way Parcel ID: 17-20-31-502-0000-1600 Type of Work: New 0 Addition Alteration Repair Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel 3,920.00 Historic District: Yes No Residential 0 Commercial Demo Change of Use Move Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Phone 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CA01816317 Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: 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 or all laws regulati ng 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: 51h Edition (2014) Florida Building Code Revised: June30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS'713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date t'rint Owner/Agent's Name Signature of Notary -State of Florida Date. a,,2/2018 Signature of ContractT/Agent Date iI 2/2212018 hm: Notary Public State of Florida Arionna C Rosenwinkel a My Commission GG 147038 jaM1 ' Expires1010112021 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application Is WORK ORDER 3334n Date: 8/2/2017 144703 Subdivision I Phase Bld L/U Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 11601 2455 Waxwing WayADDRESS: 1.064 Greenwood Blvd Ste 124 Job Address: CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford FL 32773 Model/Bldg., 1200 Atlantis Order Taken By: Equipment Brand: Carrier 14 Seer Heat. Pu p R-410a A/H-2 or Furnac( Job Contact: S Woolwine A/H-1 or Furnace FB4CNP030L00 Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NBO240OG CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H 3 or Furnace A/H-4 or Furnac( Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper Y615OA1017 Qty 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 304.71 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped StI. 9 X Flue Pipe: X Grs.Stamped. Returr 6 X Filter Base X Grs:White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 2 X Elect. Air Cl. X Kit. Hood Duct: X Cone. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.54 19.40 Rou hin 1,925.00 04-Installation Labor 14.84 222.53 06-Piping Labor 6.131 104.13 Trim 1,925.00 14-Kitchen Vent Trim 02-Material/Tax 897.71 01-Equipment/Tax 1,334.45 Permit 70.00 80.0009-Permit/Other 011-Delivery Labor 1.00 12.64 20-Pull Material Labor 2.01 25.29 Total Contract: 3,920.00 12-StartupLabor 2,501 42.60 JRevision0 _ , . City of Sanford Response to Comments - Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 APR 0 S Email: building@sanfordfl.gov Permit # 17-2652 LOT 160 Submittal Date April 5th 2018 Project Address: 2455 Waxwing Way Contact: Jason Ornoff Ph: 407-494-9207 Fax: Email: iason.ornoffCa starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: ROUTING INFORMATION Approvals f2 . is RECORD COPY Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: WPO160 - THE JOB WAS PERMITTED PRIOR TO DECEMBER 31.20'MiTelE USA, Inc. 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WPO160 Model: 1200 T FL 33610-4115 Lot/Block: 160 Subdivision: Wyndham Preserves Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 24 individual, dated 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. Seal# Truss Name Date No. Seal# Truss Name Date 11 IT13691166 ICJ1 4/5/18 118 1 T13691183 IT18 4/5/18 12 I T13691167 I CJ3 14/5/18 119 I T13691184 I T19 14/5/18 I 13 I T13691168 I CJ5 14/5/18 120 I T13691185 I T20 14/5/18 I 14 I T13691169 I EJ6 14/5/18 121 I T13691186 I T21 4/5/18 15 IT13691170 I EJ7 14/5/18 122 I T13691187 I V2 14/5/18 I 1T13691171 I HJ6A 14/5/18 123 I T13691188 I V4 4/5/18 I 17 I T13691172 I HJ7 14/5/18 124 I T13691189 I V6 14/5/18 I 18 I T13691173 I T02 14/5/18 I I I I I I 1 REV Z) I 19 I T13691174 I T09 14/5/18 110 I T13691175 I T10 14/5/18 I1 I T13691176 I T11 14/5/18 112 I T13691177 I T12 14/5/18 113 I T13691178 I T13 14/5/18 114 I T13691179 I T14 14/5/18 15 I T13691180 I T15 14/5/18 16 I T13691181 I T16 14/5/18 117 I T13691182 I T17 14/5/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) 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. P\LD ING SANF RD OFPAF z IIIIIIf1j'' I No 39380 D STATE OF ' 4,U fSS'0 N A, - 0 0 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply T13691166 WP0160 CJ1 Jack -Open 11 1 Job Reference (optional) ouw,r, eovw mnpa, Wool ..ny, riunua uvvv rug vw,r mu ert'n—unes, roc. inu npr w u—t. w—ro rage i ID:75SJeCQ8yQ W2itGVr5nBLly96Pw-dbO2UmTH8nDhPiO9KWppSdA1 kVQvn50yOFOhnOzTrWx 1-0-0 1-0-0 md 0 46 2x4 = Scale = 1:6.6 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-8/Mechanical, 2=125/0-8-0, 4=9/Mechanical Max Horz 2=33(LC 8) Max Uplift3=-8(LC 1), 2=-77(LC 8) Max Grav 3=17(LC 8), 2=125(LC 1), 4=18(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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed end vertical left and right exposed;C-C for members . and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 77 lb uplift at joint 2. 6) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date: April 5,2018 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691167 WPO160 CJ3 Jack -Open 10 1 Job Reference foptionall Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:15 2018 Page 1 ID:75SJeCQ8yQ W2itGVr5nBLly96Pw-5naQi6Uvv5LYOsbMtDK2_giBkvl5WYG5cv7EJTzTrWw 1-0.0 - 3-0-0 Scale = 1:10,9 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 -999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Horz 2=66(LC 12) Max Uplift3=-47(LC 12), 2=-77(LC 8) Max Grav 3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 77 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED Ii REFERENCE PAGE 01111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691168FJobeferenceWPO160CJ5Jack -Open 10 1 optional) Cunaers t- rsz Source, I ampa, Yiant Uty, rlonaa 3]abb r.ti4U s Aug It, ZUI / MI I eK Industries, Inc. I nu Apr Vb UtAt:Ib ZUIa rage 1 ID: 75SJeCQ8yQ W2itG V r5nB Lly96Pw-5naQ i6Uvv5LYOsbMtDK2_gi6cviCVW G5cv7 EJTzTrWvv 1-0-0 5-0-0 1-o-0 5-0-0 Scale = 1:15.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip COL 1.25 TC 0.47 Vert(ILL) 0.03 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 . Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=101(LC 12) Max Uplift3=-92(LC 12), 2=-75(LC 8) Max Grav 3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Aftil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply rwss T13691169i WPO160 EJ6 nopitch 1 1 Job Reference (optional) ' Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47'16 2018 Page 1 ID:75SJeC Q8yQ W2itGVr5nBL1y96Pw-Zz8pv S VXg PTPeOAYRxsHX2 FEil?SF? WFrZtorvzTrWv 1-0-0 6-4-0 r 1O 6-4-0 Scale = 1:17.8 dl 2x4 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.07 2-4 >956 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.19 2-4 >382 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 21 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=152/Mechanical, 2=300/0-8-0, 4=59/Mechanical Max Horz 2=124(LC 12) Max Uplift 3=-121(LC 12), 2=-77(LC 12) Max Grav 3=152(LC 1), 2=300(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 3 and 77 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/07/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691170 WP0160 EJ7 Jack -Open 14 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:16 2018 Page 1 ID:75SJeCQ8yQ W2itGVr5nBLly96Pw-Zz8pvSVX9PTPeOAYRxsHX2FE71??F?WFrZtorvzTrWv r - 1-0-0 i 7-0-0 _ 1-0-0 7-0-0 Scale = 1. 19.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.68 Vert(LL) 0.10 2-4 >763. 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz 2=136(LC 12) Max Uplift 3=-114(LC 12), 2=-81(LC 12) Max Grav 3=159(LC 1), 2=324(LC 1), 4=121(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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3 and 81 Ito uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - -- a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13691171 WPO160 HJ6A Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:18 2018 Page 1 ID:75SJeCQByQ W2itGVr5nBLly96Pw-WMGZK8WoBOj7tKKwZMuicTKdg6eVjs?YltMvwozTrWl 1-5-0 4-9-10 8-11-8 1-5-0 4.9-10 4-1.13 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.48 TCDL 7.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) 2.4 11 Scale = 1:19.5 DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) -0.13 5-8 >842 240 MT20 2441190 Vert(TL) -0.31 5-8 >342 180 Horz(TL) 0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=410/0-8-0, 5=385/0-10-15 Max Horz 2=137(LC 7) Max Uplift2=-116(LC 4), 5=-159(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-543/244, 3-9=-511/271 BOT CHORD 2-11=-305/521, 11-12=-305/521, 12-13=-305/521, 5-13=-305/521 WEBS 3-5=-502/309 Weight: 39 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2 and 159 lb uplift at joint 5. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 85 lb up at 1-5-12, 74 Ito down and 85 Ito up at 1-5-12, 28 lb down and 42 lb up at 4-3-11, 28 lb down and 42 lb up at 4-3-11, and 54 lb down and 97 lb up at 7-1-10, and 54 lb down and 97 lb up at 7-1-10 on top chord, and at 1-5-12, at 1-5-12, 9 lb down at 4-3-11, 9 lb down at 4-3-11, and 36 Ito down at 7-1-10, and 36 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-6=-20 Concentrated Loads (lb) Vert: 9=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691172 WP0160 HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:19 2018 Page 1 ID.75SJeCQ8yQW2itGVr5nBLly96Pw-_YpxYUXQyKr VUv763P_9gtpvvvOpSH5hXX5SSEzTrWs 1-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7-8 Scale = 1:21.8 Jd 2x4 = 2x4 = 2x4 11 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.10 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=124/Mechanical, 2=445/0-10-15, 5=290/Mechanical Max Horz 2=146(LC 22) Max Uplift4=-98(LC 4), 2=-138(LC 4), 5=-62(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-762/171, 8-9=-737/187, 3-9=-703/179 BOT CHORD 2-11=-254/702, 11-12=-254/702, 7-12=-254/702, 7-13=-254/702, 6-13=-254/702 WEBS 3-7=0/284, 3-6=-746/270 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 4, 138 lb uplift at joint 2 and 62 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed 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) 78 lb down and 85 lb up at 1-4-15, 78 lb down and 85 lb up at 1-4-15, 28 lb down and 42 lb up at 4-2-15, 28 lb down and 42 lb up at 4-2-15, and 54 lb down and 97 Ito up at 7-0-14, and 54 lb down and 97 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 9 lb down at 4-2-15, 9 Ib down at 4-2-15, and 36 Ito down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 8=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B=-18) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 April 5,2018 Job Truss Truss Type Qty Ply T13691173 WP0160 T02 Common 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:20 2018 Page 1 ID:75SJeCQ8yQ W2itGVr5nBLly96Pw-SINJIpY2jdzr7dUJgnwDhuQO1 wLHBnrgmAr?_gzTrWr 5-6-14 10-6-0 15-5-2 21-0-0 222 1-0-0 5-6-14 4-11-2 4-11-2 5-6-14 1-0-0 Scale = 1:3T8 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 7.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 " Rep Stress Incr YES WB 0.17 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.06 2-10 >999 240 MT20 244/190 Vert(TL) -0.19 2-10 >999 180 Horz(TL) 0.05 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=824/0-8-0, 6=824/0-8-0 Max Horz 2=74(LC 16) Max Uplift2=-208(LC 12), 6=-208(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1444/608, 3-11=-1395/620, 3-12=-1272/568, 4-12=-1214/578, 4-13=-1214/578, 5-13=-1272/568, 5-14=-1395/620, 6-14=-1444/608 BOT CHORD 2-10=-475/1272, 9-10=-249/863, 8-9=-249/863, 6-8=-491/1272 WEBS 4-8=-153/447, 5-8=-267/251, 4-1 0=-1 53/447, 3-10=-267/251 Weight: 92 lb FT = 20 Structural wood sheathing directly applied or 4-7-12 oc purlins, Rigid ceiling directly applied or 8-4-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-6-0, Exterior(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2 and 208 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t$ Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Am building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691174 wP0160 T09 Common 10 1 Job Reference foptionah Builders FirstSource, Tampa, Plant City, Florida 33566 Z640 s Aug 16 2017 MiTek Industries, Inc, Thu Apr 05 07:47:21 2018 Page 1 ID:75SJeCQ8yQVJ2itGVr5nBLly96Pw-wxxhy9ZgUx5ikn3VEURSE5y6_JadvvDt_?gaZX6zTrWq 7-6-14 i 14-6-0 21-5-2 29-0-0 30.0.0 1-40 7-6-14 6-11.2 6-11.2 7-6-14 1-0.0 Scale = 1:50.9 11 5.00 12 4x6 = 3x6 = 3x6 = 3x4 = 3x6 - 3x4 = 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/TP12007 CSI. DEFL. in (loc) I/defl Lid TC 0.61 Vert(LL) -0.26 10-12 1999 240 BC 0.96 Vert(TL) -0.59 2-12 >577 180 WB 0.25 Horz(TL) 0.09 8 1 n/a Matrix) PLATES GRIP MT20 244/190 Weight: 126 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz 2=-100(LC 13) Max Uplift2=-276(LC 12), 8=-276(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-2057/838, 3-13=-2008/859, 3-4=-1824/778, 4-14=-1742/788, 5-14=-1741/798, 5-15=-1741/798, 6-15=-1742/788, 6-7=-1824/778, 7-16=-2008/859, 8-16=-2057/838 BOT CHORD 2-12=-675/1838, 12-17=-353/1224, 11-17=-353/1224, 10-11=-353/1224, 8-10=-691/1838 WEBS 5-10=-210/653, 7-10=-396/347, 5-12=-210/653, 3-12=-396/347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0 zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 2 and 276 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Ia d Thomas A. Albani PE No,39380 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 5,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. oB Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k, is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691175LbWP0160T10Hip11 Reference (optional) Builders FifstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:21 2018 Page 1 ID:75S JeC QByQ W2itGVr5nBL Iy96Pw-wxxhy9ZgUx5ikn3V E U RS E 5y8_Jgpw8p_?gaZx6zTr Wq r1-0-0 6-9-14 13-0-0 16-0-0 22-2-2 29-0-030-0.0 1-0.0 6-9-14 6-2-2 3-0-0 6-2-2 6-9.14 Scale = 1:51.8 dP 5x8 = 4x6 = 3x6 = 12 11 10 9 3x6 = 2x4 11 3x4 = 5x8 = 2x4 II Ib 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 FBC2014ITP12007 CSI. TC 0.48 BC 0.63 WB 0.57 Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.11 11 >999 240 Vert(TL) -0.29 11-12 >999 180 Horz(TL) 0.11 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 144 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP -CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz 2=-90(LC 13) Max Uplift2=-266(LC 12), 7=-266(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2148/935, 3-13=-2085/951, 3-14=-1533/749, 4-14=-1460/767, 4-5=-1357/775, 5-15=-1460/766, 6-15=-1533/748, 6-16=-2085/951, 7-16=-2148/934 BOT CHORD 2-12=-777/1906, 11-12=-777/1906, 10-11=-463/1356, 9-10=-782/1906, 7-9=-782/1906 WEBS 3-12=0/284, 3-11=-624/347, 4-11=-92/353, 5-10=-117/355, 6-10=-624/347, 6-9=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0, Interior(1) 20-2-15 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 266 lb uplift at joint 2 and 266 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall kfiw building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T1369117a WP0160 T11 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:22 2018 Page 1 ID:75SJeCQ8yQ W2itGVr5n8Lly96Pw-07V4AVZIFFDZMxdioCyhmJVEtjOvfeP7DUK63ZZTrWp 5-9-14 11-0-0 18-0-0 23-2-2 29-0-0 1-0.0 19-14 5-2-2 7-0-0 5-2-2 5-9-14 Scale = 1:51.8 r 5x8 = 4x6 = 16 17 5 3x6 = 13 12 _ 10 9 3x6 = 2x4 II 3x4 = 3x4 — 3x8 = 2.4 5-9-14 11-0-0 18-0-0 23-2-2 29-0-0 5-9-14 5-2-2 7-0-0 5.2-2 5-9-14 Plate Offsets (X Y)— f4 0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.11 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.31 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz 2=-77(LC 13) Max Uplift2=-250(LC 12), 7=-250(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2170/994, 3-14=-2113/1007, 3-15=-1711/848, 4-15=-1657/864, 4-16=-1539/859, 16-17=-1539/859, 5-17=-1539/859, 5-18=-1657/863, 6-18=-1711/848, 6-19=-2113/1007, 7-19=-2170/994 BOT CHORD 2-13=-835/1929, 12-13=-835/1929, 11-12=-586/1538, 10-11=-586/1538, 9-10=-841/1929, 7-9=-841 /1929 WEBS 3-12=-449/276, 4-12=-42/385, 5-10=-41/385, 6-10=-448/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 22-2-15, Interior(1) 22-2-15 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 250 lb uplift at joint 2 and 250 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691177 WPO160 T12 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:23 2018 Page 1 ID:75SJeCQ8yQVV2itGVr5nBLly96Pw-sK3SNrawOYLQ 5CuLvUwJW2VZ7JbO4gHS83gb?zTrWo r a-9-t4 s-0-0 14-6-0 20-0-0 1 24-2-2 29-0-0 g0-0-01 1-0-0 4-9-14 4-2.2 5-6-0 5-6-0 4-2-2 4-9-14 70-0 Scale = 1:51.8 inM. 1Ey 44 = 3x8 = 4x6 = 1 15 D 16 5 3x6 = 13 12 10 3x6 = 3x8 = 2114 II 3x4 = 3x8 = 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/TP12007 CS]. DEFL. in (loc) I/defl L/d TC 0.41 Vert(LL) -0.16 2-13 >999 240 BC 0.80 Vert(TL) -0.45 2-13 >751 180 WB 0.36 Horz(TL) 0.11 8 n/a n/a Matrix) PLATES GRIP MT20 244/190 Weight: 140 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz 2=65(LC 16) Max Uplift2=-267(LC 8), 8=-267(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2130/1078, 3-14=-2101/1092, 3-4=-1878/915, 4-15=-1707/902, 5-15=-1706/902, 5-16=-1706/902, 6-16=-1707/902, 6-7=-1878/915, 7-17=-2101/1092, 8-17=-2130/1078 BOT CHORD 2-13=-918/1911, 12-13=-820/1987, 11-12=-820/1987, 10-11=-820/1987, 8-10=-923/1911 WEBS 3-13=-250/279, 4-13=-121/472, 5-13=-440/240, 5-10=-440/240, 6-10=-121/472, 7-10=-250/279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 24-4-6, Interior(1) 24-4-6 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 267 lb uplift at joint 2 and 267 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Eel* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandproperlydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691178LbWP0160T13HipGirder11 Reference (optional) BWlaefs Fl rsisource, I ampa, clam tarty, rlonaa 3:17bb rt-0.0 3-9.14 7-40 12-0-C 1-0-0 a9-14 3-&2 4x6 = 5.00 12 q 15 r.b4U s Aug lb zui / MI I ek Ind u stnes, Inc. I nu Apr US u/:41:Z4 MO rage 1 ID:75 SJ eC Q8yQ W2itGVr5nBL1y96Pw-KWdgbBbYnsTHbFn4vc?9skaa6Xlg7 NuQhopD7 RzTrV\ 17-0-0 22-0-0 25-2-2 29-0-0 5-0-0 5-0-0 3-2-2 3-9-14 1-0.0 l Scale = 1:53.1 3x4 = 3x4 = 4x6 = 16 5 17 18 19 6 20 21 7 3x12 MT20HS % 14 22 23 24 13 12 25 26 11 3x12 MT20HS 3x8 = 6x12 MT20HS = 3x8 = 3x4 = 7-0-0 14-6.0 22-0-0 _ 29-0-0 7-0-0 7-6-0 7-6-0 7-0-0 Plate Offsets (X.Y)— 12:0-3-0,0-1-81.19:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.31 13 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.65 13-14 520 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except" TOP CHORD 4-7: 2x4 SP No.1 BOT CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2164/0-8-0, 9=2164/0-8-0 Max Horz 2=-52(LC 28) Max Uplift2=-676(LC 4), 9=-677(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4749/1474, 3-4=-4666/1459, 4-15=-4358/1381, 15-16=-4358/1381, 5-16=-4357/1381, 5-17=-5892/1812, 17-18=-5892/1812, 18-19=-5892/1812, 6-19=-5892/1812, . 6-20=-4356/1382, 20-21=-4356/1382, 7-21=-4357/1382, 7-8=-4665/1460, 8-9=-4747/1475 BOT CHORD 2-14=-1325/4294, 14-22=-1798/5706, 22-23=-1798/5706, 23-24=-1798/5706, 13-24=-1798/5706, 12-13=-1801/5706, 12-25=-1801/5706, 25-26=-1801/5706, 11-26=-1801/5706, 9-11=-1305/4293 WEBS 3-14=-147/251, 4-14=-245/1333, 5-14=-1608/612, 5-13=0/450, 6-13=0/451, 6-11=-1609/611, 7-11=-246/1332, 8-11=-147/252 rAd PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 161 lb FT = 20% Structural wood sheathing directly applied or 2-0-5 oc purlins. Rigid ceiling directly applied or 7-5-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 676 Ito uplift at joint 2 and 677 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed 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) 200 lb down and 224 Ito up at 7-0-0, 105 Ito down and 119 Ito up at 9-0-12, 105 Ib down and 119 lb up at 11-0-12, 105 lb down and 119 lb up at 13-0-12, 105 lb down and 119 lb up at 14-6-0, 105 lb down and 119 lb up at 15-11-4, 105 lb down and 119 Ib up at 17-11-4, and 105 Ito down and 119 lb up at 19-11-4, and 200 lb down and 224 Ito up at 22-0-0 on top chord, and 320 lb down and 72 lb up at 7-0-0, 81 Ito down at 9-0-12, 81 Ib down at 11-0-12, 81 Ito down at 13-0-12, 81 lb down at 14-6-0, 81 lb down at 15-11-4, 81 lb down at 17-11-4, and 81 lb down at 19-11-4, and 320 lb down and 72 lb up at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ndard WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Thomas A. Albani PE No.39380 Iiii USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691178 WP0160 T13 Hip Girder 1 1 JoO Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:24 2018 Page 2 ID:75SJeCQByQ W2itGVr5nBLly96Pw-KWdgbBbYnsTHbFn4vc?9skaa6Xlg7NuQhopD7RzTrWn LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-9=-20 Concentrated Loads (lb) Vert: 4=-1 53(B) 7=-1 53(B) 12=-58(B) 14=-320(B) 13=-58(B) 11 =-320(B) 15=-1 05(B) 16=-105(B) 17=-1 05(B) 1 8=-1 05(B) 19=-1 05(B) 20=-1 05(B) 21 =-1 05(B) 22=-58(B) 23=-58(B) 24=-58(B) 25=-58(B) 26=-58(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. m® Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall iIv building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691179 Job WP0160 T14 Hip Girder 1 1 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:25 2018 Page 1 ID:75SJeCQ8yQ W2itGVr5nBLly96Pw-piBCoXcBYAbBDPMHTKW00x7jVxzxs?gavSYmguzTrWm 1-0-0 3-9-14 14-0-0 17-2-2 21-0-0 _ 1227-0-0-0-0 1-110 3-9-14 3.2-2 7-0-0 3-2-2 3-9-14 1-0-0 Scale = 1:38.4 r 4x10 MT20HS = 4x10 MT20HS = 4 12 13 14 5 3x6 = 3x8 = 4x6 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CS]. TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 TCDL 7.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr NO WB 0.26 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 "Except' 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1542/0-8-0, 7=1542/0-8-0 Max Horz 2=-52(LC 28) Max Uplift2=-494(LC 8), 7=-494(LC 9) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.15 9-11 >999 240 MT20 244/190 Vert(TL) -0.44 9-11 >560 180 MT20HS 187/143 Horz(TL) 0.10 7 n/a n/a Weight: 97 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3124/995, 3-4=-3102/983, 4-12=-2888/943, 12-13=-2888/943, 13-14=-2888/943, 5-14=-2888/943, 5-6=-3098/983, 6-7=-3122/996 BOT CHORD 2-11=-895/2782, 11-15=-835/2884, 15-16=-835/2884, 10-16=-835/2884, 9-10=-835/2884, 7-9=-845/2781 WEBS 3-11=-174/263, 4-11=0/684, 5-9=0/682, 6-9=-175/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 2 and 494 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks with fixed 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) 200 lb down and 224 lb up at 7-0-0, 105 lb down and 119 Ito up at 9-0-12, 105 lb down and 119 lb up at 10-6-0, and 105 lb down and 119 lb up at 11-11-4, and 200 lb down and 224 lb up at 14-0-0 on top chord, and 320 lb down and 72 lb up at 7-0-0, 81 lb down at 9-0-12, 81 lb down at 10-6-0, and 81 lb down at 11-11-4, and 320 lb down and 72 lb up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Ib LOAD CASE(S) Standard Thomas A. Albani PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cori 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-4=-54, 4-5=-54, 5-8=-54, 2-7=-20 Date: April 5,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 7ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mi I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691179 WPO160 T14 Hip Girder 1 1 Job Reference footional builders FlrstBource, Tampa, Plant City, Florida 33566 7.640 5 Aug 16 2017 MITek Intlusines, Inc. Thu Apr 05 07:47:25 ZU15 Page 2 ID:75SJeCQ8yQ W2itGVr5n6Lly96Pw-piBCoXcBYAb8DPMHTKWOOx7jVxzxs?gavSYmguzTrWm LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-153(F) 5=-153(F) 10=-58(F) 11=-320(F) 9=-320(F) 12=-105(F) 13=-105(F) 14=-1 05(F) 15=-58(F) 16=-58(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ire ` is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabricatIon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T136911807JobReferenceWPO160T15Hip11 optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07.47,26 2018 Page 1 ID:75 SJeC Q8yQ W2itG V r5nB L Iy96Pvv-H ukaOtcpJTj_rYxT111 dx9fOd KLmbU nj861 KC KzTrVN 1-0-0 4-9-14 9-0-0 12-0-0 16-2-2 21-0-0 22-0-0 1-0-0 4-9-14 4-2-2 3-0-0 4-2-2 4-9-14 1-0-0 Scale = 1:38.4 46 = 5.8 = Ib 3x6 - 3x8 = 5x8 = 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 Stress Incr YES Code FBC2014/TP12007 CSI. TIC 0.42 BC 0.71 WB 0.14 Matrix) DEFL. in Vert(LL) -0.16 Vert(TL) -0.42 Horz(TL) 0.05 loc) I/defl L/d 7-9 >999 240 7-9 >587 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 99 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=824/0-8-0, 7=824/0-8-0 Max Horz 2=-65(LC 13) Max Uplift 2=-1 97(LC 12), 7=-197(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1425/752, 3-11=-1397/765, 3-4=-1138/574, 4-5=-1011/582, 5-6=-1136/574, 6-12=-1397/765, 7-12=-1425/752 BOT CHORD 2-10=-621/1273, 9-10=-353/1011, 7-9=-627/1273 WEBS 3-10=-304/300, 4-10=-58/280, 5-9=-53/281, 6-9=-305/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 16-4-6 to 22-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 197 lb uplift at joint 2 and 197 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 5,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p q building design. Bracing indicatedistopreventbucklingofindividualtrussweband/or chord members only. Additional temporary and permanent bracing iVliTek' is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691181 wp0160 T16 Common 3 1 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:26 2018 Page 1 ID 75SJeCQ8yQW2itGVr5nBLIy96Pw-HukaOtcpJTj rYxT111dx9f2OKOcbUFj861KCKzTrWI 5-6-14 10-6-0 15-5-2 21-0-0 1 22-10 5-6-14 4-11-2 4-11-2 5-6-14 1-0-0 Scale = 1:36.8 4x6 = Id 3.4 — 3.4 = 3.4 = 3x4 = 3.4 = 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 FBC2014ITP12007 CS]. TC 0.31 BC 0.53 WB 0.18 Matrix) DEFL. in Vert(LL) -0.06 Vert(TL) -0.19 Horz(TL) 0.05 loc) I/defl Lid 1-9 >999 240 1-9 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 91 Ito FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=750/0-8-0, 5=827/0-8-0 Max Horz 1=-81(LC 13) Max Uplift 1=-173(LC 12), 5=-208(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1450/654, 2-1 0=-1 395/664, 2-11=-1287/608, 3-11=-1229/623, 3-12=-1219/597, 4-12=-1277/587, 4-13=-1400/639, 5-13=-1450/627 BOT CHORD 1-9=-513/1290, 8-9=-268/869, 7-8=-268/869, 5-7=-508/1277 WEBS 3-7=-149/446, 4-7=-267/252, 3-9=-161/460, 2-9=-274/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (envelope) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 10-6-0, Exterior(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 1 and 208 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekI) connectors. This design is based only upon parameters shown, and is for an individual building component, not -- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691182LbWPO160T17RoofSpecialGirder11 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47.27 2018 Page 1 ID:75SJeC Q8yQW2itG V r5nB Lly96Pw-15lzD Dd R4nsrS iWfalYsTMCA4kiKKoOsNm 1 tkmzTrWk rt-0-0 s-4-0 14-4-0 18-6-0 23.5.2 29-0-0 6-4-0 8-0-0 4-2-0 4.11-2 5-6-14 Scale = 1:52.7 4x6 — 3x4 = 12 11 — - 4x6 = 3x4 = 3x4 — 2x4 II 4x12 — 6-0-0 6 4{J 14.4-0 21-4-2 29-0-0 6-0-11 0.4-0 8-0-0 7-0-2 7.7.14 Plate Offsets (X Y)— f3 0-4-0 0-2-21 f4 0-4-0 0-2-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.50 Vert(LL) -0.09 9-11 -999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.23 7-9 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.72 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 151 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except" TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except` 2-10: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=-45/0-8-0, 12=1601/0-8-0, 7=822/0-8-0 Max Horz 2=75(LC 12) Max Uplift2=-111(LC 20), 12=-420(LC 8), 7=-213(LC 9) Max Grav 2=18(LC 19), 12=1601(LC 1), 7=822(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-182/776, 3-13=-1215/291, 4-13=-1215/291, 4-5=-1420/389, 5-6=-1231/297, 6-7=-1436/354 BOT CHORD 2-12=-656/197, 12-14=-579/178, 11-14=-579/178, 10-11=-122/858, 9-1 0=-1 25/856, 7-9=-254/1266 WEBS 3-12=-1340/503, 3-11=-387/1887, 4-11=-872/367, 5-11=-194/632, 5-9=-89/425, 6-9=-280/213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) 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 111 lb uplift at joint 2, 420 lb uplift at joint 12 and 213 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 125 lb up at 7-0-12 on top chord, and 79 lb down at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Albani PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 8904 Parke East Blvd. Tampa Fl 33810 Vert: 1-3=-54, 3-4=-54, 4-5=-54, 5-8=-54, 2-7=-20 Date: April 5,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691182LbWP0160T17RoofSpecialGirder11 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13=-98(F) 14=-39(F) 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:27 2018 Page 2 I D:75SJeC Q8yQVV2itGVr5n BLly96Pw-1512DDdR4nsrS i VVfalYsTMCA4kj KKoOsN m 1 tkmzTrVNc WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691183 WPO160 T18 Hip 1 1 Lb Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:28 2018 Page 1 ID:75SJeCQ8yQ W2itGVr5nBLly96Pw-DHsLQYe3r5_i4s5r8S350aIM183Q3J7OcQnQGCzTrW1 r1-0.0 60-0 8-4-0 14-6-0 20.8-0 4-'2 29-0-0 130-0-0 1-0.0 Tr0-0 2-4-0 6-2-0 6-2-0 3-112 4-5.14 1-0-0 Scale = 1:51.8 61 5.00 5x8 = 2x4 11 5x8 = 1 17 1 18 6 3x4 = 14 13 12 -- 10 3x4 2.4 II 3x4 = 5x8 = 3x4 3x4 = 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 FBC2014ITP12007 CSI. TC 0.43 BC 0.63 WB 0.47 Matrix) DEFL. in Vert(LL) -0.11 Vert(TL) -0.30 Horz(TL) 0.03 loc) I/defl L/d 8-10 >999 240 8-10 >894 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=29/0-8-0, 14=1364/0-8-0, 8=848/0-8-0 Max Horz 2=-60(LC 17) Max Uplift2=-130(LC 24), 14=-300(LC 9), 8=-215(LC 9) Max Grav 2=68(LC 23). 14=1364(LC 1), 8=848(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-234/551, 15-16=-224/554, 3-16=-221/609, 4-17=-1073/630, 5-17=-1073/630, 5-18=-1073/630, 6-18=-1073/630, 6-7=-1253/636, 7-19=-1462/798, 8-19=-1491/786 BOT CHORD 2-14=-506/313, 13-14=-506/313, 11-12=-423/1127, 10-11=-423/1127, 8-10=-658/1330 WEBS 3-14=-1244/655, 3-13=-416/968, 4-13=-620/356, 4-12=-521/1062, 5-12=-385/327, 6-10=-15/339. 7-10=-233/25 7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C, Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to 24-8-6, Interior(1) 24-8-6 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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 130 lb uplift at joint 2, 300 lb uplift at joint 14 and 215 Ito uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Ill PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691184 WP0160 T19 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:29 2018 Page 1 ID:75 S JeC Q8yQ W2itGVr5nBLly96Pw-hTQjeufhcO6ZiOg2iAaKZnH W3YQ 7oni9g4 W_1fzTrWi r1-0T 6-0-0 10.4-0 14-6-0 18-8-0 23-0-0 29-0-0 130-0.0 1.0.0 6-0-0 4-4-0 4-2-0 4-2-0 4-4-0 6-0-0 Scale = 1:51.8 P 4x6 = 4x6 = 3x4 = 4 5 6 3.4 = 14 13 11 10 3x4 = 2x4 II 3x8 = 3x4 3x8 = 2x4 II Ib 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/TP12007 CSI. TC 0.41 BC 0.55 WB 0.39 Matrix) DEFL. Vert(LL) Verl(TL) Horz(TL) in (loc) I/defl L/d 0.11 11-13 >999 240 0.30 11-13 >908 180 0.03 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=71/0-8-0, 14=1312/0-8-0, 8=858/0-8-0 Max Horz 2=-73(LC 13) Max Uplift2=-83(LC 24), 14=-251(LC 9), 8=-215(LC 13) Max Grav 2=122(LC 23), 14=1312(LC 1), 8=858(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-180/440, 3-15=-170/506, 3-4=-580/342, 4-5=-484/357, 5-6=-973/598, 6-7=-1100/596, 7-16=-1462/741, 8-16=-1520/728 BOT CHORD 2-14=-404/265, 13-14=-404/265, 12-13=-318/844, 11-12=-318/844, 10-11=-595/1334, 8-10=-595/1334 WEBS 3-14=-1194/640, 3-13=-406/1014, 5-13=-552/339, 6-11=-39/254, 7-11=-425/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-4-0, Exterior(2) 10-4-0 to 23-0-0, Interior(1) 23-0-0 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 83 lb uplift at joint 2, 251 lb uplift at joint 14 and 215 lb uplift at joint B. 7) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 5,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. id/03/2a15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691185 Job wP0160 T20 Hip 1 1 Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:29 2018 Page 1 I D:75SJeC Q8yQ W2itGVr5nBL Iy96Pw-hTQjeufhcO6ZiOg2iAaKZnH U4YRKooy9g4 W,pfzTrWi r1-0.0 5.11-14 11-4-0 17-8-0 23-0-2 29-0-0 30-0-0 5-11-14 5-4-2 s-a-o 5-4-2 5-11-14 1-0-0' Scale = 1:51.8 d 5x8 = 4x6 = 1 16 17 5 3x4 = 12 10 9 3x4 = 13 3x4 = 3x4 - 3x8 = 2x4 II 2x4 II 5-11-14 60-8 11-4-0 7--0 23-0-2 2 0 0 I 14 9-0-0 0.1111-14 5-3-8 5-4.2 1-14 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 7.0 Lumber COL 1.25 BC 0.46 BCLL 0.0 Rep Stress Incr YES WB 0.37 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.05 9 >999 240 MT20 244/190 Vert(TL) -0.13 7-9 >999 180 Horz(TL) 0.03 7 n/a n/a Weight: 140 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 6-4-0 except (jt=length) 7=0-8-0. Ib) - Max Horz 2=-80(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2 except 13=-242(LC 12), 7=-224(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2 except 13=1269(LC 1), 13=1269(LC 1), 7=868(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-108/317, 3-14=-99/386, 3-15=-705/404, 4-15=-642/420, 4-16=-916/598, 16-17=-916/598, 5-17=-916/598, 5-18=-990/584, 6-18=-1049/568, 6-19=-1500/743, 7-19=-1557/729 BOT CHORD 2-13=-295/196, 12-13=-295/196, 11-12=-155/584, 10-11=-155/584, 9-10=-599/1369, 7-9=-599/1369 WEBS 3-13=-1121/622, 3-12=-384/973, 4-12=-304/235, 4-1 0=-224/454, 6-1 0=-503/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-4-0, Exterior(2) 11-4-0 to 21-10-15, Interior(1) 21-10-15 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 joints) 2 except (jt=lb) 13=242, 7=224. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. d Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .!` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss PlyWP0160F.,, uspe ]Qty T13691186 T21 1 1 Job Reference tootionat) ousue's nimauw e, i dnipa, nmu guy, nmwa u0000 nug " u npr — w.n r.ou" io rage i ID:75S JeC Q8yQ W2itGVr5nBL1y96Pw-9g_5rEgJN iEQ JAF E Gt625?ggQykkXAcJ 3kGXL5zTrVVh V 1.0-0 6-11-14 6-4-2 2-4-0 6-4-2 6-11-14 1-0-0 Scale = 1:51.8 4x6 = 4x6 = 3x6 = 12 11 10 9 3x6 = 2.4 II 3x4 = 5x6 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(ILL) 0.16 9-10 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.34 9-10 998 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) PLATES GRIP MT20 244/190 Weight; 137 Ito FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz 2=-93(LC 13) Max Uplift2=-268(LC 12), 7=-268(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2142/922, 3-13=-2077/939, 3-14=-1507/737, 4-14=-1432/755, 4-5=-1330/747, 5-15=-1432/755, 6-15=-1507/737, 6-16=-2077/939, 7-16=-2142/922 BOT CHORD 2-12=-764/1900, 11-12=-764/1900, 10-11=-433/1330, 9-10=-770/1900, 7-9=-770/1900 WEBS 3-12=0/291, 3-11=-687/373, 4-11=-117/352, 5-10=-117/352, 6-10=-687/373, 6-9=0/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-4-0, Exterior(2) 13-4-0 to 15-8-0, Interior(1) 19-10-15 to 30-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 Ito uplift at joint(s) except (jt=lb) 2=268, 7=268. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. d Ib Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/201 S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691187 WP0160 V2 Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 2-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Apr 05 07:47:31 2018 Page 1 ID:75SJeC Q8yQ W2itGVr5nBLly96Pw-dsYT3agx8OM HxKgQpbdoeC NyU LEnGnDS IO?5tXzTrWg 5.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip COL 1.25 TC 0.03 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/size) 1=46/2-0-0, 2=3412-0-0, 3=12/2-0-0 Max Horz 1=22(LC 12) Max Uplift 1=-9(LC 12), 2=-26(LC 12) Max Grav 1=46(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. 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=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 70/03/2015 BEFORE USE. q! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691188 WP0160 V4 Valley 1 1 Job Reference footionall builders hlrsl80urce, I Bmpa, mart dry, rl0naa 66=b vbd 2x4 4-0-0 o4u s Aug lb zu I / mi I ex Inausines, Inc. I nu Apr uo UG4 CJl zv io rage 1 ID:75SJeC QBy Q N2itGVr5nBLIy96Pw-dsYT3agx80MHxKgQpbdoeC Nvi LD IGnD S 10?5tXzTr Wg 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=115/4-0-0, 3=115/4-0-0 Max Horz 1=65(LC 9) Max Uplift 1=-28(LC 12), 3=-39(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2 Scale = 1:11.3 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20 Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13691189 WP0160 V6 Valley 1 1 Job Reference (optional) builders rlfsibource, T ampa, clam Glty, monoa J3dbb v b 6-0-0 r.o9u shug lo- 1 r ml 1 es inuussnes, mc. u nPl vu o r.rr.oa ev, o rage, ID:75 SJeC Q8yQ W2itGVr5nB L Iy96Pw-526sGwhauJ U8ZTOdN I81 AQv6tlYC?D4c W2leP_zTrVVf 3 5 4 2x4 2.4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=55/6-0-0, 4=84/6-0-0, 5=238/6-0-0 Max Horz 1=106(LC 9) Max Uplift4=-27(LC 9), 5=-94(LC 12) Max Grav 1=60(LC 20), 4=84(LC 1), 5=238(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-174/301 Scale = 1:15.5 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 5,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols Numbering System General Safety Notes 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 —116r For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 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 vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/ TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB- 89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6- 4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C r -2 c2-3 U WEBS c3v 4 O O a U O a NC6-7 C5-6 BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/ LETTERS. PRODUCT CODE APPROVALS CC - ES Reports: ESR- 1311, ESR-1352, ESR1988 ER- 3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/0312015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specked. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. w ENVIRONMENTS FOR SITE ID:375039 LOT: 160 BLOCK HOUSE:2455 STREET: WAXWING WY CITY: SANFORD STATE: FL ZJP:32771 COUNTY: SEMINOLE ACCOUNTi: 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 10/102017 PROGRAM: HERS1100% TESTER: EFL IECC: 2009 CLIMATE ZONE: PROPERTY OWNER: PROPERTY ADDRESS: 2455 WAXWING WY, SANFORD, FL 32771 TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Revell* DATE: 05292015 Plumbina IR Sean el CORRECTION BUILDER " RATEFta cWAr''"' pNANIE.Y s NEEDEDVERIFlED Y VERIFIED 5.1 Attic Access Panel (fully gasketed and insulated) X 5.2 Attic drop -down Stair (fully gasketed and insulated) X 5.4 Recessed Lighting Fixtures (ICAT labeled and sealed to drywall) X 5.5 Whole -house Fan (insulated gasketed to the opening X 7.3 Fresh air ventilation installed per program specs X Blower Door BD Target BD Actual 0-- ow..,,w T..r n' ' d q u,1 x u .BUILDING ORIENTATION (,t "µ''"'1 PROORAM t r? 1/OUJME' CU:` ` CODE;r x,;. t`PROORAM rm` '.VOLUME CU: .. - 3 i r TAB °BHELL '`" a - CODE"' SHELL'' SOL :I N(0) N/A 11,196 0 0 PROGRAM' r 1 u4C10E a pfi CFM,60,Pa,aL pea ( PROORAM r 1 b0+aa„ v,. 7ACH CODE pr r PROGRAMII N CODE7 1 0 1,306 7 1,020 5.47 Mat Bdrm 0 Bdrm 2 0 Bdrm 3 0 Bdrm 5 0 Rm 1 0 Rm 3 0 Other o Bdrm 4 0 Rm 2 0 CO Detectors Energy Star QualifiedAppliances? ElBdem Lighling Package? 60 or> Of Hardwired Lights Must Be CFL Or LED Low Flow Faucets, Toilets etc? Programmable Themlostat4 X Cer96ed Green Program Level Requires Visual Inspecdon tip 34hvZhhU;m N 'kUdn.»'"p§U ENT 50 110 9 M1Z lModsl i2 . „e "ro :. rt mµ,.,rbNModel SYSTEM 1 WATER HEATER GARAGE AO SMITH SYSTEM WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM 1 FURNACE SYSTEM i HVAC OUTDOOR UNIT OUTSIDE CARRIER CH14NBO24 SYSTEM 1 HVAC INDOOR COIL SYSTEM HVACAHU (HEAT PUMP) INTERIOR CARRIER FB4CNP030 SYSTEM FURNACE SYSTEM 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 AHU (HEAT PUMP) SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP) ouaurn r n.n u r;.,,BUILDINOCHARACTERl9'LiG9ir..dad.'.i';';:^^=aaABDEBION=VALUES-:„.;y-„fw<r'A9BUILT;VALUEB."a„:;°5'".... OF BEDROOMS (REM) NA 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 TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Ravelk DATE: 0512=018 D L w3...=y se.,cis. _ M. ,. yC e' :"3 ^ Ste"". k'*, y •'" i°" t8S w n PROGRAMMABLE THERMOSTATS (PRIF) WATER HEATER TYPE (PRIF) CONVENTIONAL. WATER HEATER FUEL TYPE (PRIF) WATER HEATER SIZE, EFFICIENCY & LOCATION PRIF) INFILTRATION (HOUSE LKG) ACH (REM):NAw b ..,, s Htg 5.47 Clg 5.47 ACH,@ 50 Pascals; FRESH AIR VENTILATION TYPE (PRIF) AIR CYCLER s 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 # OF FANS (REM) NA NA VENTILATION TIME - HRS/DAY SPECIFIED (REM) NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR (PRIF) FRESH AIR VENTILATION FAN WATTS (REM) NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S (PRIF) INTERIOR % CFL'S (PRIF) DISHWASHER (PRIF) REFRIGERATOR (PRIF) FOUNDATION TYPE (PRIF) SLAB TYPE (PRIF) SLAB AREA (PRIF) SLAB DEPTH (PRIF) SLAB FULL PERIMETER (PRIF) SLAB GRADE (PRIF) FLOW RING (PRIF) HEATING (REM) NA NA COOLING (REM) NA NA AIR -SOURCE HP (REM) NA NA WATER HEATING (REM) NA NA I BUILDER REQUESTED BLOWER DOOR ONLY TO EXPEDITE YEAR END CLOSINGS FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 2455 Waxwing Wy Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 2455 Waxwing Wy (Lot 160) Jurisdiction: Cond. Floor Area: 0 Cond. Volume: 11196 Envelope Leakage Test Results Regression Data: C: n: R: Jln le Or IVIUI rVirlt I cat vary HOUSE PRESSURE FLOW: 1 50 Pa 1020 cfm 2 0 Pa 0 cfm 3 0 pa 0 cfm 4 0 pa 0 cfm 5 0 Pa 0 cfm 6 pa cfm Leakage Characteristics CFM(50): 1020 ELA: 56 EgLA: 133 ACH: 5.47 SLA: ACH(50) ' : 5.47 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1and2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined inSection553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of theresultsofthetestshallbesignedbythepartyconductingthetestandprovidedtothecodeofficial. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Digitally signed by Dave Revelle Date: 2018.05.29 19:09:46 EDT CN=Dave Revelle, O=TopBuild Home Services, OU, EMAILADDRESS=dave.revelle topbuild.com, C=US Signature: Printed Name: N/A Date: 05/29/2018 Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 375039EFL 10/25/2017 WYNDHAM PRESERVE LOT 160 P8 81, PG 93) ice- 1,C0 sa cc NTER WS89' 40'51 "W 606.15' CEAXWING WAY LINE 50' RIGHT-OF-WAY CONC CURB, (PRIVATE ROAD) I FIR / VR-O'. 240. 1 V kcpl 3 0 0 a, o Ui o O N CONC SIDEWALK Z FIR 40. 00' 10' UTILITY wu ' EASEMENT (P) CONCRETE LA DRIVEWAY CONC L,, WALK 16.1' 21. 0 5.5 LOT 161 0 LOT 160 LOT 159 AREA = S. F. o 0: M 2.3 m co 5. 5 5.7 N o 1 STORY Z o 0 RESIDENCE 4 m O 2455 WAXWING Q c NWAY 0 M FFE= 29.76 Of ZeW 5. 5! 28' 0 5. 5' A/ C`1"n N 10.0 PAD/ N O 0 o w 9 2884 F/ R 40.00' tiM6 tip' S89040' 5 % f7 IR LOT 174 LOT 175 LOT 176 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' LLB — Loon cqui menc LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk LB -Licensed usiness BFP- Backflow Preventer Sight Distance Easement S - Survey PRM-Permanent Ref. Monument R Reported PCP -Permanent Control Point D - Description FP&L -Florida Power & Light P - Plat FFE -Finish Floor Elevation D. B. -Deed Book Water Meter O. R.-Official Records Book D4-Water Valve P. B. - Plat Book ICf-Fire Hydrant Pg. - Page RC® -Reclaimed Water Meter Elev. - Elevation RCM -Reclaimed Water Valve Conc.- Concrete Cable Box BP - Brick Paver m -Telephone Box SW - Sidewalk El -Electric Box FFE - Finished Floor Elevation 0 -Utility Pole CI - Curb Inlet Guy Pole GTI- Grate Top Inlet Light Pole P. U.E.-Public Utility Easement E--Guy Anchor RCP - Reinforced Conc. Pipe oU--Overhead Utilities PVC - Polyvinyl Chloride Storm Sewer Manhole NCS - No Corner Set (Falls in Water) m -Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E. -Drainage/Utility Easement Coo -Clean Out FMGD- MAG NAIL & DISK CVD4-Irrigation Control Valve P. K. -Parker Kalon Nail I' -Sign SIR - Set 1/2" Iron Rod L87768 wD4-Gate Water Valve SPKD- Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2" Iron Rod LB7768 11•I-Existing Grade FIP - Found 1/2" Iron Pipe LB7768 of -Blow-off Valve FPKD- Found P.K. Nail & Disk LB7768 -ft--Drainage Flow Direction FCM- Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM L87778 Note: Some items in above leaen 10. 2 -As-Built/Existinq Grad@ maynotbearmlicableeli Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEY NOTE: NO SOD AT TIME OF SURVEY. DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights - of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon ore in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1" = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. m wv •—`- v D ° 00 4) 0 0- 4.,o 0 O 0 v 0 z v+ v c v 00. 0 a) a MBUILDYNG 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. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X" DESCRIPTION: LOT 160, according to the plat of " WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 05 29 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. e Geovoint Surveying, Inc. ames D. LONAL S LS6915 Drawn:RCA Checked:JDL P.C.: Data File:erissonEast-Pkrt FLORIDAPROFESSIONALSURVEYOR &MAPPER N0. .................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Dote:05/31/18 Dwg:BrissonEast-LottsO Order No.: USED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: R FINAL BOUNDARY SURVEY WYNDHAM PRESERVE -LOT 160 PCP S89'40'51 "W 606.15' CENTER WAXWING WAY LINE 50' RIGHT—OF—WAY CONC CURB. (PRIVATE ROAD) F/R N89-40'5; 6 40.00' V . N U> n Z w 0FX 16. 0' Y JU ZU LOT 16 LOT 174 n LOT 160 AREA = 4, 400 S.F. +/- 2. 3 3 240.15PCPJ 00 0 a, 0 N O 0 o Zr5' CONC SIDEWALK N Lnw 1 STORY RESIDENCE f RW 2455 WAXWING N .0 n WAY CO M FFE= 29.79' O V) 5; 29. 0 5. 5 5.. 6. o .. o., o ... .13. 4 .__ o Q o 10. 0^ O N A/C N 0 C PAD O L — ruin rqui men' LEGEND: ADUSSD-Access Drains a Utilities Sidewalk LB -Licensed usiness / g / / BFP- Backflow Preventer Sight Distance Easement Srvey PRM -Permanent Ref. Monument R - ReSuported PCP -Permanent Control Point D - Description FP&L -Florida Power & Light P - Plot FFE -Finish Floor Elevation D. B. -Deed Book Water Meter O. R. -Official Records Book D4 -Water Valve P. B. -Plat Book 0*-Fire Hydrant Pg. - Page RCE -Reclaimed Water Meter Elev. - Elevation RCD4-Reclaimed Water Valve Conc.- Concrete O-Cable Box BP - Brick Paver CO -Telephone Box SW - Sidewalk El -Electric Box FFE - Finished Floor Elevation 0 -Utility Pole CI - Curb Inlet Guy Pole GTI- Grate Top Inlet Light Pole P. U.E.-Public Utility Easement E--Guy Anchor RCP - Reinforced Conc. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride O -Storm Sewer Manhole NCS- No Corner Set (Falls in Water) D-Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E. -Drainage/Utility Easement COO -Clean Out FMGD- MAG NAIL & DISK CVD4-Irrigation Control Valve P. K. -Parker Kalon Nail Sign SIR - Set 1/2" Iron Rod LB7768 wD4-Gate Water Valve SPKD- Set P.K. & Disk L87768 Gas Meter FIR - Found 1/2" Iron Rod L87768 r1.9-Existing Grade FIP - Found 1 /2" Iron Pipe L87768 Cl -Blow-off Valve FPKD- Found P.K. Nail & Disk LB7768 --e _-Drainage Flow Direction FCM - Found 4"x4" Concrete 10.0 -Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existing. Grad may Note: Some items in above legend not be applicable REVISIONS Description 7 Date I Dwn. Ck'd I P.C. I Order No. i F/ R 4 10' UTILITY EASEMENT ( P). LOT 159 S89' 40'51 V LOT 176 LOT 175 SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights - of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. FJ rna) 3= o mu CL avi a`1 a 0J o v 0 Z a v c o 0 O m WYNDHAM PRESERVE LOT 160 PB 81, PG 93) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X" DESCRIPTION: LOT 160, according to the plat of " WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 5 25 2018 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. GeoPoint Surveying, Inc. mes D. Leviner LS6915 Drawn: MTP Checked: JDL P.C.: Data File:BrissonEost-Plat ORIDA PROFESSIONAL SURVEYOR & MAPPER NO . ................ NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 5/30/18 Dwg:BrissonEost-Lot160 Order No.: - RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: