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2470 Waxwing Way
CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 I - , b5 3 Documented Construction Value: $ _3 U? cl Job Address: Q H9 D vGwolno l/V A 11 Historic District: Yes No Parcel ID: ` J Residential, Commercial Type of Work: New4 Addition Alteration Repair Demo Change of Use Move Description of Work: Me") l) I r, Q . Plan Review Contact Person: Title: Phone_ : Fax: Email: Property Owner Information Vl Name -,5 Phone: k}n% - 41)LE7 '3 n76D Street: o i C> J Resident of property? City, State Zip: c Y- L ( b Contractor Information Name ) ) rn,Q r- -FJ e dy— ? C c Phone: H L7 - 164Lo nr%(7 Street: 8%J iC C KS !l' Fax: t-L0"I - 6L/ 7 345 i City, State Zip: l t ' J-CZ r ' .,3 O State License No.: C, CO3 0 n D Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address - WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN 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 Apphcation 9 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 Print Owncr/Agent's Name Signature of NotaryStaie of Flonda Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Jac>J)7 w,Bgnature of Contractor/Agent Date hrooK QtP ntractor/Agent's Name ib St a of No State of F rida Date PAMELASTERNUS Commission / GG 110622 Expires August 7, 2021 orrt.A laWWrhuGuOpetNaarySmioes 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: 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: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures . Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Pcrmit Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00003179 Date 11/17/17 Application pin number . . . 684613 Property Address . . . . . . 201 NORTH TOWNE RD Parcel Number . . . . . . . . 29.19.30.300-011E-0000 Application type description INTERIOR COMMERCIAL REMODELING Subdivision Name . . . . . . Property Zoning . . . . . . . GENERAL COMMERCIAL Application valuation . . . . 725208 Application desc noc on file - repipe entire hotel/ Owner Contractor APPLE EIGHT HOSPITALITY GOMEZ CONSTRUCTION CO 814 E main st 750 JACKSON AVE RICHMOND VA 23219 WINTER PARK FL 32789 t (407) 628-4353 Structure Information 000 000 INTERIOR Construction Type . . . . . NOT APPLICABLE Occupancy Type . . . . . . BUSINESS USE GROUP Other struct info . . . . . SQUARE FOOTAGE 6300.00 Permit . . . . . . PLUMBING PERMIT-ALTER/ADD/FIX Additional desc . . Phone Access Code 1014232 Permit pin number 1014232 Sub Contractor MODERN PLUMBING INDUSTRIES INC Permit Fee . . . . 2080.00 Issue Date 11/17/17 Valuation 4:)930C CITY OF SANFORD CUSTOAER RECEIPTExpirationDate5/16/18 aaa Type: OC Drawer: 1 Qty' Unit Charge Per ExteiJ ion Oper: BLANDA 1/26/17 01Date: 1Receipt no: 25770 BASE FEE :0.00 Amount 410. 00 5.0000 THOU PLBG PERMIT-ORD 4137 11.24.08 20'_,0.00 Year Number 2017 3179 Special Notes and Comments 2g1 NORTH TOWL RD All projects within the City shall use SANFORD, FL 3?.171 PERMIT RECEIPTS$2888 WasteProfordebrisremoval. Please Bp BUILDING 9 contact WastePro at 407.774.0800. Normal hours for inspections are from 7: 30 through 4:30 Monday through AC 267292 Thursday. Please be aware you must contact the Building Official to Tender detail 2688.00 schedule a Friday or after hours CC CREDIT CARD sww-as inspection. This is required since not Total tendered 2088.06 every inspector is licensed to do every Total payment type inspection. Communication is the Tine: 12:53: 58 key, so please contact the Building Trans date: 11/17/17 Official if you have any questions at 407. 688.5058 or at dave. aldrich@sanfordfl.gov No additional impact fees. Other Fees . . . . . . . . . 01-APPLCTN FEE -BUILDING 25.00 01- APPLCTN FEE -PLUMBING 25.00 01- BLDG PLAN REVIEW 2175.00 01- FIRE INSPECT -NEW CONST 75.00 01- BLDG DCA SURCHARGE 71.28 01- BLDG DBPR SURCHARGE 71.28 Fee summary Charged Paid Credited Due Permit Fee Total 2080.00 .00 .00 2080.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00003179 Date 11/17/17 Application pin number . . . 684813 Other Fee Total 2442.56 2442.56 .00 .00 Grand Total 4522.56 2442.56 .00 2080.00 7-------------------------------------------------------------- FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. CITY OF SANFORD BUILDING 8, FIRE PREVENTION r PERMIT APPLICATION y Application No: %' A l lU PE12tre iT 11-3179 ate. Documented Construction Value: $ 40q Job Address: 20 ( IV. Tot,,IAf 2,7 Fc- 3?_17 ( Historic District: Yes No Parcel ID: 29 - 19- 30 - 3m - ott6 - 0000 Residential Commercial 0 Type of Work: ,New Addition Alteration 9 Repair Demo Change of Use Move Description of Work: Re -pipe Plan Review Contact Person: (. E4,q,z ,Q GFa Title: Coo/ZD /N.c rga Phone: Yo7 ?7_-7 /a000 Fax: 1,,,o2_-7 (ooZz Email: 12.o_r'n, i 1f9 4 4tR I+4cie-C a f'- Property Owner Information Coly7 Name AVVLE E e,wT 1•ib59114L ITY 0WN6R5N I P Phone: Street: 814 E MAIN ST Resident of property? City, State Zip: 90ehrnoNt, VP232Iq Contractor Information Name MODERN PLUMBING INDUSTRIES INC Phone: 407-327-6000 Street: 255 OLD SANFORD OVIEDO RD City, State Zip: WINTER SPRINGS FLORIDA 32708 Name: Street: City, , St, Zip: Bonding Company: Address: Fax: 407- 327-6023 State License No.: CFC1429412 Architect/Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: NVARNINC TO OWNER: VOUR,FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work,,plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105. 3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit; there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits requiredfrom 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 n struction and zoning. W I I . 11.11 Signature of Owner/Agent Date Signatu of Contractor/Agent Date Print Owner/Agents Name Signature of Notary -State of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of ID Charles Bracco Print Contractor/Agents Name Si ature of Notary -State of Florida Date gig; jKnown HNSON1909n # GG00y4, 2020 T019TroyF utlntanaA0fE36is 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: UTILITIES: ENGINEERING: FIRE: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Pemtit Application COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 DATE: September 14, 2017 I I BUILDING APPLICATION #: 17-10000654 BUILDING PERMIT NUMBER: 17-10000654 UNIT ADDRESS: WAXWING WAY 2470 17-20-31-502-0000-1520 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: 2470 WAXWING WAY / LOT 152 SFR WYNDAM PRESERVE. FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE A 00 AMOUNT DUE 5,759.00 RECEIVEDT SIGNATURE: PLEASE PRINT NAME) DATE: 1 uC d C NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO NOTIFY bWNER'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 TINSIS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRk STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 1-1- 2(.5 9 Address: 2— " <> wlvcw I -A r.- t JW BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 100Y Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final - PLUMBING PERMIT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 Starlight Homes Florida LLC 1018924 City of Sanford 002430 Inv. Date I PO / Invoice No. I Community / Lot # Amount Hold/Ins. Discounts Net Payment 08/31/17 PLAN REVIEW 1 301.00 301.00 Total 1 301.00 0.00 0.00 301.00 r 1 L CITY-OF'SANFORD C CUSTOMER RECEIPT **+ Oper: BLANTOND - 'Type: OC Drawer: 1 Date: 9/05/17 81; Receipt no: .186858 Year , Number Amount 2017 .2653 2478 WAXWING WAY SANFORD,,.FL132773 'r ' BP -'BUILDING PERMIT RECEIPTS„- 381.88 , aTender detail CK-CHECK 2438 $301OF, Total .tendered $301:90 Total payment' $381:88 Trans date: 9/01/17 Time: 8:39:26 a f _ BP200I03 1 CITY OF SANFORD 9/01/17 Application Inquiry - Fees 08:35:03 Application'y:zmber: 17 00002653 Property . . . . : 2470 WAXWING WAY Fee Class/Type/Description Trans amt Amt due Struct Permit Insp A AF O1-APPLCTN FEE -BUILDING 25.00 25.00 A BR O1-BLDG PLAN REVIEW 285.00 a-7(.vv I , Bottom Credit fees due: .00 Revenue fees due: 310.0 Total due: 3 00 3 ' Ov Press Enter to continue. F3=Exit Fll='Change view F12=Cancel F10=Amt billed f Qua Job Address: Parcel ID: I - Type of Work: New Description of Work: 1 TO CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 %— a64S-3 Documented Construction Value: $ 7 Addition Alteration Historic District: Yes No Z o Residential V Commercial Repair Demo Change of Use Move Plan Review Contact Person: Pam( Title:-4— 'C Y I er Phone: 46*AdS CILDA Fax: Email: Property Owner Information S' C'Drvi Name l iti C i- 5 FL_nQ_\DA %LCI Street: Ir`l4qau Q 1/c • 1 - Phone: - tCR Ot LP_ l Resident of property? : tea City, State Zip: L -rp aril l FL -SQ-1 {P Contractor Information n Name t (- L0Q,1 , (,L-- Phone: Street: 1-q' C-)(60n _ NVA - iAFax: City, State Zip: LO--Q. Y} A"u , I%L- t-P State License No.: ('C-- C Is Architect/ Engineer Information Name: ncs1 _ bec-r\ f- '1v- Phone: -2 lP 4 Street: 4(_ i" 0LX01P S Fax: City, St, Zip: pyr LI ` E-mail: S 1 1/P,S (Y1t l-Pt l - • Bonding Company: Mortgage Lender: 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: 5`h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application i 0 po Application for Paved Driveway, Sidewalk or i ' WalkwayIncluding Right -of -Way Use & Y Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.686.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the Clty's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and i or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly Identifying the Knowwhat4below. size and location of the existing right-of-way and use shall be provided or application could be delayed, Call before you dig. 1. Project Location/Address: r XC.4 2. Proposed Activity: P Driveway 2- alkwa 3. Schedule of Work: Start Date Completion Date c 4. Brief Description of Work: l tt7Q, Ls :C 1.y1 't, S(t - This application i sub it d by: Property Owner. Signa _ture:r Print Name: Address: Phone: LCPl;? Q(LQ ( Fax: _Ems c L Emergency Repairs V — V Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall Include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto, Requestor may, with written City authorization, remove said installationitmprovement 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 counclipersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all Ilabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's right-of-way. I have f Signature:) Pre -pour Inspection by: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: the above statement and by signing this application I agree to its terms. Date: Is 311(-- This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Date: Official Use Only Fee: Date: Date: Date: Date: a ^ Date: November 2016 ROW Use Driveway.pdf Wyndham Preserve (FLBE) CITY OF SANFORD Lot: 15; Model#: I :;Lu) 1qil().i.`— S Garage: Address: 1 STO STORY 2 STORY HAS TO HAVE EASTERN SPECIFIER GUIDE W/ PERMIT) SIDING (USE PRODUCT APPROVAL SPECIFICATIONFORM W/ SIDING FL13192-R4 Subs: ermitting: Amy 4V2 Sets of Signed & Sealed Plans 2 Sets of Signed & Sealed Truss Engineering 2 Sets of Energy Calcs 2 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) NOC Check ($16.00 per unit) WATER METER FEES- City of Sanford ($910.00) ITEMS SUPPLIED BY Amy Building Application Application for driveway/ sidewalk NOC Power of Attorney Copy of Recorded Warranty Deed Wastewater Capacity Application Window Forms for Building Dept. Reclaimed Water Forms for Utility Dept.- at time of picking up permit Water meter application — at time of picking up permit Tug/ pre -power agreement (drop off at City of Sanford w/ permit) ROAD IMPACT STATEMENT (APPLY ONLINE WHEN PERMIT IS SUBMITTED) paid with permitting fees Comments: Notification of New Construction FPL Important Contact and Project Information -Residential Please attach your site plan (showing well & septic) to the application. v xDescri -tion- - Location Residential Single Family Address 0{) City/Zip A L. Multiple Family LotBlock Section Mobile Home Subdivision Name Gate Code How Can :We Contact You? Contractor Name LC, E- mail Address Mail Address 10EI City, St., Zip IrY1 Phone Number - Ol ko 1 Cell Ph8ne Number Fax Number Pager Number Electrical Contractor Name rl Phone Number Li0-'(- LatqLe 1 Phone Number Homeowner Name CA Z Phone Number 1;7- How would you like to be reached? elephone Mail -mail Cell phone NOTE! ***All payment must be paid up front and mailed to: FPL General Mail Facility: Miami, F1. 33188 *** Construction -Options Type of Permanent Service Jverhead nderground Type of Temporary Service VU verhead ($ 367 IF AVAILABLE) nderground ($209 IF AVAILABLE) Desired Date For Permanent D ired Date For Temporary IS/( Your - FPL: Construction Coordinator Matt Sauey 2626 W State Road 46 Sanford, FL 32771 0 Ph. 407-328-1920/fax 407-328-1910 0 Matthew. Sauey(a-),FPL. corn Required Information Site Plan Total A/ C square footage I --j.Z[ Number of A/C units , Size Heat Strip Size KW Main Panel Size _—AMPS Desir Voltage 120/240v- 1 ph 120/240v-3ph 120/208v- lph 120/208v-3ph WhatoFPL Will Provide ou Industry Know How Technical Proficiency Hands-on Project Management Crew Professionalism & Know Open communication CITY OF SkNFOFJD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2653 Date: 10/30/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 2470 Waxwing Way Contact Email: Shayne.Man2el(i ,starliehthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter I are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted wiBtout two copies. 2No REVIEW COMMENTS: Original Comment 2. The Floor Plan doesn't show the required attic access. Please revise the plan page to show the attic access for clarification. FBC 107 2No REVIEW COMMENT This -comment has not been answered. The Floor Plan Sheet FLl .2 is required to show the attic access. Original Comment 5. The truss package submitted doesn't match the truss layout on the plans — specifically at the front porch. The truss lengths, bearing points, spacing and location are different. Please revise accordingly FBC 107 2No REVIEW COMMENT Trusses HJ6A & EJ6 (as shown on truss manufacturer truss diagram) differ from the trusses shown on the plans. Every truss id on the plans must match the truss id's shown on the truss placement diagram from the truss engineer. The truss engineering package includes approximately 10 extra trusses that will not be used on the house. Truss engineering packages are required to be lot specific and shall only include the trusses that will actually be installed on the home. Please resubmit two (2) new truss engineering packages that are lot specific. Original Comment 6. The VTR (venting through the roof) for the Washing Machine is required to be minimum 2 inches. The plumbing riser shows 1 '/z inches. Please revise the riser accordingly. FBC 107, FBCR P3109.4 2No REVIEW COMMENT The revised•riser submitted is for a different house. Please submit two (2) revised riser diagrams for this house. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner THIS INSTRIJMENTPREPARED BY: Name: Starlight Homes Florida, LLC GRANT MALOY 'EPIINOLE COUNTY Address: 1064 Greenwood Blvd Suite 124 CLERK OF CIRCUIT COURT h COMPTROLLER Lake Marv_ FL 32746 BK 9006 P9 1258 (1P35 ) CLERK'S T 2017103572 NOTICE OF COMMENCEMENT RECORDED 10/13/2017 1;2:43:31 Pit RECORDING FEES $10.00 State of Florida RECORDED BY hdevore County of Seminole q Permit Number. l ' 5 Parcel ID Number. 17-20-31-502-0000-1 5a0 The undersigned hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information Is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wyndham Preserve. PB 81 Pas 93-102. Lot 15a Address: )Q-+-1p gx.rv. , Sonfia•d F-L-. 3.'1-11 GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served 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. Un alt s , I declare that I have read the foregoing and that the facts stated in it are true tolhe bes o y knowle ge and belief. M 1%. "'R oc.k-e era Slgnaturo owners anted 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.' N/- State of ` L Countyof The forgoing Instrument was acknowledged before me this q:Ckday of . 20 I ' by I tacJ,P Who Is personally known to me Name of person making statement OR who has produced Identification type of Identification produced: 'ft";;.0 Shayne Mengel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 NCEA Expires6/21/2021 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 co iance with all applicable laws regulating construction and zoning. Signature of Owner nt Date Signature of Contractor/Agent Date Robert Willets Print Mvner/Ai(nt's Name a 3 I Signature of Notary- tate of Florida Date t Shayne Mangel NOTARY PUBLIC s STATE OF FLORIDA mm# GG113111 sNCE %'te Ex ire 6/ /2021 Owner/Agent is PersPona ly Known to Me or Produced ID Type of ID Print Contractor/Agent's Name Signature of No ry-State of Florida f Date dShayne Mange; NOTARY PUBLIC ESTATE OF FLORIDA Comm# GG1131 11 S' P*lCE1eElcpOOP66/21 /2021 Contractor/ Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[a Electrical® Mechanical 0 Plumbinge Gas Roof Construction Type: W: Total Sq Ft of Bldg: 1 1 i 9 Occupancy Use: 'Q3 Flood Zone: X_ 5g2- ATT4GhF Min. Occupancy Load: of Stories: \ New Construction: Electric ; # of Amps 156 Plumbing - # of Fixtures 1 S Fire Sprinkler Permit: Yes No [3 # of Heads APPROVALS: ZONING: Cfl Z Q UTILITIES: COMMENTS: ENGINEERING: % A,,t A-10-11 FIRE: Ok to construct single family home 1 with setbacks and impervious area ' shown on plan. 50 , 79/0 it -If 120o MIav*;s —T , CTL Fire Alarm Permit: Yes No WASTE WATER: BUILDING: SF 0 - I S-17 Revised: June 30, 2015 Permit Application J 1 ' Revision Response to Comments Permit # Project Address: 24 L.J O-4C c Contact: < kc) I krx.Q iY1 0-nC oT t 5,L City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date (1 1 1 4' f-4- v Ph: qcpr LQ ( Fax: Email: — S- cL4DF S Traddesencompassed in revision: Ili' Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: rL,- ss lauDu4z cov--&mil ROUTING INFORMATION Approvals 1—- 17 CITY OF D S ORD FIRE DEPARTMENT ' Application Number: 17-2653 Project Description: New SFR Job Address: 2470 Waxwing Way Building & Fire PreventiA4vision PLAN REVIEW COMMENTS L ui - I SD, Date: 10/30/2017 Contact Name: Shayne Mangel Contact Email: Shayne.Manpel(a,starliphthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter l are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two copies. 2ND REVIEW COMMENTS: Vgi nalComment Floor Plan doesn't show the required attic access. Please revise the plan page to show the attic access for clarification. 107 2ND REVIEW COMMENT This comment has not been answered. The Floor Plan Sheet FLl .2 is required to show the attic access. Original Comment 5. The truss package suViare oesn't match the truss layout on the plans — specifically at the front porch. The truss lengths, bearing points, spacing and locadifferent. Please revise accordingly FBC 107 2ND REVIEW COMMENT Trusses HJ6A & EJ6 (as shown on truss manufacturer truss diagram) differ from the trusses shown on the plans. Every truss id on the plans must match the truss id's shown on the truss placement diagram from the truss engineer. The truss engineering package includes approximately 10 extra trusses that will not be used on the house. Truss engineering packages are required to be lot specific and shall only include the trusses that will actually be installed on the home. Please resubmit two (2) new truss engineering packages that are lot specific. Original Comment 6. The VTR (venting through the roof) for the Washing Machine is required to be minimum 2 inches. The plumbing riser shows 1 '/2 in es. Please revise the riser accordingly. V2FC 107, FBCR P3109.4 D REVIEW COMMENT The revised riser submitted is for a different house. Please submit two (2) revised riser diagrams for this house. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival Respectfully, Steve Fiorey, CBO Residential Plans Examiner 1- Revision Response to Comments t Permit # Project Address: Contact: City of Sanford Building & Fire Prevention Division Ph: 407.688.SiS0 Fax: 407.688.SiS2 Email: building@sanfordfl.gov Submittal Date k O I as I I-;) Ph: 11 n.- 01 t QI Fax: Email: 31-.Une . rr 12 @ J— r . cc rY, i Trades encompassed in revision: U Building Plumbing Electrical Mechanical r Life Safety Waste Water Department General description of revision: ROUTING INFORMATION Approvals Utilities Waste Water Planning Engineering Fire Prevention Building 1 qL AW STARLIGHT ASHTON WOODS. M 0,M E 5 September 22, 2017 Shayne Mangel STARLIGHT HOMES —ORLANDO 1064 Greenwood Blvd. Suite 124 Lake Mary, FL 32746 Subject: Brisson East/ Wyndham Preserver Permitting Comments Plans updated for the follow codes based on review comments on the Architectural plan set FBC 107 Reference: Addressed the following comments 1. Plans must be a site specific plan set 2. Index on cover page should be consistent to the pages present in lot specific plan set. 3. Remove Call out for 200AMP if it was present Shayne, Per your request we have addressed the Architectural reference items on the enclosed site specific plans sets. Please use the new site specific plan for your resubmittal. We have revised these comments and will include them on any future lot specifics plans. If you have any questions or would like any further clarification, please feel free to contact our office. Respectfully, Adam Weaver Vice President of Purchasing and Starlight Product Development Ashton Woods - Corporate Headquarters 1405 Old Alabama Road, Suite 200 1 Roswell, GA 30076 SXKF0RD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2653 Date: 10/10/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 2470 Waxwing Way Contact Email: Shayne.Mangel(-a,starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal - changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.eov. Provide two copies of affected plan sheets and/or supplemental information as requested. Permit submittals will not be accepted without two copies. COMMENTS: 1. The plans include different elevations. The plans are required to be site specific. Only the specific elevation and any corresponding details or floor plans should be depicted on the plans. In addition, the index on the cover sheet should be revised to only include the specific pages that exist in the plans. FBC 107 2. The Floor Plan doesn't show the required attic access. Please revise the plan page to show the attic access for clarification. FBC 107 3. The Electric Page specifies a 200 amp service while the electric load calculations specify a 150 amp service. Please either revise the electrical page or the electric load calculations to show the correct service size. ' FBC 107 4. The A/C condenser is required to be shown on the plans in the approved location as shown on the plot plan. All applicable plan pages and any electrical details need to be revised, placing the condenser at the rear of the house. FBC 107 r 5. The truss package submitted doesn't match the truss layout on the plans - specifically at the front porch. The truss lengths, bearing points, spacing and location are different. Please revise accordingly FBC 107 6. The VTR (venting through the roof) for the Washing Machine is required to be minimum 2 inches. The plumbing riser shows 1 '/2 inches. Please revise the riser accordingly. 2Z4->Oa o u- FBC 107, FBCR P3109.4 r' 7. The Product Approval packages are required to be site/lot specific. There is product approval submitted for a sliding door, however no sliding door is being installed on the house. A swinging door is being installed at the rear of the house. Please provide product approval and corresponding installation instructions for the swinging doorJrequiFBC107 8. Two (2) copies of a Sanford Product Approval Specification Sheet ato be submitted for review. Only 1 copy was submitted and includes incorrect products and approval #'s. Referenceus comment V. FBC 107 /S i L kT Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner 1- to Job Address: Parcel ID: L o-c Z. D-0 -31-. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I q a 3 Documented Construction Value: $ 9 . bow Type of Work: New IJ Addition Alteration Description of Work: Historic District: Yes No 0 fv Residential V Commercial Repair Demo Change of Use Move Plan Review Contact Person: Q_ el Title• Phone: 14:ro$ CAc l Fax: ( Lr` D csfl Email:h- Property Owner Information'" corn Name _ h- FLcLoA L. (- Phone: QCR -- CS Ol L-k l Street: ICY o.q- G- Oj l 1a)nnA 61 VA Resident of property? City, State Zip: L=gJR -h YC- l''lil j F(- Contractor Information Named ROQI0-A , i.1-C Phone: t-6D--"t -Ai 01L-0-1 Street: 1C-1-04 l-4Fax: City, State Zip: Lo-U_ n-\o ru LPL sa(4L-p State License No.: Arch iitect/Engineer Information Name: m 'U r I`1 'up Phone: C 2 ql Q 7co Street: cp 4L Fax: City, St, Zip: J jcn k E-mail: 1 VPS Q ry,'key-h IL' l Cz tnn Bonding Company: Mortgage Lender: t 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: 5t6 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application t 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 co%iancewith all applicable laws regulating construction and zoning. 1___ 1 8 bi I a 8( (Ir Signature of Owner nt Date Signature of Contractor/Agent Date Robert Willets Print Ziwner/At(ent's Name l3rl Signature of Notary- tate of Florida Date t Shayne Mangel NOTARY PUBLIC SSTATE OF FLORIDA mm# GG113111 s NCE g 0 Expire 6/ /2021 Owner/Agent is PersPona ly2Known to Me or Produced ID Type of ID Print Contractor/Agent's Name 8(3rlf- Signature of No -State of Florida f Date wS/ S Shayne Mange: NOTARY PUBLIC STATE OF FLORIDA Comm# GG11311 1 wE is E 9p%!r66 6/21 /2021Contractor/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: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: 'Yes No r UTILITIES: '% WASTE WATER: m BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 2470 waxwing way Property Owner: Starlight Homes Florida, LLC ' Parcel identification Number: 17-20-31-502-0000-1520 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY 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 N The parcel is not in the: floodplain floodway. The structure, is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-2653 Reviewed by: Michael Cash, CFM Date: September 6, 2017 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 152 - 1200 TL Builder Name: Starlight Homes J DING Street: City, State, Zip: Sanford , FL, 32773 Permit Office: *m10 JCountyl 6Pen -nit Number. L 5 3 pFtDSpNF Owner. Jurisdiction: C q fSLN Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) 'OFp AR 1. New construction or existing New (From Plans) 9. Wall Types (1356.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1153.50 W b. Frpme - 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 sqft.) 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 (f:2) 0 c. 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 gallonsEF: 8. Floor Types (1200.0 sqft.) Insulation Area 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: 41.75 PASSTotalBaselineLoads: 42.55 I hereby certify that the plans and specifications covered by Review of the plans and f'CHE ST9T this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance rt ,„'% with the Florida Energy Code. PREPARED BY: .h fLQt C4 Before construction is completed inspected for 00DATE: /1 44-7 _ this building will be compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ Code. CQD yytr' OWNER/AG T: BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 6/17/2017 12:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 j FORM R405-2014 PROJECT Title: Building Type: Owner. of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 152 - 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: Lot Information Lot # 152 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 V # Type Roof Gable Roof Materials Area Area Color Solar SA Emitt Emitt Deck Pitch Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 1342 ft= 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1200 ftz N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1200 ft' 0.1 Wood 6/17/2017 12:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 t FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N Exterior Concrete Block - Int Insul Main 4.1 29 0 9 5 273.1 ft' 0 0 0.6 0 2 W Exterior Concrete Block - Int Insul Main 4.1 42 6 9 5 400.2 ft' 0 0 0.6 0 3 S Exterior Concrete Block - Int Insul Main 4.1 8 0 9 5 75.3 ft' 0 0 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 ' 43 0 9 5 404.9 ft' 0 0 0.6 0 5 S Garage Frame - Wood Main 13 21 6 9 5 202.5 ft' 0 0 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Wood Main None 39 3 6 10 20.5 ft' 2 S Wood Main None 39 2 9 6 10 18.8 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.26 19.4 ft' 1 ft 0 in 1 ft 0 in None None 2 n 1 None Low-E Double Yes 0.34 0.26 8.0 ft' 1 ft 0 in 1 ft 0 in None None 3 n 1 None Low-E Double Yes 0.34 0.26 18.0 ft' 1 ft 0 in 1 ft 0 in None None 4 W 2 None Low-E Double Yes 0.34 0.26 18.0 ft' 1 ft 0 in 4 ft 0 in None None 5 E 4 None Low-E Double Yes 0.34 0.26 18.0 ft' 1 ft 0 in 1 ft 0 in None None 6 E 4 None Low-E Double Yes 0.34 0.26 18.0 ft' 6 ft 0 in 1 ft 0 in None None 7 E 4 None Low-E Double Yes 0.34 0.26 18.0 ft' 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 ft' 424 ft' 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 6/17/2017 12:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 24 kBtu/hr 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 ON 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: Cooling [[ Heating (X] jj Jan r[ jI Feb [[ ]Mar Jan Feb [X1 Mar ADr [[ Apr ( j May [X] Jun [X] Jul [X] AuIMay [ ]Jun [)Jul [ ]Au[ X] Se [ j Sep [ ] Oct [ ] Nov Oct (X] Nov Dec X] Dec Ventin [[ Jan [ ] Feb [[XJ MarlJ X Apr [[ Mai• [ ] Jun [ ] Jul [ ] Aug Se [XI Oct [XI 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 Pump 1 - Central Unit 6/17/2017 12:51 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 1 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE' INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. N/A SHGC: c. U-Factor. N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1153.50 ft? 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 R2 1200 b. N/A R= ft2 Area c. NIA R= ft2 117.36 ft2 11. Duds 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 1.767 ft. 0.260 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1200.00 ft2 b. N/A R= ft2 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will, be completed based on installed Code compliant features. Builder Signature: _ 9 '''YKQ.-4AQ0 Q Date: 13 Address of New Home: ''= City/FL Zip:c J kBtu/hr Efficiency 24.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat o4za>E srAr on 0 - ON COD WE Note: This is not a Building Energy. Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/17/2017 12:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 152 - 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. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall, Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/17/2017 12:51 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 152 -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 10. Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 6/17/2017 12:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software 04,VliE S7r4 1 WS 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 152 - 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 Leakage Test Results CFM25 Duct Leakage Test Values . Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: O- vOE Sr 0 WE 6/17/2017 12:51 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Pro ect Summar Job: Starlight - Wyndham ft +- wrightso• Y Date: 4/1412017 Entire House By: Energy Air, Inc Plan: 1200 S Atlantis 5401 Energy Air, Cl,Orlando, FL 32810 Phone 407-888-3729 Email GRenner@energyair.com Web wmv.energyair.com For: Lot 152 - 1200 TL, Starlight Homes Sanford, FL 32773 Notes: 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 l 0 Btuh Piping 0 Btuh Equipment load 14914 Btuh Infiltration Method Construction quality Fireplaces Area (ft') Volume (ft') Air changes/hour Equiv. AVF (cfm) Simplified Semi -tight 0 Heatin olinCo12091201 11287 11287 0.31 0.16 58 30 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO240000A AHRI ref 7699864 Efficiency 8.2 HSPF Heating Input Heating output 22200 Btuh @ 47°F Temperature rise 23 F Actual air flow 899 cfm Air flow factor 0.067 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup:. Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 11796 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 14567 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 18001 Btuh Req. total capacity at 0.75 SHR 1.6 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO240000A Coil FB4CNP030L AHRI ref 7699864 Efficiency 11.5 EER, 14 SEER Sensible cooling 16650 Btuh Latent cooling 5550 Btuh Total cooling 22200 Btuh Actual air flow 899 cfm Air flow factor 0.066 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.81 Capacity balance point = 35 °F Bold/Italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed 2017-Jun-17 12 49 59 wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCK ...Specific\Wyndham Preserve\Lot 152 - 1200 TL.rup Calc = MJ8 Front Door faces: S l wrightsoft' Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone 407-886-3729 Email, GRenner@energyair.com Web vmw.energyair.com For: Lot 152 - 1200 TL, Starlight Homes Sanford, FL 32773 t Cooling Equipment Design Conditions Outdoor design DB: 92.6°F Outdoor design WB: 75.9°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 14567 Btuh Latent gain: 3434 Btuh Total gain: 18001 Btuh Estimated airflow: 899 cfm Manufacturer's Performance Data at Actual Design Conditions Job: Starlight - Wyndham Date: 4/14/2017 By: Plan: 1200 S Atlantis Entering coil DB: 76.0°F Entering coil WB: 63.4°F Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 16008 Btuh 110% of load Latent capacity: 4750 Btuh 138% of load Total capacity: 20758 Btuh 115% of load SHR: 77% Heating Equipment Design Conditions Outdoor design DB: 44.2°F Heat loss: 14914 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipmenttype: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 22200 Btuh 149% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5.6 kW 128% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. r Entering coil DB: 68.5°F Capacity balance: 35 °F Economic balance:-99 °F 2017-Jun-17 12 49.59 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 CA ...Specific\Wyndham Preserve\Lot 152 - 1200 TL rup Calc = MJ8 Front Door faces S r Duct System Summary Job: Starlight -Wyndham wrightsoft9 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@energyair.com Web www.energyair.com For: Lot 152 - 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 Total effective length (TEL) 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 92 ft . Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ba2 h 682 45 28 0.380 4.0 Ox 0 VIFx 3.8 70.0 bed2 h 1365 91 82 0.326 6.0 Ox 0 VIFx 10.8 75.0 bed3 c 1962 116 130 0.322 6.0 Ox 0 VIFx 12.1 75.0 fam-din-kit c 2527 132 167 0.359 7.0 OX 0 VIFx 2.9 75.0 fam-din-kit-A c 2527 132 167 0.329 7.0 Ox 0 VIFx 10.2 75.0 fam-din-kit-B c 2527 132 167 0.306 7.0 Ox 0 VIFx 16.5 75.0 m ba h 818 54 27 0.318 5.0 Ox 0 VIFx 13.1 75.0 m bed h 2877 192 122 0.322 7.0 Ox 0 VIFx 11.9 75.0 Mc c 131 4 9 0.361 4.0 Ox 0 VIFx 7.5 70.0 Return Branch Detail Table 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-17 12 49 59 wrightSOft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 CA . S ecific\ g p Wyndham Preserve\Lot 152 - 1200 TL.rup Celc = MJ8 Front Door faces S Level 1 PATIO m bed ptry lau 12 x 6 18x8 167 cfm 12x6 192 cfm 8 x 4 0x6 9cfm 12x6 F14cfm 167 cfm wic faro-din-kit 7" 7' TVT 7" 4" 24x12 T 899 cfm m ba 5 ac 7 " T VTR 12 x 6 O 167 cfm 4 „ 8 X 4 . L EOVTR 45 cfm 6" c13 I _ _ . c2 Ile 10x6 10x6 130 cfm 14 x 6 91 cfm 14x6 hall bed3 III \ I bed2 AHU ON METAL STAND 2.0 TON 240V/ 5KW HP garage Job #: Starlight -Wyndham AirInc Scale: 1/8" = 1'0" Performed for: Energy , Page 1 Lot 152 - 1200 TL 5401 Energy Air, Ct Right -Suite® Universal 2017 Orlando, FL 17. 0.08 RSU17013 Sanford, FL 32773 Phone. 407-88w.6-37 2017, Jun-17 12:50 06 6- 3729 ...m Preserve\Lot 152 - 1200 TL rup wwenergyair. com GRenner@energyair.com N V T O Ln lZoo Plwj ri n 0 c n 0 b 8P 7- Z53 ZONIN DATES Ok to construct single family home owith setbacks and impervious area U shown on plan. 52. -7 nimp 04 Zoo *( an+i s - T Ct(- LOT 132 WYNDHAM PRESERVE - LOT 152 PLOT PLAN LOT 131 BUILDING LAYOUT NOTE: S89040'51 "IN Contractor and owner are to verify all 9'L setbacks, building dimensions, and layout + shown hereon prior to any construction, and O rNv n immediately advise GeoPoint Surveying, Inc. of O o 10.0b anydeviationfrominformationshownhereon. 0 0 0 01 A/C Failure to do so will be at user's sole risk. 0 a c PAD w 5. 5, 5 6 -----T3.4 5: 5 29.0 LOT 151 f PROPOSED 1 O 1 STORY RESIDENCE 2470 WAXWING On 01 WAY 6 POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR f55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 m ( BASIS OF BEARING) of W o POINT OF rn BEGINNINGS o ---------------- 0 toN89' 40'51 "E 2' 616. 00 LOT 130 LOT 153 C W t 2 no mN 3, o II C O to 2 o r- avi fy a mmm, a v V caam Z .o C! v m vJ v+ w C O m f` WYNDHAM PRESERVE W LOT I S2 Proposed) 1200 ATLANTIS O w ELEVATION - T O GARAGE - LEFT y FFE= 29.3 LOT 152 AREA = 4, 400 S.F. ± 16. 0' vro Cn 70 m -- v 00' N89040'51 CONC 10' UTILITY EASEMENT ( P) CONC CURB WAXWING WAY 50' RIGHT-OF-WAY PCP — ( PRIVATE ROAD) CENTER S89' 40'51 "W 606.15' PC" pJ LINE LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: Building Setbacks. Setbacks: Per construction plans for WYNDHAM PRESERVE% City of Sanford, Seminole County, Florida. Front = 25' Rear - 20' Side - 5' DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of,599.64 feet; thence N.89040'51"E., a distance of 616.00 feet to the POINT OF BEGINNING; thence N.89040'51"E., a distance of 40.00 feet; thence S.00019'09"E.,,a distance of 110. 00 feet; thence S.89040'51"W., a distance of 40.00 feet; thence N.00019'09'W., a distance_ of 110.00 feet; to the POINT OF BEGINNING. Containing 4,400 Square feet, more or less. rrx— roof cqui menc IL,EGEND:ADUSSD—Access/Drainage/Utildes/Sidewalk LB —Licensed usiness BFP— Surveow Preventer Si ht Distance Easement Perrmanent Survey—Reported PRM Ref. Monument PCP — Permanent Control Point UR —Description FP&L—Florida Power & Light Plot FFE—Fnish Floor Elevation D— Deed Book Water Meter O. R.-Official Records Book CG—Water Valve P. B.—Plat Book b'—Flre 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 O-Utility Pole Cl — Curb Inlet Guy Pole GTI — Grote Top Inlet Light Pole P. U.E.—Public Utility Easement E--Guy Anchor RCP — Reinforced Conc. Pipe —OU--Overhead Utilities PVC — Polyvinyl Chloride O—Storm 'Sewer Manhole NCS— No Comer Set (Falls in Water) G—Sanitary Sewer Manhole SF — Square Feet VWo —Electric Handhole D. U.E.—Drainage/Utility Easement COO —Clean Out ' ' FMGD— MAG NAIL & DISK XVD4—Irrigation Control Valve P. K.—Parker Kolon Nail Sign SIR — Set 1/2" Iron Rod LB7768 WD4—Gate Water Valve SPKD— Set P.K. do Disk LB7768 Gas Meter FIR — Found 1/2" Iron Rod LB7768 Existing Grade FlP— Found 1/2' Iron Pipe LB7768 a —Blow —off Volvo FPKD— Found P K. Nail do Disk LB7768 ter —Drainage Flow Direction FCM— Found 4'x4" Concrete 10.0 Proposed Design Grade Monument PRM LB7778 110.21—As—Built/Existing Grad Note: Some items in above legen—may not be app icable5 REVISIONS Description Date I Dwn. Ck'd I P.C. I Order No. REVISED AC PAD 1 9/06/17 1 JE lJDL 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 item_ s shown hereon were taken from engineering plans and are subject to survey. 3. Devotions shown hereon are in feet and are referenced to the NATIONAL GEODEITC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grodes d: finished floor elevations shownhereon are from the construction plan for 'WYNDHAM PRESERVE', City of Sanford ,Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for VYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) NLY Q• TO PermitIng; [, Y) o ' 7al S J mes D. L'eviner" "" LS6915FLORIDA PROFESSIONALSURVEYORMAPPERN0. ..........._..... NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL LNSED SEAL OF A, FLORIDA LICENSED SURVEYOR AND MAP LOT AREA CALCULATIONS LOT = 4. 400 SQ.FT. LIVING AREA- 1200 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 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 400 DRIVEWAY = 519 SOT SIDEWALK = 309 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 152, 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. Drown: MTP I Checked: JDL I P.C.: Data File:BrbsonEast-Plot Date: 6/ 23/17 Dwg: wwwnEosHAi52 Order No.: SEC. 17 - TWN. 20 S: - RNG. 31 E I Field Bk: r-- RECORD COPY PAXL.MER? C ELECTRIC Starlight Homes 1200 Atlantis, Wyndham Preserve LOAD CALCULATION June 9, 2017 L 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 927 KVA TOTAL LOAD FOR COMPRESOR @ 100% 3.60 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 369 KVA TOTAL HVAC DEMAND LOAD 7.29 KVA I1. GENERAL LOADS (NEC 2011 - 220.82(B)(1) - (4)) LIGHTING 1200 Sq Ft @ 3VA/Sq. Ft 3.60 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 300 KVA 1 1.5 LAUNDRY CIRCUIT pING 1 50 KVA 1 5 DRYER CIRCUIT 0 500 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) AN 4.50 KVA 4.5 WATER HEATER (2) 1 1.2 DISHWASHER Fpq)Z\ 1.20 KVA 1 0.8 DISPOSAL(1) G 080 KVA 0.8 DISPOSAL(2) 2 J 72 RANGE/OVEN (1) 1 l 12 RANGE/OVEN (2) 1200 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 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 9.64 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)l 19.64 KVA HVAC LOADS 729 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 COPY r Typical 150 AmpEll— ric—aI Diagram O 150 Amp Main F120V / 240V Typical 150 Amp Interior Panel O 7 "2653 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL NEC 250.94 Intersystem Bonding Bridge L—PPoower Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: W PO152 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WP0152 Model: 1200 Tampa, FL 33610-4115 Lot/Block: 152 Subdivision: Wyndham Preserve Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: ' Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ' ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf , Floor Load: N/A psf This package includes 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date No. I Seal# Truss Name Date 1 1 T12281614 1 CJ1 10/17/17 118 IT12281631IT09 10/17/17 12 1 T12281615 1 CJ3 1,10/17/17 119 T12281632 1 T10 1 10/17/17 1 3 1 T12281616 J CJ5 1 10/17/17 120 I T12281633 I T11 1 10/17/17 1 4 I T12281617 J EJ6 1 10/17/17 121 I T12281634 I T12 10/17/17 1 15 T12281618 1 EJ6G 1 10/17/17 122 I T12281635 I T13 1 10/17/17 1 16 I T12281619 J EJ7 1 10/17/17 123 I T12281636 I T14 1 10/17/_1.7 1 17 1 T12281620 1 HJ6 1 10/17/17 124 I T12281637 I T15 1 10/17/17 18 1 T12281621 1 HJ6A 1 10/17/17 125 I T12281638 I T16 1 10/17/17 1 19 1 T12281622 1 HJ7 1 10/17/ 17 126 I T12281639 I T17 1 10/17/17 1 110 I T12281623 I T01 1 10/17/ 17 127 I T12281640 I T18 1 10/17/17 11 I T12281624 I T02 1 10/17/ 17 128 IT12281641 I T19 1 10/17/17 112 I T12281625 I T03 1 10/17/ 17 129 I T12281642 I T20 1 10/17/17 113 I T12281626 I T04 1 10/17/ 17 130 I T12281643 I T21 1 10/17/17 114 I T12281627 I T05 1 10/17/ 17 131 1 T12281644 1 V2 1 10/17/17 115 I T12281628 I T06 1 10/17/ 17 132 1 T12281645 1 V4 _1 10/17/17 116 IT12281629IT07 1 10/17/17 133 1 T12281646 1 V6 1 10/17/17 1 117 I T12281630 I T08 1 10/17/17 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: Lee, Julius 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. S No 34869 - 7' STAT O O i O R 10 P' • Julius Lee PE No. 34869MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17, 2017 Lee, Julius l of 1 JobI russ ype ty77, T12281614 CJ1 TI. r. ulsspenO 16 ob Reference (optional) Builders FirslSource, Tempe, Plant Crty, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 45 59 2017 Page 1 I D-75SJ eCOByO W 2 itGVr5nBLly96Pw-dfkz6J BZXkpMad3W m2eODoDT_t_eVZ6rNO3MyHySZDc 1-0-0 1-0-00 1 1-0-0 1-0.0 20 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 (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 Horz2=33(LC 8) Max Uplift3=-8(LC 1), 2=-77(LC 8). Max Grav3=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. Scale z 1.6 6 DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(TL) -0.00 2 >999 180 Horz(TL) -0.00 3 Na Na 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=O 18; MW FRS (envelope) and C-C Extedor(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) 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 pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design psrameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MU-7473 rev. 1(WY1015 BEFORE USE R Design valid for use only with MIIek8 conneclors This design Is based only upon parameters shown, and is for an Individual building component, not p` a misssyslein Bekxe use, the bolding designer inust verity The applicobllty of deslgrt l xxainefeis and lxopeily Incoq>oialo this design into the overall LxAldlrtg design Noting indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent txacing MiTek' Is always required for stability and to Ixevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delivery, erection and bracing of trusses and hiss systems, stieANSI/TPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avaliabie from Truss Plate Institute, 218 N. Lee Street, Sulle 312. Alozandda. VA 22314 Tampa, FL 33610 Job Truss Truss Type aty Ply T12281615 W P0152 CJ3 Jack -Open 16 1 J.bR.lerence optional) eunaers resnDource, I area. riam uay, rronaa s bb r ow s rug I zui r MI I eK mausvies, Inc we vcr if va •o vu evi r rage 1 I D , 75SJeC08yOW 2itGVr5nBL1y96Pw-5r I MJfCB12xDBneiKmgfm?Id_HJgEOM?bgovUlySZDb 1-0-0 3-0-0 1-0-0 3-0-0 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 2-4 999 240 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 W B 000 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 20 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 PLATES GRIP MT20 244/190 Weight: 11lb 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=4.2psh BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C-C Extedor(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.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 g(yder(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. 0 WARNING - Verify design paramatarc and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev. I(W312015 BEFORE USE R' Design valld for use only with MITek® connectors. 1Ns design Is based only upon rxxameters shown, and is for an Individual building cornponenl, not q` a Inns system. Before rise, Ito Ixdidlrlg designer rnrnt verify the applkablilty of design paIamelers and properly Incoipoiale this design Into the overall bullding design Bracing Indicated Is to prevent buckling of Individual puss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slatAlty and to prevent collapse with possible personal Injury and lyoperty damage. For general guidance regarding the fabricatlon, storage, delivery, erection arid bracing of trusses and truss systems. seeANSI/TPII Quality Cdbda, DSB-89 and SCSI Wilding Component 6904 Parke East Blvd Safety Information avallallble from Truss Plate Institute. 218 N Lee Street. Sulte 312. Mexon dda, VA 223114 Tampa, FL 33610 Job Truss Truss Type Qty Ply T12281616 W PO152 C45 Jack -Open 16 1 Job Reference (optional) tsunaers rlrsnOource, I ampa, rani ary, r Ionaa ;utbb / b4U s AUg 1 a ZUI / MI I SKInaustnea, Inc I U9 LX1 1 / UB 4b UU ZU1 / rape 1 I D:75SJeCQ8yQ W 2itGV r5nBLly96Pw-5rlMJf C B12xDBnelKmgf m'IIYsHGxEOM'IbgovUlySZ Db 1-0-0 5-0-0 1-0-0 ' 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CST. DEFL, in loc) Udell Ud TCLL 20-0 Plate Grip DOL 1.25 TIC0.47 Vert(LL) 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 W B 0.00 Horz(TL) 0.00 3 n/a rVa 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 Upltft3=-92(LC 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. Scale = 1:15.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. 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 Extenor(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 Ib 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. Q WARNING - Vartly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. YOM31201 S BEFORE USE. Design valld for use only with MITek61 connectors. This design Is based only upon parameters shown. and Is for an Individual building component. not Malairrsssystem. Be:fofe ruse, the Ixrllalr KT designer Inrrst verify The ap lcutAlty bofdesign1ximinelersalrlproer ly incur Tl rule this design into Ilse overall building dosign Biacing Indicated Is to prevent buckling of Individual Truss web and/or chord members only Additional temporaryand permanent txacing WOW Is always required for stability and to frevenl collapse with possible personal kllury and property danage. For general guidance regarding the fabrication, storage, delivery, etectlon and bracing of fnisses and truss syslerns, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ovallabie from Truss Plate Institute, 218 N Lee Street, Sulle 312. Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type Qty ply T12281617 W P0152 EJ6 Monopitch 2 1 Job Reference (optional) uuiiaers rirsraource, -i ampa, riani terry, rionaa xirobb r env s Aug 1 b Zu1 r MI i aK inausmes, me i ue V i i r uv 4b ui eui r rage i I D:75SJeCQByQ W 2itG V r5nBLly96Pw-Z2s kX_Dp3L44pwCvuThul D IgyhZBzTcBgKYS 19ySZDa 1-0-0 6-4-0 1-0.0 6-4-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.64 Ven(LL) 0.07 2-4 956 240 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 Na BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=152/Mechanical, 2=300/0-8.0, 4=59/Mechanical Max Horz2=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. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1 17 8 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20°6 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; VLIIt=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) 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 Fight 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-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MD-7473 rev. 10=2015 BEFORE USE. Design valld for use only with MlleM connecfors This design Is based only upon parameters shown, and Is for an InclMdual building component, not a trtrss syslen i. Before use. the b tilldkig designer must verity Ih u- appllcobYlty of design 1xxai nelers and poperty hcoipoiale this design Into the overall b uIIding design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addllloiiat temporary aid permanent bracing MiTek' Is always required for slablllty and to prevent collapse with possible personal k*xy and property damage. For general guidance regarding the fabrication, storage, dolivery, erection and tracing of trusses and inrss systerns, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information avattabte born Truss Plate Institute. 218 N Lee Street. Sulle 312. Alexandrla, VA 22314 Tampa, FL 33610 rues Truss Type J Dry ply T12281618LJobWP0152E46GMonopitchGirder11 Job Reference (optional) Builders FirslSource,Tampa, Plant City, Florida 33566 7 640 s Aug 16 2017 M17ek Industries, Inc Tue Oct 17 09 46 01 2017 Page 1 ID:75SJeCQ8y0 W 2 iIGV r5nBLly96Pw-Z2skX_Dp3L44pwCvuThul DloOhXJzNo8gKYS 19ySZDa 3-3-5 6-4.0 3-3-5 3-0-11 Scale = 1 18 6 3x6 = 3x4 = 3-3-5 6-4-0 3-3-5 - 3-0-11 Plate Offsets (X,Y)-- 5:0-4-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.02 5 >999 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.44 Horz(TL) 0.01 4 n/a rVa BCDL 10.0 Code FBC2014fTP12007 Matnx) Weight: 34 lb FT = 20°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1625/0-8-0, 4=967/Mechanical Max Horz 1=106(LC 8) Max Uplift 1 =-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=25fh Cat. II; Exp C; Encl., GCpt--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 five 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 390 lb uplift at joint 1 and 276 lb uplift at joint 4 6) "Semi-ngid 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=-71B(F) 7=-718(F) WARNING - Verify dedpn Psremefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev 10403/2015 BEFORE USE. Design valld for use only with MITek9 connectors. This design Is txtsed only upon parameters shown, and Is lot an Individual IxjNdlrlg component, nor a Inns syslein. Before use, the building designer Must verity The oWicabYlty 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 lempoiary and permanent tracing WOW is always regWred for stability and to prevent collapse with possible personal Injury and property damage For general guidance iegarding the fabrication, storage. delivery- erection and bracing of trusses and truss systems, wc-ANSI/TPI I Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd Safety Information avallable horn Truss Plale Institute. 218 N Lee Street, Sulte 312, Alexandda. VA 22314. Tempe, FL 33610 Job Truss Truss Type oty Ply T72287679 WPO152 EJ7 Jack -Open 23 1 Jab Reference (optional) aunaers rirsiaource, iempa, riam uny, rionaa a oo 1-0-0 I 1 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 100 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 f o4a s Aug to Zul / Mir 9x inouslries, inc i ue Val i / uv — — evi / rage 1 I D:75SJeCQByQ W 2ilGV r5nB Lly96Pw-2 EQ6kKE RgfCxR4n5SBC7rQrr75vzrwsH3zHOZcySZDZ 7-0-0 7-0-0 CSI. DEFL. in loc) I/defl L/d TC 0.68 Vert(LL) 0.10 2-4 763 240 BC 0.48 Vert(TL) 0.24 2-4 337 180 W B 0.00 Horz(TL) 0.00 3 n/a ri/a Matrix) REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz2=136(LC 12) Max Uplift3=-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 BRACING - Scale = 1:19 1 of6 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% 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. II; ET¢, C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 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 fast 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. r i Q WARNING- Verify design pan neten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MNF7473 rev. 101032015 BEFORE USE Design valid for use only.w ilh Mllek® connectors This design It based only upon parameters shown, and Is for an Individual Wilding component not a frtm systom Befoie use, the Ndiding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i imp lwlidkng design Bracing Indlcaled Is to prevent buckllrlg of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stabillty and to prevent collapse with possible personal intray and property darnage For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systerns, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Wilding Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12281620 WP0152 H.j6 Roof Special Girder 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 03 2017 Page 1 ID:75SJeCQByQW2itGVr5nBLly96Pw-WQ_UygE3bzKo3EMH?u1MNeN 14VBgRL9Rld1Z52ySZDY 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 TC 0.60 TCDL 7.0 Lumber DOL 1.25 BC 0.76 BCLL 0.0 ' Rep Stress Incr NO W B 0.19 BCDL 10.0 Code FBC2014lrP12007 Matrix) 2x4 11 Scale = 1.19.5 DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) -0.18 2-5 >580 240 MT20 244/190 Verl(TL) -0.43 2-5 >239 180 Horz(TL) 001 5 n/a rVa Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 5=387/0-10-15, 2=402/0-11-5 Max Horz2=137(LC 7) Max Uplift5=-148(LC 5), 2= 138(LC 4) FORCES. (lb) - 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 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceding directly applied or, 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; V61t=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=6.Opsf; h=25f1; 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 Nil 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 Ito 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 up 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 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 Ib down at 7-1-10, and 36 Ib 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) Q WARNING - Varlly design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 nrv. 1010032015 BEFORE USE. Design valld for use only with MllekO connectors 1Ns design Is based only upon parameeers shown, and Is lot an Individual Wilding component, not a muss system Below use, the building designer must verity the app.rllcabllfy of design txaametersand piopeily 6lcuri rotate Bils design Inlo the overall buildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional Temporary and permanent txacing MiTek" IS alwaysrequiredforstabllityandtopreventcollapsowithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabricatlon. slorage. delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-S9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available Irom truss Pfale Institute. 218 N Lee Street. Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 JobTruss Truss Type ry N W P0152 HJ6A Root Special Girderder 1 1 Job Reference (optional) Builders FrslSource,'Tempa, Plant City, Florida 33566 t 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 03 2017 Page 1 I D:75SJeCQ8yQW 2ilGVr5nBLly96Pw-W Q_UygE3bzKo3EMH?uIMNeN3xVCERK5Rldl Z52ySZDY 1-5-0 4-9-10 8-11-8 1-5-0 4-9.10 4-1-13 2x4 11 Scale = 1 19 5 3x6 = 3x6 = 5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 7.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 ' Rep Stress Incr NO W B 0.19 BCDL 10.0 Code FBC2014/TP12007 Mainz-M) 8-10-15 8- -8 8-10-15 0 -9 DEFL. in (loc) Welt Ud PLATES GRIP Vert(LL) -0.13 5-8 >842 240 MT20 244/190 Vert(TL) -0.31 5-8 >342 180 Horz(TL) 0.01 5 n/a rVa Weight: 39lb FT=20°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 i WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 2=410/0-8-0, 5=385/0-10-15 Max Horz2=137(LC 7) Max Uplift2= 116(LC 4). 5— 159(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-543/244, 3-9=-51 l/271 BOT CHORD 2-11=-305/521, 11-12=-305/521, 12-13=-305/521, 5-13=-305/521 WEBS 3-5=-502/309 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- r 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 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 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 36lb 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 (pit) 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) V WARNWG - Verily design parameters and READ NOTES ON THIS AND WCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10W3,2015 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 Iva Iatrusssystem. Before use, the building deslgnuur must verity tree appllcatAity of design parameters and property Incorporate lints 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 slablllly, 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Shoe 1. Suite 312. Alexandria, VA 22314 Tampa, FL 33610 russTH47ru russ ypety lyT12287622LobDiagonalHipGuder67 Job Reference (optional) Builders FirslSource,'Tampa, Plant Cult'. Florida 33566 7 640 s Aug 16 2017 Welk Industries, Inc Tue Oct 17 09 46 04 2017 Page 1 1 ID:75SJeCQByQW 2itGVr5nBLly96Pw-_cYs90FiMGSfgOxUZcEbwrwFAuaYAIBaW Hm 7dUySZDX 1-5-0 5-2-9 9-10-1 i r 1-5-0 I 5-2-9 4-7-8 Scale = 1.21.8 to _ 2x4 = 2x4 = cx u 5 3x4 = 5-2-9 9-10-1 5-2-9 4-7-8 Plate Offsets (Y Y)-- 2:Edge,0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 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 W B 0.33 Horz(TL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014fTP12007 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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 t 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) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-762/17118-9=-737/187, 3-9=-703/179 BOT CHORD 2-11=-254/702, 11-12=-254l702, 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, 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 Ib down and 85lb 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 97lb 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 (plf) t Vert: 1-4=-54, 2-5=-20 I Concentrated Loads (lb) Vert. 8=44(F=22, 8=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B=-18) 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mg-7473 rev. 1063,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for a7 inclIvldual building component, not a truss system. Before use. the building designer Must verity the applicability of design Ixxa nelets and property Incoq-,aiale this design into the overall lxAding design Bracing Indicated Is to prevent buckling of Individual truss web and/or ctord members only Addlllonai lernpotaryand permaont brocirlg M iTek' Is always requited for stability and to prevent collapse with possible personal Injury and plop erty damage. For general guidance regarding the fabrlcallon, storage, delivery, erecilon and bracing of trusses and truss systems, seciANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 216 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type aty Ply T12281623 W PO152 T01 Common Supported Gable 1 1 Job Reference (optional) Builders FirstSource,"Tampa, Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc. Tue Oct 17 09 46 05 2017 Page 1 ID:75SJeCOByOW2itGVr5nBLly96Pw-Sp6FNMGK6aaW IYWg7JIgS3TVKl1 WvGWklxWgAwySZDW 1-0-0 10-" 21-0-0 22-0-0 1-0-0 10-6-0 10-0-0 1-0-0 J Scale = 1-37.8 4x6 = 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014fTP12007 3x4 = CSI. DEFL. in (loc) I/deft Ud TC 0.10 Vert(LL) -0.00 12 n/r 120 BC 0.04 Vert(TL) 0.00 12 rVr 120 W B 0.07 Horz(TL) 0.00 12 n/a rVa Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No 3 REACTIONS. All bearings 21-0-0. lb) - Max Horz2= 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 250lb or less atjoint(s) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-79/250 PLATES GRIP MT20 244/190 Weight: 99 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- r 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.Opsh 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, Extenor(2) 2-0-0 to 10-6-0, Comer(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 beanng. 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 100lb 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. V WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MR-7473 rev. 101=015 BEFORE USE. Design valld for use only with MITek®conneclors. Thisdesign Is based only upon parameters shown. and is for an Individual building component, riot a truss system. Before use, the Wilding designer must verity ifle aptAicatA ly of design parametersand property hlcorpurate flits design Into the overall building design. Bracing Indicated Is to trevent buckllrlg of Individual truss web and/or chord members only Acidlilonal temporary and permanent lxactng MiTek" Is always required for statAtltyand to prevent collq>se with possible personal Injury and lxoportydamage [or general gnldalce regarding the faixicallon, storage, delivery, erec lion and bracing of hisses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Instrtule. 218 N. Lee Street, Suite 312- Nexandrla. VA 22314 Tame, FL 33610 Job Truss Truss Type Qty Ply T12281624 W PO152 TQ2 Common 11 1 Job Reference (optional) Builders FrslSource, Pampa, Plant City, Florida 33566 - 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 06 2017 Page 1 r ID:75SJeCQ8yQW2ltGVr5nBLly96Pw-w?gdaiHytulNwi5shOG3?G?d1iFFelBt_bFDINySZDV 5-6-14 1 10-6-0 15-5-2 21-0-0 22-0-0 5-6-14 4-11-2 4-11-2 5-6-14 1-0-0 Scale = 1 37 8 4x6 = Ili 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-2-10 6-6-13 7-2-10 Plate Offsets (X,Y)-- 2.0-2-O,Edge)[6.0-2-O,Edge) LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.06 2-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.19 2-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.17 Horz(TL) 0.05 6 n/a rVa BCDL 10.0 Code FBC2014/1'PI2007 Matrix) Weight: 92 lb FT = 20°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc pudins. 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- 4 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 10-6-0, Exlerior(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 loint(s) except Gt=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. Q WARNING . Var11y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M0.7473 rev. 1111032015 BEFORE USE. R Design valld for use orgy wllh MITek® connectors. this design is based only upon parameters shown. and Is for an Individual building component, not a truss syslem. Before use, the building designer must verify the al4AIc< llty of design parameters and Ixopeily hcoiporale, this design Into the overall i•[ q` building design Bracing indicated Is to prevent buckling of Individual inns web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for slat-lllty and to prevent collapse with possible personal Imlay and property damage. For general guidance regarciing the fabilcotlon, storage, delivery, erection and txocing o1 misses and miss 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. Suile 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss ype ty Pty r T12281625 WP0152 TQ3 Common 3 1 Job Reference (optional) Builders FirsiSource,Tantpa, Plant City, Florida 33566 7 640 s Aug 16 2017 Walk Industries, Inc Tue Oct 17 09 46 06 2017 Page 1 I D.75SJeCQByQ W 2itG V r5nBLly96Pw-w?gdaiHytuiNwi5shOG3?G?d4iF Pei8t_bF DiNySZD V 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 = l d 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = LOADING (psf) SPACING- 2-0-0 TCLL 200 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 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 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 Horz2=81(LC 12) Max Uplift7=-169(LC 13), 2=-206(LC 12) CSI. DEFL. in loc) Well Ud PLATES GRIP TC 0.30 Vert(LL) -0.06 2-10 >999 240 MT20 244/190 BC 051 Vert(TL) -0.17 2-10 >999 180 W B 0.17 Horz(TL) 0.04 7 n/a rVa Matrix) Weight: 92 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1422/616, 3-11=-1373/628, 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, 4-10— 158/455, 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; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(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 R MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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) 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 Ot=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 paramefen end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7479 rev. 1WD3/1015 BEFORE USE. Design valid for use only with Mnekm connectors This design Is based only ulx>n parameters shown. and Is for an Individual building component, not u htns system. Beloro Luse, the Ixtllding duslgner must verity the al4AIcatAlty of design parameters and lxoperly Incorporule Hits design Into the overall btAldlrtg design, &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and pe rnarnent bacing MiTek' Is always required for slatAllty and to prevent collapse with possible personal kjuty and txoperly damage. For general guldartce regarding the fabrication, storage- delivery, erection and Ixacing of trusses and truss systems, seeANSI/T I 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 Tamp&, FL 33610 Job Truss Truss Type Oty Ply T12281626 INP0152 TPA Root Special Girder 1 1 Job Reference (optional) Builders FirslSource; Tampa, Plant City. Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 07 2017 Page 1 I D 75SJeCO8yOW2itGVr5nBLly96Pw-OBD?n2HaeBgDXrg3EkolYUYix6XcN_B1 DF?nEpySZDU 1-0-05-6-14 10-6-0 14-8-0 22.8.0 29-0-0 1- 0-0 - s-6-14 4-11-2 4-2-0 8-0-0 6-4-0 4x6 = 34 = 12 11- - -- 3x6 3x8 = 7x10 = 9 t 3x4 = 2x4 11 10- 6-0 14-8-0 22-8-0 29-0-0 Scale = 1.52.7 I 0 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 VBrt(LL) 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 W B 0.89 Horz(TL) 003 9 n/a rUa BCDL 10.0 Code FBC2014ITP12007 Mainz) Weight: 150 lb FT = 20°6 LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puffins. 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 T REACTIONS. All bearings 6-4-0 except Qt=length) 2=0-8-0 lb) - Max Horz2=75(LC 27) Max Uplift All uplift 100 lb 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=-1524/415, 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpl=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 947 lb 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 Dace 2 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rev. f0/D3/2015 BEFORE USE R Design valid for use only with MllekO connectors This design Is based only upon parameters shown- and Is for an Individual building component, not q` a trims system. Bolore rise, the building designer mrust verity the applicabllty of cosign lxxameters and properly Ylcorpoiale Bits design Into Irie overall WIclirlg design Bracing Indicated is to prevent truckling of Individual truss web and/or chord rneinLors only. Additional temporary and permanent traclW WOW is always ieclulred for stability and to prevent collapse wllh possILAe personal Injury and property damage For general guidance regarding The fabrication. storage, delivery, eiecfion arxl bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safely Inlormallon avalloNe Win Truss Rate Institute, 218 N. Lee Street. S1ulle 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply T12281626 W PO152 T04 Root Special Girder i 1 Job Reference (optional) amiaers rirsraource,- i ampa, Piam Cay, rionaa 33566 a i r 640 s Aug i 6 20i i mi i ak inousmes, inc i ue Oci i r oa 4607 20i r rage 2 f ID:75SJeCQByQW2itGVr5nBLly96Pw-OBDvn2HaeBgDXrg3EkolYUYix6XcN_B1DF?nEpySZDU LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 1 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) f 1 1 I I r 1 I I i I I i I T V Q WARNING- Vaify dagyn parametara and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rov. 1 "3l1015 BEFORE USE R Design valid for use only with MITeM connectors. Inls design Is based only upon parameters shown, and Is for an individual building component, riot p` a Isla syslern Before use, the txlNding designer must verify the applicabllty of design pxxarneters and properly incorporale flits design Into the overall building design Bracing indicated Is to proven] buckling of Individual Irua web and/or chord rnernbers only. Addlllonal lernpofory and permanent bracing M iTek' Is always tec"red for stability and to prevent collapse with possible personal lin"y and properly darnage. For general guidance regarding the fablk:ation, storage, delivery, erection and bracing of trusses and Imss systems, seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Sofrty Information available trorn Truss Mate Institute. 218 N. Lee Sheet. Sulle 312. Alexandria, VA 22314 Tempe, FL 33610 Job Truss Truss Type Qty Ply 1 T72281627 W PO152 r T05 1 Hip 1 1 1 Job Reference (optional) ttmrders FrrrdSource; I empa, want cny. Flonda 33566 r I54U s Aug 16 2U1 I mx I eK industries. Inc I ue uo1 It Ua 415 Uii 2U1If rage 1 ID:75SJeCQ8yQW2itGVr5nBLIy96Pw-sOnN'2OICPVy49?FFoRJX4h5xaWuV6WLARvkKmFySZDT 4-5-14 8-4-0 14.6-0 20-8-0 24-6-2 29-0-0 0-0-0i 1-0-0 4-5-14 3-10-2 6-2-0 1 6-2-0 3-10-2 4-5.14 1.0-0 p I Scale = 1.51 8 5.00 F12 4x6 = 4 15 3x8 = 4x6 = 51 16 6 3x6 = 13 12 - - 10 3x6 = 3x8 = r 2x4, 11 3x4 = 3x8 = 8-4-0 14-" i 20-8-0 29-0-0 8-4-0 6-2-0 62-0 8-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Gnp 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 00 Rep Stress Incr YES WB 0.51 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/rPI2007" Matrix) Weight: 139 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9.4 oc pudins. BOT CHORD 2x4 SP No.2 I BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=1120/0-6-0, 8=1120/0-8-0 Max Horz 2=-60(LC 17) n 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, 6-10=-123/481 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=25111; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(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 gnp 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. r j 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. j 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 1 0 WARNING - Verily der/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10 0312016 BEFORE USE. R Design valld for use only with MITekO connectors This design is based only upon parameters shown, and Is for an Individual building component, rot p` a iris syslenl before use, the building designer must verity the appllcatAlly of design pxxamelers and properly incoipoiale this doslgn into the overall buildlrlg design. &acing Indicaled Is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permonenl bracing MiTek" is always required for stability and to pievenl collapse wllh possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and frus systerns, se.eANSI/TPI I Quality Criteria, DS6-89 and BCSI building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Sireel, Suite 312. Nexandrla, VA 22314 Tempe. FL 33610 Job Truss Truss Type Qty ty T12281628 Job W Pot 52 T06 Hip 1 1 Reference (optional) Builders FirslSource: Tanga, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 09 2017 Page 1 ID 75SJeCQ8yQW2itGVr5nBLly96Pw-KaLIC1JgAp4xn9gRM9qmdvd7HvFvr2tJgZUtJiySZDS i-1-0-0 5-5-14 10-4-0 14-6-0 18-8-0 23-6-2 29-0-0 30-0-0, 1-0-0 5-5-14 4-10-2 1 4-2-0 4-2-0 4-10-2 5-5-14 1-0-0 1 0 4x6 = 3x4 = 4x6 = 5 6 Scale = 1:51.8 3x6 = 14 13 11 lu 3x6 = 2x4 11 3x8 = 3x4 = 3x8 = 2x4 11 10-4-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Gnp DOL 1.25 TC 0.36 TCDL 7.0 Lumber DOL 1 25 BC 0.65 BCLL 00 ' Rep Stress Incr YES W B 0.24 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 1 REACTIONS. (lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz 2=-73(LC 17) Max Uplift2=-252(LC 8), 8= 252(LC 9) DEFL. in (loc) Udefl Ud Vert(LL) 0.1411-13 >999 240 Vert(TL)-0.4211-13 >812 180 Horz(TL) 0.11 8 n/a rVa PLATES GRIP MT20 244/190 Weight: 143 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-3-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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— 133/432, 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=2511; Cat. II; Exp C; Encl., GCpi=O 18; MW FRS (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 & 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 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. Q WARNING - Verify das/yn parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1.7473 rev. ION3/2015 BEFORE USE. Design vaild for use only with Mriek6 connectors lids design Is based only upon 1-x3rameters shown, and Is for an Individual building component, not a truss system Before use, the bxAldirng designer must verity tlx: applicability of design I xxanelers and propoily incorporate tt-& design Into the overall luNding design. Bracing Indicated is to prevent Ixrckiing of Individual truss web arid/or chord members only Addltbnal temporaryand pennarient Lxacing WOW Is always required for stability and to prevent collapse with posse personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses arid truss systems, seeANSI/TPI I Quality Criteria, DS6-89 and SCSI Sullding Component 6904 Parke East Blvd Safety Information available from Iruss Plate Institute, 218 N. Lee Street. Suite 312. Nexaridda, VA 22314 Tampa. FL 33610 Job Truss Truss Type Qty PlyI T72281629 W P0152 T07 Hip 1 1 Job Reference (optional) Builders FirslSource, Tempe, Plant Crty, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 09 2017 Page 1 ID 75SJeCQ8yQW2itGVr5nBLly96Pw-KaLICIJgAp4xn9gRM9qmdvd6zvGbr_CJgZUtJlySZDS i 1-0-0 6-5-14 12-4-0 i 16-8-0 22-6-2 29-0-0 80-0-0, 1-0 0 6-5-14 5-10-2 4-4-0 5-10-2 6-5-14 1-0-0 1 0 5x8 = 4x6 = Scale = 1.51.8 3x6 = 13 12 .' 10 9 3x6 = 2x4 11 3x4 = 3x4 = 3x8 = LOADING (psf) SPACING- . 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 7.0 Lumber DOL 1.25 BC 0.61 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 DEFL. in (loc) I/defl Ud Vert(LL) -0.11 12 >999 240 Ven(TL)-0.2812-13 >999 180 Horz(TL) 0.11 7 n/a rVa 2x4 11 PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc puffins BOT CHORD Rigid telling directly applied or 6-5-10 oc bracing REACTIONS. (lb/size) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz 2_ 86(LC 17) Max Uplift2=-261(LC 12), 7=-261(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2159/968, 3-14=-2098/98313-15=-1589/795, 4-15=-1521/812, 4-5=-1413/814, 5- 16=-15211812, 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=6.0psf; 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(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 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 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 well 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. Iv 0 WARNING - Verify dosdgn paramefars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev. ldM3,20/5 BEFORE USE. Design valld for use only with MITek® cone ctois this design Is based only upon parameters shown, and is for on irxilvidual building cornponent, not a truss system. &:fore use, the building designer must verity the applicability of design paraneters and properly hcorpurate this design Into the overall twtiding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addttlonal temporary and permanent bracing MiTek' Is etways required for stablllty crud to prevent collapse with possible persorlal kljuty aril lxoperty damage For general guidance regarding the fabrication, storage, delivery, emclion and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSI -89 and SCSI Building Component 6904 Parke East Blvd Safety Information available Irom Truss Plate Institute, 218 N Lee Slreet. Sudto 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty y 1 T12281630 WP0152 TQ8 Hip 1 1 Job Reference (optional) Builders FuslSource, Tempe, Plara City, Fonda 33566 7 640 s Aug 16 2017 Walk Industries, Inc Tue Oct 17 09 46 10 2017 Page 1 ID 75SJeCQByQW2itGVr5nBLly96Pw-pmv7Q3KSx6CoOJOdwsLv96AFrJaeaMHTvDDRrBySZDR 14.8.0 1-0-07.5.14 14.4-0 14 21.6-2 29." 3D-0-Oi 1. 0.0 7.5.14 6.10.2 0-2 6-10-2 7-5-14 1-0-0 ' a2- 0 Scale = 1:52 7 5 00 F12 4x6 = 16 3x6 = 13 12 10 3x6 = 2x4 I I 3x8 = 3x4 = 2x4 11 14- a-0 7. 5.14 14-4-0 14- 21-62 29." 7- 5.14 6-10-2 0- 6-142 7-5.14 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 1 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(fL) 0.29 12-13 999 180 BCLLI 0.0 Rep Stressincr YES r WB 080 Horz(TL) 0.11 8 rVa n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 132lb FT =20°b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz2=-100(LC 17) i Max Uplift2=-276(LC 12), 8=-276(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. 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, 1 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=0/304, 7-10=0/304, 5-12=-211/702, 3-12= 715/391, 7-12=-715/391 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wirid: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf-, BCDL=6.Opsh h=25ft; Cat II; Exp C; Encl., GCpl=0.18; MW FRS (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 8r MW FRS for reactions shown, Lumber DOL=1.60 plate gnp 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 276lb uplift at joint 2 and 276 lb uplift at joint 8. 1 1 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. I Q . RNWO - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev. 1 @D312015 BEFORE USE. Design valid for use only with MllekO connectors. this design Is based only upon parameters shown, and Is tot an Individual building component- not Nil aInessystem. Mole use. the building designer inusl verify the oloicabYity of design parameters and popedy Incorpoiale this design Into the oveiall building design. Bracing Indicated Is to fxevenl buckling of Individual IntSS web and/or chord members only Additional ternporary and permanent Ixackrg WOW Is always requited for stability and to piovent collapse with possible peisonai kn)rxy and rxoperty dainage. For general guidance iegarding the fabficalWn, storage, delivery, erection and bracing of Inisses and iniss systems. seeANSI/TPI I Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke rest Blvd Safety Information available Item truss Plate Institute, 218 N Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job russ Truss Type, ty Ply r T12281631 W P0152 1 T,09 I Common 17 1 Job Reference (optional) Builders FirstSource, Tampa. Plant Coy, Flonda 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 11 2017 Page 1 ID:75SJeCQByQW 2itGVr5nBLly96Pw-HzT W dPL5iOKfOTzgTasEiKiPJrXJycc7tz_NaySZDQ 1-0-0 7-6-14 14-6-0 21-5-2 29-0-0 ,30-0-Di 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 a1 a je I' r' 12 17 11 10 3x6 = 3x6 = L 3x4 = 3x6 = 3x4 = 9-10-10 19-1-6 29-0-0 9-10-10 9-2-13 9-10-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Veff(LL) 0.26 10-12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.59 2-12 577 180 BCLL 0.0 Rep Stress Incr YES WB 025 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 126lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 I 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) 1 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 1 Structural wood sheathing directly applied or 3-2-3 oc puffins. Rigid ceiling directly applied or 2-2-0 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. 11; Exp C; Encl., GCpi=0.18, MIN FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 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-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design psmmetere end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1-7473 rw. 10/02015 BEFORE USE. Design valid for use only with MITeke connectors link design Is I-ascd only upon parameters shown- and Is for an Individual buYtling component, not a Inrsc system Before trse. Thee LxdldlrlD designei must verify the olX-Alcabllity of design parameters and properly I icorpofate this design Into the overall buildlno design Bracing In dkaled Is to rxevenl buckling of Individual tniss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for slablllty and to prevent collapse with possible personal Injury and property damage For general guidance regafding the fabrication, storage, dellvery, erection and bracing of Incases and truss systems, seeANSI/TPI1 Quality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd Safety Information available Zorn Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type Qty Ply T12281632 WP0152 T10 Hip 2 1 Job Reference (optional) Builders FirstSourcd, Tampe, Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 11 2017 Page 1 I D:75SJeCO8yp W 2itG Vr5nBLly96Pw-HzT W dPL5iOKfOTzgTas EIKIR-JxlJtBc7tz_NaySZDO 1-0-01 6-9.14 13-0-0 16-0-0 22-2-2 29-0-0 30-0-q 1-0-0 6-9-14 6-2-2 3-0-0 6-2-2 6-9-14 1.0-0 5x8 = 4x6 = Scale = 1:51 8 17 0 3x6 = 12 11 10 9 3x6 = 2x4 11 3x4 = 5x8 = 2x4 13-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Gnp DOL 1.25 TC 0.48 TCDL 7.0 Lumber DOL 1.25 1 BC 0.63 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 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 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) 16-0-0 22-2-2 DEFL. in (loc) I/dell Ud Vert(LL) -0.11 11 >999 240 Vert(TL)-0.2911-12 >999 180 Horz(TL) 0.11 7 ri/a ri/a PLATES GRIP MT20 244/190 Weight: 144 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. 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=-1533l749, 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) Vasil=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, Interfor(1) 2-0-0 to 13-0-0, Extenor(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 gnp 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. I WARNING - Verify design puamefers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MN-7473 rev. 1&03/2015 BEFORE USE. Design valid for use oNy with MITek6 conneclors this design It based oNy upon parameters shown- and is for an IndlAdual building component, not a Iritss syslern. Before rue, the building designer must verity lho- applicability of design parameters and properly Incorporale this design Into the overall building design Bracing Indicated Is to prevent buckling of InclMdual truss web and/or chord members only. Addlllonal lemporary and permanent txacing 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 anti taus systems. seeANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute- 218 N. Lee Street. Sidle 312, Alexarldda, VA 22314 Tempe, FL 33610 Job russ Truss Type Qty Ply T12281633 WP0152 T11 Hip 2 1 Job Reference (optional) Builders FirstSource, Tempe, Plant Coy, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 12 2017 Page 1 I D:75SJeCQByQW 2ilG V r5nBL1y96Pw-191 urlLjTkSW edY01 HNT FX FXs7Hp2Okm MX iYv 1 ySZD P 0-0r 5-9-14 11-0-0 18-0-0 23-2-2 29-0-0 30 - 1-0-0 5-9-14 5-2-2 7-0-0 5-2-2 5-9-14 10 1 Sx8 = r 4x6 = 16 17 5 Scale = 1.51 8 Q0 3z6 = 13 12 10 9 3x6 = 2x4 II 3x4 = 3x4 3x8 = 2x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1 25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI200 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 I 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) CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.79 Vert(LL) -0.11 10-12 >999 240 MT20 244/190 BC 058 Ven(TL) -0.31 10-12 >999 180 WB 0.29 Horz(TL) 0.10 7 n/a n/a Matrix) Weight: 140 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins BOT CHORD Rigid ceiling directly applied or 6-4-13 oc bracing. 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=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(l) 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. 0 WARNING - Verily d*Npn P814m01arc and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 mv. faVI*015 BEFORE USE. Deslgn vdid for use ordy with Milek® connecters. Ihls design Is based only upon parameters shown. and Is tow an Individual holding component, not a In= system Were use, the Wiling designer must verity the applicability of design parameters and lxoperly incorporale this design Into the overall i txjding design. Bracing Indicated Is to prevent truckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stalAlty and to prevent collapse with possltNe peisonal Injury and property dainage. For general guidance iegardng the fabricallon, storclge, delivery, erection and bracing of hisses and truss systems, seeANSI/7PI l Quality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd Safety Information avdtabie from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty ply T12281634 WP0152 T12 Hip 2 1 Job Reference (optional) Builders FustSource': Tempe, Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 13 2017 Page 1 ID 75SJeC08yOW2itGVr5nBLly96Pw-DLbG25MLE1 aNFm7Cb_uinlooYXaVngovbBS5STySZDO 1-0-Oi 4-9-14 9-0-0 14-6-0 20-0-0 24.2-2 29-0-0 ,30-0-Q 4-9-14 4-2-2 5-6-0 5-6-0 4-2-2 4-9-14 1-0-0 r- 4x6 = 3x8 = 4x6 = 15 ' 16 6 Scale = 1 51 8 3x6 = 13 12 = 10 3x6 — 3x8 = 2x4 I 3x4 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.16 2-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.45 2-13 >751 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.11 8 Ida rVa BCDL 100 Code FBC2014fTP12007 Matrix) 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 puffins. 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 Horz2=65(LC 16) Max Uplifl2=-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 Opsh h=25ft, Cat. II, Exp C; End , GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 9-0-0, Extenor(2) 9-0-0 to 24-4-6, Interlor(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. 0 WARNING - Vorlly doslyn paramatom and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10103R015 BEFORE USE R Design valid for use only with MI1ek8 connectors Thls design Is based only upon parameters shown, and Is for an Individual oulldirlg component, not q` a muss syslem. Before use. the brildlrlg deslgrler must verify the appllcablilty of design parameters and properly hlcorporale this design Into the overall bLAdirlg design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' k always required hot stablilty and to prevent collapse with possible personal inji-my and property damage For general guidance regarding the fabxlcalloR slorage, delivery, erection and bracing of Inlsses and inks systems, seeANSI/TPI I Quality Criteria, DSB-a9 and SCSI 6ullding ComponMt 6904 Parke East Blvd Safety Information ovatlahble from Truss Plate Institute- 218 N Lee Street, Sulte 312, Alexarldrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T12281635 W PO152 713 Hip Girder 2 1 Job Reference (optional) Builders FirslSource'Tampa, Plant City, Florida 33566 7 640 s Aug 16 2017 Walk Industries, Inc Tue Oct 17 09 46 14 2017 Pape 1 ID:75SJeCQByQW2itGVr5nBLly96Pw-hY8eFRNz?LiEtwiP9iQxKyKl6w01W 7E3grBe_vySZDN 1-0-01 3.9-14 7-0-0 12-0-0 17-0-0 22-0-0 25-2-2 29-0-0 a0-0-Q 1-0-0 3-9-14 3-2-2 5-0-0 5-0-0 5-0-0 3.2-2 5.00 12 4x6 = 3x4 = 3x4 = 4x6 = 4 15 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 = 3x4 = 3x8 = Scale = 1 53 1 7-0-0 7-6-0 7-6-0 7-0-0 Plate Offsets (X,Y)-- 2:0-3-0,0-1-81, (9:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 081 Vert(LL) 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 W B 1.00 Horz(TL) 0.13 9 rda rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 161lb FT=20% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-0-5 oc puffins 4-7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-5-3 oc bracing BOT CHORD 2x6 SP M 26 WEBS 20 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=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 676 Ib 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 lb 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 lb down at 19-11-4, and 320lb 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) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mn-7473 rev. is ma0f 5 BEFORE USE. Design valid for use only with Milek® connectors. Ihls design Is I xned only uron paraieters shown, and Is for an In dlAdual building component, not a teas system. Before use, the IxAlding deslgixr must verify the a14AIcablllty of design parameteis and pioperly kicogwrale Hits design into the oveiall bxgalng design Biacng In dk:aled Is to prevent lwckllrlg of Individual truss web and/or chord members only Addllorlal lemporaryand perrnanenl bracing M iTek' Is always rectulied lot slaUilly and to prevenl collapse with possible personal kllcay and property damage For general guidance regaiding the fabk: atlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS6-89 and IlCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12281635 W P0152 T,13 Hp Girder 2 1 Job Reference (optional) Builders FaslSource,`Tampa, I Plant Crty, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 14 2017 Page 2 ID 75SJeCQ8yQW21tGVr5nBLly96Pw-hY8eFRNz?LIEtwIP9lQxKyKt6wOjW7E3grBe_vySZDN LOAD CASE(S) Standard 1) Dead + Root 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=-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(8) 20=-105(B) 21=-105(B) 22=-58(B) 23=-58(B)24=-58(B)25= 58(B) 26=-58(B) V WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MR-7473 rev. 10)03)2016 BEFORE USE. Design valid for use only with Milek9 connectors. This design is based only upon parameters shown, and Is for an knlivldual building component, not a Ir1155 system. Before use. the txilding designer must vedly The applicability of design parameters and properly Incorporale this design Into the overall txiltding design. Bracing indicated is to prevent truckling of Individual Iruss web and/or chord members only Additional lemporary 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 fabricallon, storage, delivery, erection and Lxacing of trusses and miss syslerns, seeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available trorn Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type aty Ply T12281636 WPO152 T14 Hip Girder 1 t Job Reference (optional) Builders FirsiSouri:6. Tanga, Plant City. Fonda 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 15 2017 Page 1 ID:75SJeCOByOW 2itGVr5nBLly96Pw-9k10TnObmfg5V4HbiPxAsAt?VKFgFI0C2VxCW LySZDM 1-0-0 3-9-14 7-0-0 • 14-0-0 17-2-2 21-0-0 _ r 22-0-0 r1-0-0 3-9-14 3-2-2 7-0-0 3-2-2 3-9.14 Scale = 138 4 4x10 MT20HS = 4xl0 MT20HS = 4 12 13 14 5 1' 0 3x6 = 3x8 = 4x6 = 3x4 = 3x6 = 7-0-0 14-0-0 21-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets (X,Y)-- 4:0-6-0,0-1-121, (5.0-6-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell r 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 W B 026 HOrz(fL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 97lb 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) 1 2=1542/0-8-0, 7=1542/0-8-0 Max Horz2=-52(LC 28) Max Uplift2=-494(LC 8), 7=-494(LC 9) FORCES. (Ib) - 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=4.2ps1; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=O 18, MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnp 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 tit 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 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 Ib Lip 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 (8) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-4=-54, 4-5=-54, 5-8=-54, 2-7_ 20 Continued on Daae 2 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1DA13)2015 BEFORE USE R Design valid for use only with MITek® conneclors This design Is based ortly upon parameters shown, and is for art Individual building cornponent, not p` a fniss syslern Before use, the Nillding designer must verity The applicaL>tity of design I xxamelers and properly lncogporole this design Into the overall building design Bracing Indicaled Is to prevent Lxickllrig of Individual Truss web and/or cttoid members only. Addlllonat Ternporcry anct permanent bracing WOW' is always required for statAilly and to prevent collapse with possible personal Injury and property damage For general gtAdartce regarding the fabrlcallon, storage, delivery, erec lion and bracing of trusses and Iniss systerns, seeANSI/TPII Quality Criteria, DSB-89 and 6CSI Building Component 6904 Parke East Blvd Safety Information avallatAe from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 33610 Job russ Truss Type Qty Ply T12281636 W PO152 T14 Hp Girder 1 1 Job Reference (optional) Builders FrrstSourcb, Tampa, Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 15 2017 Page 2 ID 75SJeCQ8yQW2itGVr5nBLly96Pw-9kiOTnObmfg5V4HbrPxAsAt?VKFgFIOC2VxCWLySZDM LOAD CASE(S) Standard, Concentrated Loads (Ib) I Vert: 4=-1 53(F) 5=-1 53(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- Verily dsr/pn parameters and READ NOTES ONrTFOS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev. 1a9320f5 BEFORE USE. Design valld for use oMy wihtl MITek® connectors This design Is based only upon Ix frameters shown, and Is for an Individual balding component, not p` a hnrss system. Before use. the building designer must verity the applicobllty of design parameters and properly hcorporate this design Into Ilre overall IuNding design Brachg Indicaled is to prevent bucMing of Individual Iruss web anti/or chord members only Additional lemporary and permanent txacing MiTek' Is always required for slobfity and to prevent collapse with passible personal injury and property damage For general guldonco regading the fabrication, storage, delivery, erection and bracing of trusses and trusssystems, seeANSt/TPI1 Cuallfy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Nexanxdrla. VA 22314 Tampa, FL 33610 Job Truss Truss Type Qty PN r T72281637 WP0152 715 Hip 1 1 Job Reference (optional) Builders FirslSourcb, Tampa, Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 15 2017 Page 1 I D:75SJeCQ8yQW 2itG V r5nBLly96Pw-gkiOT nObm fg5V4HbiPxAsAt7tKHQ FntC2VxC W LySZDM 1-0-0 4-9-14 9-0-0 12-0-0 16-2-2 21-0-0 r1-0-0 4-9-14 4-2-2 3-0-0 4-2-2 4-9-14 4x6 = 5x8 = Scale = 1 38.4 to 3x6 = 3x8 = 5x8 = 3x6 = 9-0-0 3-" 9-0-0 ' Plate Offsets (X,Y)--I5:0-5-12,0-2-81,19:0-4-0,0-3-01 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 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=824/0-8-0, 7=824/0-8-0 Max Horz2= 65(LC 13) Max Uplift2= 197(LC 12), 7=-197(LC 13) CS1. DEFL. in loc) I/defl Ud PLATES GRIP TC 0.42 Vert(LL) -0.16 7-9 >999 240 MT20 244/190 BC 0.71 Vert(TL) -0.42 7-9 >587 180 WB 0.14 Horz(TL) 0.05 7 n/a n/a Matrix) Weight: 99 lb FT = 209b BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-14257752, 3-11=-1397/765, 3-4=-1138/574, 4-5=-1011/582, 5-6=-1136/574, 6-12=-13977765, 7-12=- 14257752 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=4.2psh BCDL=6.Opsf; h=25ft Cat Il; Exp C; Encl., GCpi=O 18; MW FRS (envelope) and C-C Extertor(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, Interlor(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.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. t V WARNING - VIdly deslpn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MX7473 rev. 10/032015 BEFORE USE R' Design valid for use orgy with Mllek® connectors. This design Is based orgy upon parameters shown, and Is lot an individual building component, not q` a Iniss sysleni &:fore trse, the lxgtdirlg deslgix: r nuts[ verify the appllcaL4ity of design parametersand pronerty Incorporale thls design into the oveiall building design Bracing Indicated Is to prevent buckling of IrxlMdual truss web and/or chord members orgy. Additional lernporary and permanent bracing MiTek' Is always required for stability and to prevenl collapsewithpossibleporsonatInjuryandpropertydamageForgeneralguidancefogardingIhofabrication, storage, delivery, erection and bracing of trusses and busssystems, seeANSI/TPI I Quality Criteria, DSII-89 and SCSI 6uNdin9 Component 6904 Parke East Blvd Safety Information avaltable from truss Plate Institute. 218 N Lee Street. Sulle 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss ype ry ty T12281638 WP0152 T16 Common 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 14 4-11-2 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 16 2017 Page 1 I D:75SJ eCQByQ W 2itGVr5n BLIy96Pw-dwG Pg70 DXyzy6EsnG7SPPNQKOkg V_ EaLHgg l3oySZ D L 4-11-2 5-6-14 ' 1-" Scale = 1.36 8 4x6 = Io 3x4 = 30 = 3x4 = 3x4 = 3x4 = Plate Offsets (X Y)-- f1:0-2-0,Edgej, f5:0-2-O,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid 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 70 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/TPI2007 Matrix) Weight: 91lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-7 oC pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling 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 Uplifll=-173(LC 12), 5=-208(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 256 (lb) or less except when shown. TOP CHORD 1-10=-1450/654, 2-10=-1395/664, 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; MW FRS (envelope) and C-C Exterior(2) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 10-6-0, Extenor(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 gnp 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-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI1EK REFERANCE PAGE M11.7473 rev. iCW7R015 BEFORE USE. Deslgrt valid for use only with Mriek®conneclors TNs design Is based only upon parameters shown, and Is tot an Individual building component, not a Crabs systern BU(ae use, the building designer must verity the ci[441 :abllty of design IXxarnefers and properly Incorporate this design Into the overall building design.' &acing Indicated Is to prevent bucking of Individual truss web and/or chord rnernbers only Addlllonal temporary aid permanent lxacing MiTek' Is always required for statlllty and to prevent colk;xe w8h posse personal Inlay and Ixoperty damage For general guidance regarding the fobricatkxn, storage, delivery, exec lion and bracing of misses and miss systei ns, seeANSI/TPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available Irorn Truss Plate Institute. 218 N Lee Street. Sulle 312, Alexandria, VA 22314. Temps, FL 33610 Job Truss Truss Type aty Ply T12281639 W PO152 T17 Roof Special Girder 1 1 Job Reference (optional) Builders F ustSourcd. Tampa. Plant City, Florida 33566 1-0-0' 6-4-0 8-0-0 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 17 2017 Page i I D, 75SJeCQ8yQ W 2itG Vr5 nBLly96Pw-57gnuT PrIG5pkO R_ggzeybyS48_ DIX LV W pQJbEySZDK 4-2-0 4-11-2 4x6 = 5-6-14 '1-0-0 Scale = 1.52 7 3x4 12 11 2x4 II 4x12 = 4x6 = 3x4 = 3x4 = 6-0-0 6 4N0 14-4-0 21-4-2 29-0-0 n 6-0-0 ON-0 8-0-0 7-0-2 7-7-14 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/fP12007 CSI. TC 0.50 BC 0.62 WB 0.72 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 *Except` 3-4: 2x6 SP No.2 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 Upltft2=-111(LC 20), 12_ 420(LC 8), 7=-213(LC 9) Max Grav2=18(LC 19), 12=1601(LC 1), 7=822(LC 1) DEFL. in (loc) I/deft Ud Vert(LL) -0.09 9-11 >999 240 Vert(TL) -0 23 7-9 >999 180 Horz(TL) 0.02 7 n/a rVa PLATES GRIP MT20 244/190 Weight- 151 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc puffins BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-182/T/6, 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, 10-1 1=-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; 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 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 beanng 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 5-8=-54, 2-7=-20 Continued on Daae 2 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev, 14W2016 BEFORE USE R Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an IndlAclu al building componenl, not u lr Iss systom Before use, the building designer must verity the i "Alcubllty of design I iaiameters and prol x ly Incoqwralo this design Into the overall bulldIng design Bracing Indicated Is to pievenl lxickling of Indlvldual truss web and/or chord members only. Adalllorlal temporary and permanent bracing MiTek' Is always reatu ilred lot stability and to prevent collapse with possible personal Injury and Ixoporty darnage. For general guidance regarding the fabrication, storage, delivery, erection aril bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd Solely Information avdl(jt)le frorn Truss Plate Institute. 218 N Lee Street, Sulte 312, Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type Qty Ply T12281639 WPO152 T17 Root Special Girder 1 1 Job Reference (optional) Builders FFrstSomce, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13=-98(F) 14=-39(F) 7 640 s Aug 16 2017 MRek Industries, Inc Tue Oct 17 09 46 17 2017 Page 2 ID 75SJeCQ8yQW2itGVr5nBLly96Pw-57gnuTPrlG5pkOR_ggzeybyS48_DjXLVWpQJbEySZDK Q WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE R Design valid lot use only with MilekO connectors This design is based only upon parameters shown, and Is for an Individual building component, non q` a truss system. Before use, the building doslgner must verify the appllcalblllty of design Ixlra neters and propeily Incorporate finis design Into the oveulll building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members oNy Additional lernporary and permanent tuacing MiTek' is always required for stablllly and to prevent collapse with possible personal Injury and property dlarndlge For general guidance regarding the lobrk:alion, storage, delivery, election and bracing of Trusses and InuS3 systems, seeANSI/TPI I Qua9ty Criteria, DSt--E9 and SCSI Building Component 6904 Parke East Blvd Safety Information avdiat>le frown Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 33610 Job Truss Truss Type oty Ply T12281640 WP0152 T18 Hip 1 1 Job Reference (optional) Builders FuslSourcb, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTak Industries, Inc Tue Oct 17 09 46 18 2017 Page 1 I D:75SJeCQ8yQ W 2itGV r5nBLly96Pw-aJ O95oQ U3aDgMYOAOY UtUoV e 1 YKJS2SekT9s7gySZDJ 1-0-0 6-0-0 8-4-0 14-6-0 20.8-0 24-6-2 29-0-0 30-0-0, 1-0-0 6-0-0 2-4-0 6-2-0 6-2-0 3-10-2 4-5-14 010 Scale = 1.51.8 5 00 F1 2 5x8 = 2x4 II 5x8 = 1 17 b 18 6 m6 I< 0 3x4 = 14 13 12 = 10 3x4 3x4 2x4 II 3x4 = 5x8 = 3x4 = 8-4-0 14-6-0 20-8-0 29-0-0 6-0-0 2-4-0 6-2-0 6-2-0 8-4-0 LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in loc) I/dell Ud 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 W B 0.47 r Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 140lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc puriins BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing 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. (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, 6-1 8=-1 0731630, 6-7=-12531636, 7-19=-1462/798, 8-19=-1491l786 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, 6-1 0=-1 5/339, 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=4.2pst; 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, Intenor(1) 2-0-0 to 8-4-0, Extenor(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 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 lb uplift at joint 8. 7) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily des/Mn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MM-7473 rev. IM12015 BEFORE USE. Design valid for use only with Mnek0 conneclors 1Ns design Is based only upon lxraineters shown, and Is for an IndMdual building component, not a Cuss syslein Before use, the building designer must verity the clppilcabllty of design parameters and poperly Incorpoiale this design Into the overull building design Bracing Indicated Is to prevent truckling of Individual truss web and/or chord members only Addlxonal temporary and pennarlent Lracing MiTek' Is always required for stability and to prevenl collapse with possible personal kljury and VOPerly danage For general guldarlce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-E9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from hiss Plate Insfltule. 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 r Job Truss Truss Type Qty Pry WP0152 T19 Hip 1 1 111 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 16 2017 Page i I D:75SJeCQ8yO W 2itGVr5nBLIy96Pw-aJO95oQU3aDgMYOAOY UtUoV eJYLfS3nekT9s7gySZDJ 10-4.0 14-6-0 18-8-0 23-0-0 29-0-0 30-0-q 1-0-0 6-0-0 4-4-0 4-2.0 4-2-0 4-4-0 6.0-0 1-D0 a1 0 Scale = 1 51.8 46 = 3x4 = 4x6 = 4 5 6 uzv — 3x4 = 2x4 11 3z8 = I 3x8 = 2x4 11 23-0-0 29-0-0 I 0 Plate Offsets ( ,Y)-- 2:0-2-0,Edgel, 18:0-2-0,Edgel 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 0.41 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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling 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 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, 3-15=-170/506, 3-4=-580/342, 4-5= 484/357, 5-6=-973/598, 6-7=-1 100/596,7-16=-14627741, 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=25fl; Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 10-4-0, Extenor(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 8. 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 0 WARNING- Verfly desfyn parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev =31W IS BEFORE USE. Design valid for use only with MITek® connectors. thts design Is bcrr,d only upon parameters shown, and Is for an kidtviduat building component, nor a Iniss syslein liefoie use, the building designer must verify the applicabillty of design parameters card piopoiiy incorporale flits design Into Itne overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. AdcHfional temporary and permanent bracing WOW Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and fiuss systems, socANSI/TPI1 Quality Cdterla, 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 T12281642 W P0152 ' T2o Hip 1 1 Job Reference (optional) Builders FuslSourde, Tampa, Rant City, Florida 33566 7 640 s Aug 16 2017 PATek Industries, Inc Tue Oct 17 09 46-19 2017 Page 1 ID:75SJeCQByQW 2itGVr5nBLly96Pw-2VyXJB R6ptLXziaMxF76102n3xi DBXHoz7vPt7ySZDl 1-0-0 5-11-14 11-4-0 17-8-0 23-0-2 29-" 10_15-11-14 5-4-2 6-4-0 5-4-2 5-11-14 1-0-0 1 0 5x8 = 16 17 4x6 = Scale = 1,51.8 3x4 = 12 10 9 3x4 3x4 = = 13 3x4 = 3x8 = 2x4 II 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 100 14 6- 11-4-0 17-8-0 23-0-2 29-0-0 14 0 .10 5-3-8 6-0-0 5-4.2 5-11-14 12,0-2-81(7:0-2-0,Edge) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.05 9 999 240 MT20 244/190 Lumber DOL 1.25 BC 046 Vert(TL) 0.13 7-9 999 180 Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 7 rda n1a Code FBC2014fTP12007 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 puffins. 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 (It=length) 7=0-8-0. lb) - 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=-1500f743, 7-19=15571729 BOT CHORD 2-13=-295/196, 12-13— 295/196, 11-12=1551584, 10-11 =-1 55/584, 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. 11; Exp C; Encl., GCpi=O 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(l) 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 joint(s) 2 except Qt=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. WARNING- Varlly design paramefers and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M&7473 rev. 101103M16 BEFORE USE. Design valld for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an IndlAdual I xiYding component, nor a truss systern. Before use. the WIding designer must verify the aWlc( Ity of design Ixrarnelers arrd p iopeily hcorporate this design Into Itne overall buNding design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Addlllonal temporaryand permanent tracing WOW is always required for stability and to prevent collapse with possible personal knhuy and property damage For general grtldance regarding the fabrication. storage, delivery, erection and Lxacing of trusses and fniss systems, soeANSI/TPI1 Cualily Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information avaliabte Item Truss Plate Institute. 218 N Lee Street, Suite 312, Alexandila. VA 22314. Tampa, FL 33610 t ", I russ obI. ype Qty tyT122816437: uss WP0152 T21 i 1 Job Reference (optional) Builders FirslSouree. Tampa, ' Plant City, Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc Tue Oct 17 09 46 20 2017 Page 1 r ID:75SJeCQ8yOW2itGVr5nBLly96Pw-WhWvW USkaBTNbr9YVzWLZDazPL?dwvyxCnezCZySZDH 1-0-0, 6-11-14 13-4-0 15-8-0 22-0-2 29-0-0 a0-0-0, 1-0-0 6-11-14 6-4-2 2-4-0 6-4-2 6-11-14 1-0-0 1 0 4x6 = 4x6 = Scale = 1 51 8 3x6 = 12 11 10 9 3x6 = 2x4 11 3x4 = Sx6 = 2x4 11 6-71-14 13-4-0 75-0-0 22-0-2 29-0-0 6-11-14 6-4-2 2-0-0 6.4-2 6-11-14 Plate Offsets (XY)-- f 10:0-2-4,0-3-41 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0 50 BC 0.64 WB 066 Matnx) DEFL. in Ven(LL) -0.16 Vert(TL) -0.34 Horz(TL) 0.11 loc) I/deft L/d 9-10 >999 240 9-10 >998 180 7 n/a rVa PLATES GRIP MT20 244/190 Weight: 137lb 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=1120/0-8-01 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=-1507l737, 4-14=-14327755, 4-5=-13307747, 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=0/29113-11=-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.Opst; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exlenor(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, Intenor(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 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=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. 1Q 0 QWARNING - V*Hfy dosdpn pal amafairs andREAD NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rov, faMMIS BEFORE USE. 1*R Design valld for use only with AMTek® connectors, this design Is based orgy upon parameters shown, and is for an Individual building component, not a irrrss systern. Before use. the building designer mtrst verity the altpllcabllty of design parameters and Ixoperly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal Injury and Ixoperty damage. I or general guidance regarding the fabrication, storage, delivery, erecllon and bracing of misses and miss systems, weANSi/TPI1 Quality Cdforlo, Dsb-b9 and 8CS1 building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Adexandrla. VA 22314 Tampa, FL 33610 Job Truss Truss Type Qty Ply T12281644 W PO152 V2 Valley 2 IJb Reference (optional) aa0 2x4 i I D:75SJeCQByO W 2itGVr5nBLIy96Pw-W hW v W USkaBT Nbr9YVz W LZDa4kL9 Rw3JxCnezCZySZDH 2-0-0 2-0-0 500 F12 2 3 Scale = 1 7 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Gnp 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 W B 0.00 Horz(TL) -0.00 2 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 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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 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. 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 Extenor(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. r 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 ANSVTPI 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. 5 0 WARNING - VsrIly dentin parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1.7473 rev. 1&0"015 BEFORE USE Design valid for use orgy with Mllekbe connoclors. hits design Is based only upon paramelers shown. and is for an Individual bildIng component, not a hiss system Befcxe use, Ili: building designer Must verify the cWica bllty of design l iaianieters and ixoperly incotporale this design Into the overall building design. Bracing Indicated Is to prevent lxickiing of lndlvidual truss web and/or chord rnoinibufs only. Additional Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and prolx'rty danage For general guidance regadlrlg the fabrk:allon, storage, delivery, erection and bracing of trusses and Iriss systems, sreANSI/TPI1 Quality Criteria, DSB-E9 and BCSI Building Component 6904 Parke East Blvd Safety Information available tioni Truss Plate Institute. 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply T12281645 W PO152 '" V4 Valley 2 1 Job Reference (optional) ounuers rnswvmce, arrya, nam any, nvnoa ssvoo r — s nug .. zu r m i eR mousu—, my i ue —1 1 r va — z i zu, r rage i ID 75SJeCQ8yQW21tGVr5nBLly96Pw-_u411gSMLVbED?kl3g2a6R7CilUBfWZ4RROWk?ySZDG 4-0-0 4-0-0 a0 2x4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Gnp DOL 1.25 TC 0.21 TCDL 7.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007, Matra LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 1=115/4-0-0, 3=115/4-0-0 Max Horz 1=65(LC 9) I Max Upllftl— 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 2 3 2x4 11 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a rVa 999 Horz(TL) 0.00 3 n/a rUa Weight:13lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; 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 I V WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7473 rev. 10rU3/2015 BEFORE USE. Design valld for use only with Mnek® connectors this design Is lased only ul on parameters shown, and is for an kndlvkklal building cornponenl. not a tnsa system. Before use, the Ixillding designer must verity the aWlcalAlfy of design parameters and Ixoperly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckllrlg of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for statAllty and to Ixevent collapse with possllAe personal I nluxy and property damage For general guidance regarding the Ic"Icallon, storage, delivery, erection and bracing of trusses and fnlss systems, seeANSi/TPI1 Quality Cillerla, DSS-89 and SCSI building Component 6904 Parke East Blvd Safety Information available from truss Plate Institute- 218 N. Lee Street. Sulte 312. Alexandria, VA 22314 Tampa, FL 33610 a Job Truss Truss Type Qty ply T12281646 WP0152 V6 Valley 1 1 Job Reference (optional) Dormers 1- il900ume. Tampa, riam any, rionoa sa000 6-0-0 r oousrug iozurr m1e6mausrfies. inc iue—ir ue—zi evir rage ID:75SJeCQ8yQW 2itGVr5nBLly96Pw-_u41tgSMLVbED?kl3g2a6R7E71UsfVA4RROW k?ySZDG Scale = 1.15.5 3 5 4 2x4 2x4 11 2x4 I I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 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 Stresslncr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight. 21lb FT=20% 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) I 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-174/301 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid telling 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., GCpl=0.18; MW FRS (envelope) and C-C Extenor(2) 0-9-1 to 3-9-1, intenor(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 20.0psf 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 100 lb uplift at joint(s) 4, 5. 6) 'Semi-ngid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. V WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MIF7473 rev. 10M120/5 BEFORE USE. Design valid for use only with MITek® connectors. Fits desigrl is based only upon paiame-fers shown, and Is for an Individual building component, not a hues systern Before Use. the building designer Trust vetify the apl-llcabYlly of design parameters and poperty Incoilx>rafe this design Into the overall br4ldfng design Biacing Indicated Is to Ixevenl buckling of Individual truss web and/or chord members orgy. Addlllonal temporary and perrnarlenl tracing WOW is always regdiod for stablllly and to lxevenf collapse with possible personal Inlrlry and property damage For general gulclance iegarding the fabrication, storage, delivery, erection and tracing of Incases and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaliatNe from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 33610 a Symbols I Numbering System I A, 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' 1/ 1 dr For 4 x 2 orientation, locate plates 0-'/0 from outside edge of truss. - This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI l : 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. c O U a- O 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ff. spacing, 9 Y or less, if no ceiling is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others 2012 MiTek® All Rights Reserved Nil M!Tek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 29-0-0 I / I I CJI t9 m n tCA ? C-15 _ _ _ I A CJ3m CJ5 J1 m T13 II T09 T09 k T09 _ 4 - 709 i m co T09 m m m----- m T09 I m 709 m ti 109 f Tog --------- - --_ _ -- T21 119 1 j m m 117 1 q CJ5 i 49 1 CJ3 R iwl JI m b m T16116 716 1 T02 T15 m m CJI 74 CJ5---- CJ3 cirar i4j, I 21-0-0 B-0-0 m m cv DEARWG HEIGHT 56HEDULE NOTES: 1) REFER TO HID 91 (RECOMAENDATION5 FOR HANDLING INSTALLATION AND TEMPORARY DRACING ) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT DRACING REQUIRED 2) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) M15T DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACING REQUIREMENT, 3) ALL VALLEY5 ARE TO DE CONVENTIONALLY FRAMED DY DUILDER 4) ALL TRU55E5 ARE DE516NED FOR 2' o c MAXIMUM 5PACINI6. UWE55 OTHERWI5E NOTED 5) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARING, UILE55 OTHERWI5E NOTED 6) 5Y42 TRU55E5 MU5T DE INSTALLED WITH THE TOP DEING UP 7) ALL ROOF TRU% HANGERS TO DE 5IMP5ON HTU26 UN-E55 OTHERWI5E NOTED ALL FLOOR TRU55 HANGER5 TO DE 51MP5ON TFIA422 UNLESS OTHERWISE NOTED 8) DEAWHEADER/LINTEL (UDR) TO DE FURNI5HEO DY DUILDER 51-10P DRAWING APPROVAL 1I05 LAYOUT 15 THE 50.E 50URCE FOR FADRICATION OF fQ155E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TM LAYOUT5 REVIEW AW APPROVAL OF TH5 LAYOUT WhT DE RECEIVED BEFORE ANY TRU55E5 WILL DE DUET VERIFY ALL CONDITIONS TO WSURE AGAI%T (*)a5 THAT WILL RE511T W EXTRA CHAR6E5 TO YOU ftp.w kb,V, D.1a IF'." I/ Ntr 61ABUildersFirstSource Orlando PHONE 407-651.2100 FAX 407-851-7111 Plant Gity PHONE L313-759-5951 FAX 613-752-1532 Ashton Woods I 1200 Elevation T V ADDIE A Lot 7CX PtAnl eT 10/5/17 Josh RECORD COPY D City of Sanford o Building and Fire Prevention Product Approval Specification Form Permit# U S 3 # 1 7 2 6 53 Project Location Address w\LDhVc SANFORD As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. ' The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 1 Category/Subcategory Manufacturer Product Description(including Florida Approval # 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 CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof ; Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Stren th 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 7 THERMAITRU THERMA TRU DOORS 1 18 INDUSTRIAL on., EDD["TON. OH 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) excludng 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 wan dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shot be installed following installation vMructions of ANSI/ AFSPA NDS 2005. AN other fastener types to be installed following fastener manufacturers 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/ DESCWTION I Typical elevations. design pressures 3 general notes 2 Buck anchoring 3 Frame anchoring 4 Frame anchoring 6 bill of materials 5 Horizontal S vertical crass sections 6 Vertical cross sections 105-V MAX. OVERALL FRAME WIDTH 1 2 3 5 5 5 I I 1 Ii 7 m I 1 I I I I I I I I I 1 I 1 I I I I I I I1 1 I I I II 1III lI I;ICA IrAIP 6 6 6 6 6 6 DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE 47.0 -47.0 37.50' MAX. OVERALL WIDTH Ft Ft rr7_ 0 5 W IC I J 5 1 I I I SINGLE X MAX DESIGN PRESSURE 77.0 -77.0 74-V MAX. OVERALL WIDTH 1 2 3 115 5 5 DOUBLE xx MAX DESIGN PRESSURE 47.0 -47.0 6B.57 MAX. OVERALL WIDS SINGLE W/ SIDEUTES OXO MAX DESIGN PRESSURE 47.0 -47.0 53.01T MAX. OVERALL WIDTH 2 3 i 5 5 SINGLE W/SIDELITE OX MAX DESIGN PRESSURE 47.0 -47.0 LOCK HARDWARE MFG i SERIES KWIKSET SIGNATURE SERIES LATCH KWIKSET SIGNATURE SERIES 780 DEADROLT auu N.T.S. orc. - JK uRc n: LFS F1-15225.1-68 SHEET _L OF C r 4" 4" 4" I I 4" 4". 4 —{ 4. 4" 4" H nil•' 1. II' I 11• I I II I 1I1I Zso ZEMULLIONIII MULLION MULLION 4 MULLION MASONRY 4 11 SHOWN FOR MASONR 4 11 SHOWN FOR n }k MASONRY Y YP. REFERENCE SHOWN FOR), REFERENCE 11 1IREFERENCE OPENINGNp• OPENING Tp I1REFERENCE cn gOPENING kHEAD HA11 If 11 i g v H 2X BUCK 6c I SEENOTE1I I I 11 k JAMBS SEE NOTE 1 dt JAMBS SEE NOTE 1 1 11 9 P S a ' m u a` m 3 ii I II - II II 2X BUCK li _ _ 2X .BUCK II II I W o I I ASTRAGAL I I w I I w I I I c 11 SHOWN FOR 11 rn V II °'" II MULLION SHOWN FOR II rn Z IIiREFERENCEIIZoIIoIIREFERENCEII6oII I II II II II II II II II II III ' II II II II v DOUBLE W/SIDELITES SINGLE W SIDELITE SINGLE W/SIDELITES m BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING cr W Y U m K 0 O I 4 . F- F-H8" I I 4" a a I la NOTES: NI. 1/4" Elco Concrete screws anchoring 2x buck require a I r minimum 1"clearance to masonry edges, a 1-1/4" minimum MASONRY OPENING 4 Np• HEADOPENING embedment and a minimum 4" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different MASONRY 4 Np• HEAD z do JAMBS ASTRAGAL supplier may have different edge distance and do JAMBS SEE NOTE 1 I SHOWN FOR center distance requirements. Concrete screw locations at the SEE NOTE 1 Ix I REFERENCE comers, at mullion locations, and of astragal locations may be 2X BUCK adjusted to maintain the minimum edge distance to mortar joints. If concrete screw locations noted as AMAX. ON CENTER" z U w must be adjusted to maintain the minimum edge distance to 2X BUCK 0 L i Wmortarjoints, addtional concrete screws may be required to Z Iwoensurethemaximumoncenterdimensionisnotexceeded. 1 I rn o 2. 2x buck min. S.G. t 0.55, o i tl z DA, E 2121112 i r• N.T.S. qsro Dec. er: JK m DOUBLE DOOR SINGLE DOOR au Ern LFS a BUCKANCHORINGBUCKANCHORINGgarwoNO: N FL- 15225.1-68 0 WJIV 2 of 6 a C' C" VIEW 'C"—"C• V "E" n ° N _ C" j .,z of IN J PAIRS 3TYPF63:--i 1-^ 3' 3 TYP. I 1 3' —I 1 l MULLION III7 a n W SHOWN FOR REFERENCE Y W a N" W/2X BUCK INSTALLATION W W/1X BUCK INSTALLATION O OTYP. HEAD k JAMBS SEE NOTE 1 — SEE NOTE 1 D" 'E• SINGLE DOOR W/SIDELITES ao SEE in _ _ :4=, W DETAIL '4" o SEES " a n 'DETAIL ' rI" EE OT 6. _ 107E1 T .. VIEW 'E'—"E' ^ VIEW "D"—"D' SOM w/ OMOML caRr "TED FASTOOM ITEM /30 OW. ALL S OMM TO DOOR AMD CWKCMNS) 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 concrefe screws. Substitution of equal concrete screws from a different suppler may have different edge distance and center distance requirements. Concrete screw locations at the comers, and at mullion locohons, 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 mortarjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 3/16" ITW concrete screws anchoring frame aril/or sill require a minimum 2-5/8" clearance to masonry edges, a I-1/4" minimum embedment and a minimum 2-1/4" clearance to adjacent concrete screws unless otherwise noted by concrete screw manufacturer. 3. The sideNte 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", 31, 48.5" S 66". There are (2) at the header of 4" from the outside comers of the frame. There are (2) of the sill, 4" from the outside comers. 4. For optional sidelite construction with staples, sidelite is direct set into the jamb with (4) 7/,' X 1 3/," 16 ga. staples along each jamb (6" from ends and equally spaced thereafter). D' A_• 63' 16 11 hN MUWON w SHOWN FOR _ REFERENCE IW/2X BUCK INSTALLATION nof IW/lX BUCK INSTALLATION oU TYP. HEAD " JAMBS 0 SEE NOTE 1 SEE NOTE 1 16 III — i 5 III V A" SINGLE DOOR W SIDELITE B DETAIL I B' A* W/2X BUCK INSTALLATION W/lX BUCK — INSTALLATION T1P. HEAD do JAMBS SEE NOTE 1 —11 SEE NOTE 1 ei 16 SEEVSEE — 5 — DETAIL "1 DETAIL VIEW 'B'—"B" SINGLE DOOR VIEW A" —A" W/2X BUCK 2 INSTALLATION W/1X BUCK 11 INSTALLATION SEE NOTE 2 DETAIL "2' W/2X BUCK 2 INSTALLATION W/1X BUCK INSTALLATION 12 1 C SEE NOTE 1 xo o 1 DETAIL "1 " o ,1 IIIIII I o M® 114, 0 rr r_ C. E' 6' 3' 3 = 3, 6' -r 3. I I I I I I I I W U) n N + =nN 1 s ZNg W r o•i d SEE NOTE 3 II INSTALLATION W/2X BUCK SEE DETAIL I . 1D ESHEET3pSEEDETAIL73" NSTALLATION a y o .3. W W/2X BUCK A > n o` II W/1X BUCK U _ _ w uINSTALLATION w a- - z - A W/1X BUCK ASTRAGAL) , MULLION n P• HEAD N v ASTRAGAL, "INSTALLATIONHEApw Z a s o SHOWN FOR h SHOWN FOR _ S JAMBS w _ SHOWN FOR o d aSEENOTE1REFERENCEuJAMBS REFERENCE REFERENCE SHEET 3 = -L ONLY II SEE NOTE 1 E ONLY SHEET 3 h A II SEE NOTE 1 SEE - SEE NOTE 1 SEE NOTE 1- SEE16 SHEET 3 - DETAIL '4" o SHEET 3 R w SHEET J A 16 W< _ = o I 16 N 16 DETAIL o f 5 h - 16 Nvai o+ - - n+ c 5 EE NOTE 1 5 12 -SHEET 3 w to 9- IN M.N PAIRS 30 Oi A" TYP. 3" 3 3- 1 4 f` 6• I — god mm v * A* o 43 VIEW 'E'-E J20UBLE DOOR VIEW A"- A' c 0 SHOWN N/ OpnM4L CORRUGUO rca a FASTENERS, MV 130 MP ALL SVVJM TO DOOR JUM CONWOMS) )- m W/2X BUCK 2 INSTALLATION Item DESCRIPTION Material A 10 x 2-112" PFH WOOD SCREW STEEL 10 X 1-3 4 PFH WOOD SCREW STEEL C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 3 4 LG. PFH WOOD SCREW Hine to Frame STEEL 2 10 x 2" LG. PFH WOOD SCREW STEEL 3 8 x 2-1 2 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 ITW PFH CONCRETE SCREW STEEL TF 3 16 x 3-1 4" ITW PFH CONCRETE SCREW STEEL 12 1 4" x 3-1 4 ITW PFH CONCRETE SCREW STEEL 13 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 1 HEADER JAMB 4.656" X 1.25" 7HERMA-TRU SUGAR PINE SG >= 0 34 WOOD 21 3 4 THK. PRESSURE TREATED SIDELI7E PAD WOOD 30 1 2 X 1 X 25 GA. CORRUGATED FASTENER STEEL W/ 1X BUCK INSTALLATION 12 1 C SEE NOTE 1 W/2X BUCK SHEET 3 INSTALLATION 3 1 W/ 1X BUCK 11 0 DFFAIL " 1'• INSTALLATION SEE NOTE 2 SHEET 3 DETAIL " 3' ATTACH ASTRAGAL THROW BOLT B STRIKE PLATE TO FRAME AS SHOWN. 1 C 1 DETAIL " 4" ATE: 2121112 z M& L. N.T.S. ° r+ D. BY. JK ° K BY: LFS ; DRAWNQ NO.: ° 0 FL- 15225.1-68 °a S¢ W 4 OF 6 2-1 IT MIN. FROM 2-1/2" MIN. FROM 13 MASONRY EDGE MASONRY EDGE — TYP.) (TYP.) I Tl 1X BUCK C U 9 INTERIOR EXTERIOR 1 HEAD JAMB 5 To Ix sub -buck Inswing shown 1.2S—I— INTERIOR 2 HEAD JAMB 5 Twl shownInsng BUCK INTERIOR EXTERIOR v7. 3 _ 2S MAX. O SHIM SPACE 1.1 S MIN. 1.25" MIN. EMB. FMB. TYP. 4 VERTICAL SIDE JAMB S To 2x sub -buck inwiig shown I" MIN. FROM I" MIN. FROM f MASONRY EDGE MASONRY EDGE — TYP.) (TYP.) i w i 2X BUCK H h w A INTERIOR EXTERIOR 3 HEAD JAMB 5 To 2x sub4buck Inswing shown INTERIOR ry EXTERIOR ILO.15'MIN. C-SINK o.2s MAx. SHIM SPACE 1.1 S MIN. EMB. 5 VERTICAL SIDE JAMB j To wood frame Inswing shown a E. N.T.S. Dec. BY: JK m CW BY: LFS ; DBAWW NO.: FL-15225.1-68 0 s iEEr 5 a 6 " a INTERIOR Y G 2-1/7'MIN FROM 2-1ITMIN.FROM f MASONRY EDGE MASONRY EDGE J.-I (TYP.) 1 VERTICAL CROSS SECTION 6 Inswing configuration EXTERIOR INTERIOR EXTERIOR j c 2 13 2-1 IT MIN. FROM 2-1 IT MIN. FROM MASONRY EDGE MASONRY EDGE + TYP.) (TYP.) 4 VERTICAL CROSS SECTION 6 Inswing configuration d EXTERIOR INTERIOR z Y 13 2-1 /7' MIN. FROM 2-1 IT MIN. FROM ff MASONRY EDGE MASONRY EDGE TYP.) (TYP.) 2 VER17CAL CROSS SECTION lll6 Outswing configuration EXTERIOR INTERIOR i W 5 13 2-1 /2" MIN. FROM 2-1 /T MIN. FROM f MASONRY EDGE MASONRY EDGE TYP.) (TYP.) a VERTICAL CROSS SECTION 6 Outswing configuration J N INTERIOR EXTERIOR Y J a 'jy 3 i V, N a n uRo E 20 o *m : e z f 21 14 a9o E8 4 a 2-1/ Z'MIN. FROM 2-1 ITMIN. FROM MASONRY EDGE MASONRY EDGE TYP.) ( TYP.) E o F3 VERTICAL CROSS SECTION mh 6EXTERIOR INTERIOR 2- I/7'MIN FROM 2-1/7'"I FROM f MASONRY EDGE MASONRY EDGE TYP.) ( TYP.) VERTICAL CROSS SECTION 6 Outswing configuration DATE. 2121112 F Score: N.T.S. i Mr. ff+': JK m aac BY. LFS ; DRINM w.: P FL- 15225.1-68 0 slcer _ OF o e 1 6/9/2017 Florida Building Code Online 4 i, rf,r , l •11 F o ri BCIS Home I Login I User Reglstration I Hot Topics I Submit Surcharge I Stats d Facts I Publications I FBC Stay I BCIS S,te Map I Links I Search Florida 4p rw Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail r v. FL # FL15000-112 Application Type I Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 1 'rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com t Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence. pdf a Referenced Standard and Year (of Standard) Standard Year AAM A/ W D M A/CSA 101 / 1. S. 2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https /rfloridabuilding.org/pr/pr_app dtl.aspx7param=wGEVXC.vtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82u%3d°/`3d 113 6/9/2017 Florida Building Cade Online FL15000 R2 Eauiv FL - 15000 Eauiv of Standards.odf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurabons) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.1 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 15000.1 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000.1.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 "Y 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,cdf 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 F1.15000 R2 II INST 15000.4.0f Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'O "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https://floriciabuildinq.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 11 INST 15000.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST'15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "T' part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 I 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.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) Qacl: Next 1 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 :: Accesslblllty 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(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Deparment with an email address If they have one. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: WN f,ChKl 17. Credit Card Safe i r 11, https:llfioridabLiIding.orgiprlpr_app_ U.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d M INTERIOR UWMAX DOOR — HORIZONTAL CROSS SEC770N. PAMIWDTH DOOR PANEL a FM DIE DOOR PANEL Fiber Clcssic 113 FL- 15000.3 low —2-10 1/2'GLASS 25- STEEL IINTERCEPT INTERIOR SPACER 40 4f SEE NOTE 1 5' _ gNsu wLig 9_.JN1 SMC LITE FRAME GLAZING DETAIL 13. 9375" MAX. PANEL WIDTH 7. 125' MAX. D. Lo_wro11i 1/ 2" UX GLASS THK. 1/ a. TEMPERED GLASS AIR SPACE 8.. IT/EMPEREDGLASS 1/ Z'GLASS 25" STEEL INTERIOR INTERCEPT SPACER 40 29 SEE NOTE 7 5" INSULATED GLASS W/ PVC IJTE FRAME GLAZING DETAIL 1/ 2" MIN. CLASS THK 1/ 8, TEMPERED GLASS AIR SPACE 1/ 8" TEMPERED GLASS y.....• t all roma n•: f Y 4004. aa E 1 SLE NUT T i 1 HOPJZOMAL CROSS SECTION 4 SIDEUTE PANEL m xz J 215T sr 2 589 eY fA c rrr/•`R XD 6 PLASTIC UP LRE FRAME 1 PLASTIC UP UTE FRAME EXTRUDED PVC DOFUDED ShfC 1D7/' jL I 1 — 1 LOW 2 VFARGIL 065 SECTION SIDEUTE PANEL liQiE. C1LJJ 1 1. Spaelnp for ftem 129 & !+1 Cite frame straws) is as fotlouT.. From the bottom up on sides 6.5 with ( 7) more apcced at 9.675" o.c. there are (2) 4 ecrews both top and bottom at 2.125" in from each SIDELI7E PANEL a2 SIDELRE TOP Ec BOTTOM RAIL SIO i BLANK SIDE S77LE comer. Smooth Star FINGER JOINTED PONDEROSA PINE, SC-0.4.3 FJNGI71 JOINTED PONDEROSI PINE, SGe0.43 g 1- 1 v ! i r, i ZZ- a 02 24 12 i e FL- 15000.3 49 46 7713 19'MIM. GSP1K Sr`g $ y N y io 7 aTj La W 1`,° f •.,: 12. a1. The sidellte At dlmet set into the jamb with ()2) item a43 a j8 % 2' pfh. wood rcrew. Thera am 13 4) at eooh veWeal Jamb, from the top down at 16 115, 31. 48.5" & 66. Thern are (2) at Me 1-1/4 MIN1-11, MN. 21 1B header at 4' from the outside aornerr of the gx rn frame. There are (2) at the sill, 4' from the ffiE 4S outside comers. I N 7 HCRIZONTAL CROSS SEC7ICN 7 48 1-1/4' MX O EMB_ (TYP) m 1SMM. GSM 17 13 45 6 43 A 8 t .. S •l,sr INTERIOB r1, 8 e to ACTNE fi SEE NOTE I35d I o luI EXTETiFOR a, 21 oac 02/24 i2 -' 9 16 10 12 43 svt N.TS. 5 am. en JK 2 HORIZONTAL CROSS SECTION L3 1 HORIZONTAL CROSS SECROM EXTERFOR iL W. g 3 aws- Ha t7.- 1!i5(Xr0.3 n 7T1t' Zar12 " o Q v...a.v.e.....sa..... _ _ ___ ._+--s+.-rr=+ae r—..m+.ar:sc.+rnF.*..•+frw...,a+r.,,+w.*...,r,.w..,ams:s+..,+......,mn..,.,,a..-..v,...r. 4. Q [ IJ. y fit\ I' p I IMULUON II SHOWN FOR MASONRY 4fl I1 REFERENCE { 1 OPENING TYP. HEAD 1 MULLtON1lI do JALiBS 1 SHOWN FOR 11 Q REFERENCE II fl Q II 2x BUCK f l Q f l I1 11 ` ASTRAGAL fl II Q SHOWN FOR ll e i tIIQREFERENCECiciII1 ![ fl Q II II E II I[ 1 II W 1 MASONRY OPENING CONCREIEANCHOR NOTE: f. Concrete ancileAbWHahr afthecorner mWbeadfusfeti tomd*m the mfi. 2X BUCK edge aWcme. to morhv joints 2. Concede ancharloca(tons noted as MAX. ON C-=W "msat be adj ded to mdntain the mrn. edge distance to mortar jo(rtr, cdda tfondcananchor may berequYedtoensuethe MAX. ON CENTUe dunenslon cm riot exceeded 3. Concrete anchortable, - 4ti ti7}—lo" nr' 4trs :G-a'f JN,d i___._c rjrek"— s?:;- otiiFlvt' o~A:se;rFrrtk ITW TA CON E' er ULTRACON 1 1•i/4 1" 4' 4 MASONRY OPENING 2X c V SHOWN SHOWN FOR11 REFERENCEIITYF. HEAD I JAMBS II li II II II II II II II II II II f kl I MULLION [I II SHOWN FOR II II REFERENCE II Ii II 11 Il r'/ pi t 49 Q jilcf iL%n H & J ERO AMBS ASTRAGAL LL S B 3SHOWN FOR Q REFERENCE 1 c DOUBLE OOORINSWING ORING FMASONM I OPENIN[ J T 4L ZX BUCK 40 Ndp -^ K H i P in z 02124 12 N.T. S. g am rn JK o" LFs No- FL- 6000. 3 o a a. w.,.. n..—...............,a w..•.r.......--......,.-,..«+.nor....,+.awnw..e,«w.x..+.....n u...,anw«.+..+..,n....r.*.,..n.m.....mn...w..m.....n.w..,.,,....".,..R,:,-r-.,•...w,.....m+.,•a.•n...,,...•.....••.m+.,,....._...,,..,w,....,..r..,..,...a.........,,. M&T le.S' 14W 8 of •:Z po Ea dZ 9 ` aorrou IDS r. C < o agetii 3d 27 Typ' 27 TYP. TYP. N AS 373' ass G 1.91U us, 0.77' a m Row- 0N 2 SEE NOTE 1 B Q 4 4 0 7 IIIIh--- o c NOTE. 2 ASRAGAL DETAIL oac 02 SauaENTs . 5 wa sr. JX n 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP aac rr LF5 AND THE BOTTOM. oNu.w wn, y FL-15000.3 n aasr 11 ar 12 G THERMAITRU 0 THERMA TRU DOORS r 10 7N0u4iwtwL DR., Soocwrow, PH —.17 FIBER CLASSIC"/ "SMOOTH STAR" 6'0 INSMNG w/ & WOUT SIDELITES FIBERGLASS DOOR NON-IMPACr" GHJEtAL NOTE 1• This product has been evakrated and s in compiance with the Sth Edilon 20U ) Fiorlda Dulldfng Code JFBC) s4uehnd requirements rrldudmg the h gh Velodty Hurricane lens MIH4. 2 Product orrchars slid be• as Cased and spaced as shorn on Cetdfi. Ancharembedrnerrl to bose materiel shot] be beyond wal dressing ;[stucco. S. When ued th t1t•'NVr V Mils product k requkad fo be protected w h an Irnmctreedant covarinp ttmt complies vat See4on 1626 of the FDC. 4. When.used In areas ouhtde of ihe'HVW req WnpVcd tame ael^,ris protection this product'; mgtftd to be protected with an lrrrpad reshfant coveting that complinvAth Sedon 1609.124of r the 7BC. a 5. For2r dud Gw*Q comiractloh, anchoring of Hwm unitsshdr be the some asihatst>Q.vn for 2c bucrrnasorgcorahuclion. d. ilia cond lom Met deviate tern the detach of fhts d awkV requle f riheren neefmg arr*0 by a Icer;ed ergbeer orregistered aahtlect 7,Thisproduct does not meet the water kffdtrmfbnrequkemerdrl the"HVHr.Nswingunlitshalbe 5 fnstalletlody lnnon-babildWeaeasorathabAablelocalbwprcnectedbyanoverhangor 3 canopy suchihatthe a%lebefweanthe edge ofcanopy orevertcsrgtosMIFless the nAS degrees. TSSl1E OF COMMIS skmr# DESCIIP110M 1 elevattorv,desl pme;ures& Denudnates 2 Door paneldetak Snoothsw 3 Doorpaare) ddak erclo0cl 4 Sido to panel dafoas& glo " dok% S Vadicdlrzoosedfons 6 Hortzonfalcsasssecfiore 7 HorfLontalcrosswcBant suckAnClrWng 9 Frvma anchohLq 10 Frame anchoring I Adragal d&IM 12 M of mate is 6 componerits F lM5r MAX 0VBtAtI L WPM J D D SEE ac" ML A'/ 1 SHEET 6 g MUME VMSIDELUES INSMNG UNIT 0M 37.XYMUL 1 SEE DETAIL A'/ y SHEEr e g r. SINGLE INSMNG UN r _ 00llBLE RV'gSTNG UNIT SEE DETAIL W / 1 SHEEr 6 S 5 SrNgg rNg vff l'-j}' f Fa.7;"•:„`" a. -.. j;i FarI r' fro i-_Z `_' f+'"• art.. T:•. _ ",. M/MM,10 Rign 0 a3 O r: 02 24 12 UX- N.T.S. L W, A c m lF5 0 nOs Ft-15000.E o 36D0' MAIL DOOR PME.WIDTH 2 za a o 8 ,a s E N UlqFdOI D i DOOR PANEL Smooth Star INTERIOR 1 HORIZONTAL CROSS SECTION 2 DCOR PANEL 4.t13/' L-- OM6• [ 1,3I5• f -- T L a uTCH SIRE rOP RAL 5s ( TAR)54 (SMOOTH STAR) Tom{ mr --I ISe r y L 56 HINGE STI[.E BOTTOM RAIL SMOOTH STAR) 57 S1d00Tti STAR) 2 VPRI'I AL CROSS SECTION 2 DOOR PANEL 11 m JK c M LFS f'M lay FL-15000.4 n_Z_ao12 TE 2 JY=Q3 46 SEE NOTE 2 1 VERTICAL CROSS SECTION 5 2 VERTICAL CROSS SEC17ON 5 Ur oz 11 1111 i y1 S 4 fill 1 o o e V Iny y o x r ExWIt 71 26 r ` dC\ 14. 3i3g• 31 d 77 e z0 r .c. 'i • IFR108 !. iy'; ' 11TE19F c z I SEE, NOTE r 3 VERTICAL CROSS SECT70N 3 Shown w/ter sub —buck OPTIONAL SURFACE BOLTS ON AC7NE PANEL SEE DESIGN PRESSURE CHART) NOTE: 1. The sideRte is direct set into the. jamb with (12) item J43 a %8 x 2' pfh. wood screw. There are (4) at each vertrocl jamb, from the top down at 73.5'. 31', 485' h. 66'. There are (2) at the header at 4" from the outade comUa of the framo. then aresvrc 2) 113 ft1a x 2-1/2' pfh. wood screw at the s+71, 4" from the oufalde comers. 2. OPTIONAL SURFACE BOLTS ON ACTUE PANEL SEE DESIGN PRESSURE CWT) o r O atlt:: 24 12 i'i'T-+ own JK cam, f L.FS FL 5 FL-15oCa4 a, tas 6 a n plEltIOB SEE NOTE 1 7. The s;dellte is dlract set G1to the jamb o u with (12) Ran p43 a #a x 2" pfh. woad There (4) 4screw. are at such vertical jomb. from the top down of 73S'. 31', ACTNE h x Y m? f = u o 465' h 66. iere are (2) of the header at 4' from the outsfdo corn.ra of the t'.s; m da s u: fnam.. th.ra am (2)113 a #8 2-1/Z" pft wood screw of the .ld, 4' from the n-t . S'•e.a.; V oz p5 outside comers.ga INTERIOR 36 45 ay 48 l Ln 4 t 29 f4 35 75 DETAIL• OPTIONAL SURFACE BOLTS ON ACTNE PANEL Ra1+ 1 mt7 SEE DESIGN PRESSURE CHAR') i-1f4MIN WL Mpj o rnrrExotr HORIZOMAL CROSS SECTION w 22 0.16'MR1 GSA4K 35 a 24 43 8 7 I SEE NOTE 1 27 8 7 43 33 LL INACTNE III ACME 1p 01 a QB o-AC: r ya ..l^ i . '.a. i• 1'..';F, •.','ln ei•1: rAt• 7'' 1.',i, m h 13 NM108 4 44 36 z o 9 f0 37 45 0, CZ Z4 12fORscatN.TS. Dem an JK f0 LFSMAWM diHORIZONTALCROSSSECTION2HORIZONTALCROSSSEMON wa- FL^150O0.4 068 sM<1a ory2 0 OPENING Fj II I I se II II I I q II HP -AO I I & J"S II µASTRAGAL I I SHOWN FOR II REFERENCE II I q 11 I q II 1 '-MULUCN 1 MULLION/ I' I II SHOWN FOR II SHOWN FOR II IREFERENCEREFERENCE Ls EI it N d II t II II 11 u II 1 II 1 JJ II t II DOUBLE DOOR W/SIOFLITES RUCK ANCHORING 4. p MASONRY OPENING 2Y. CONCBETEMICNORe NOTES: 1. Concrete anchoriccaflons a` the comerT maybe odimfed to maintain the min edge d6-tonce to morfcrjolnls. 2. Concrefeanchor alo onsnotedas ALAXONC2N78rmurtbeadjustedtom6nfdnBw rrdn- edge dbtvnce to morkrjobrts, addWorwl concrde onctu r may be required to ensure the "MAX ON CEWER' dvnendon oro not exceeded. 9. C ) crefe anchcriabla i;PE:'• _ ITIN E- iME( dJ_• y<,+EN?JIbiF S F TAFCONIficELCO ULTRACON 1/ 4" 1.1/4" 1" 4' MASONRY OPENING 2X BUCK 11 II II II II II II TrP HEAD II JAMBS II II II IN- II II LfULUON II II SHOWN FOR II II REFERENCE Ii II I MULLION a ci cSI IIIIl" SHOWN FOR I I n d II REFERENCE II u II II II II 11 SINGLE DOOR W/SIDELITES BUCK ANCHORING 0 TYP, HEAD r 6C JAMES { ., J rRA.ry., SHOWN FOR t- s, qREFERENCES S a 1 8 q a 0 q o m d o S DOUBLE DOORRUCKANCHORING g A I F-- 4" at N. TS s_ SILL JK L m FS erw rad FL-150DO. 4 Q or JZ j MASONP OPEN FRAM 2X 6UC SEE DETAIL 3" is r 1 I( 1 1 1 1 I SEE DETAIL '2" f3 wN5TN1A71oN as w/tx twat INSTALLATION E TY43 P_ HEAD & M. akuss • BACK R SEE DETAIL '7" S• 1YP. SILL T4 r T t DOUBLE DOOR W/SfOEiITL='S CONCRETEANCHOR NOTES- T. Concrete anchorbcaiions at the mmwx maybe acQusted to maintain themin. edge cWonce to modarjoinis. 2- Concret§,ancno0ocafionrnatoddr?AAY.ONCENTER- mwtbeodAAfedto maTMab the mo't. odgo c7rk tce to mortar]oirrtx adcftnd concrete andtars maybe requied to erwxe the MAX bN CE14W dimerman ore not excLeded. 3. Con crate andtortatie: C__.. a i', f,E.'r` y ':y 14Id LihlETl:: r-:=— rr='' TO;Hj SO !{1C;- r t: i4E•. r.`r, ax'_ v Y..C' : P..'::/.l..rT,:::F_.. 'a fir.. vL.•GYj:::_;i':\•_ a!•::r NCHQxo. ITN • TA CbN 1/ 4" 1.1/r r r I1W TUCriN* 3/1r 1.1/4 7 WOOD SCRBY MALLATiON NOTE7: 1. Mdntor3 a mhImum SAr edge dstance, 1 or, wood= ew3 to prevent the spTrHfrtg otwood T THESE- ( 2) ANCHORS REQ' D ONLY WHEN DP > 47 PSF W- 90NRY-J OPENING — AV s rr Fm-i 11P. HEAD R IA ss O a" LJA 2Y BUCK SEE 1 SEE TYP OSTAIL n MAIL4- 5. 43 t= _ TYP. Su , • I_ i • i.z VIEW " C _ (.'• ~ .C. A' VIE,VA -A SINGLE DOOR W/SIDELITES 13 49 30 30 W/ BUCK INSTALLATION t 0 31 31 1J N// tx BUCK 4e ItJSTALIVON10 DETAIL "2` DETA2 '3' ASTRAGAL do SURFACE BOLT i10STRIKEPLATES0HEADDETAIL ' 5' 13 i 31 0 30 DETAIL " 1' oETAIL " 4' SURFACE BOLT SMKE PLATE THRESHOLD t, 02 4 12 ur: N.T.S. j G In dK a m iFS d wa IQ, tL- 75000.4 k I I 1 SEE DETAIL 2- W/zz euac - MASONRY INSrALL1noN _ OPENING W/1X suGc ` O INSTALLATION TYP. HEAD m - fq Ll ! JAMaS 0- FRAME 2X BUCK SEE 14 M. SILL DETAIL '7' SEE DETAIL .4. DETAIL '3' I 1 1 IS W/2X BUCK INSTALLATION W/IX 9UC7C MASONRY Sf IN5GLLAMON OPENING TYP- HEAD k MLffi5 FRAME - 2X BUCK SEE DETAIL O .5. 14 'IYP• SILL - I I I i VIEW "8"-`B' _ B" VIEW "C`-"C: L. 'A' A A. IIIWE" -A' f A. D„ CONCRETEANCHOR NOTES: t, Cohcretsanchor bcaff"atthe corners mrybeedkuledtomahtainfhem%-. edge dlstonce to mortcrJo nts. 2. Concretew1rhartocaffomnoted as MAX ONC04wmust beadtatedto marnteal the min. edge distance to rhortar(ohLLs, addl0ona7 connate anchors may be requ ed to ensure the "/dAX ON C5NM' dTnaaion are not exceeded- 3. Concrete anrhwto)Ola PCON,3/l4" ITAM% Sr- REW 1-1/4' rPICON tNSTALLAVON NOTESai' ed oe distance, 7" end distance, X 7' o.a. saach q of n mhwa m 7_ ruO µnodscrewsfo ofwood. SINGLE DOOR 49 D 30 W/ 2X BUCK 73 0 37 W/1X BUCK INSTALLATION 3T W 1X BUCK INSTALLATION 13 It STALLA770N " 12 W/IX BUCK INSTALLATIONQETAIL " 2- 6 13 ASTRAGAL & SURFACE BOLT o STRIKE PLATES ® HEAD 12 10 10 DETAR 73 n 10DETAIL - ,- o o W/ 1X BUCK 5D Z INSTALLATION nArn 02 24 t 2 30 0 30 N T-5- W/?LAC BUCK 73 . 3K WSTMALLA , DETAIL "T' SURFACE BOLT STRRKE PLATE C°` pri LFS DETAIL '4" a THRESHOLD fL-15000- 4 m 1O or 12 i 5 r: o` MV MEB18-W 2D.&r 18' 143T 27 27 TYP. T3.TS 2. 1910' r lift y 0.75 o ono- 4 SEE NOTE 1 g u N 24 v 0. 126' --• h--- S ASIR IGAL DEiAfL NOTE um fl 4 12 rJao N.r,s a onc. n: JK i 1. THE ASTFAG06L BOLT HAS A 3" THROW AT THE TOP LFS s AND ' R1E BOTTOM. w w FL- 13000.4 a LL o Rem DESOIYDOM ualrT.r T FM CLASSIC F0) MEL 74 0]1 UK TK FEEAYA -4 BYTNEHMh-TW A yield itmllh Fy(mh}.4,000 Psi FI PQ,i55 U SNQOTN SLR 55 SA : P NEL 0D7 4sr. MVWZ SY TVIEA01-TRU . xle l r13iL)•4000 pd f1SEA(2ASS 2 FC TOP RAIL tow COHPOSRE J FC LATCH Alf 4 FC ANTE 576E DEFASA PN& SC•0.43 3 1 FC xnu W& MOD cvdpw OL7U'E771aNE EOM (Lf l DOM Fw 7 SHORT R&CH CAt7RESSCH WE1ThUZY OP FLW a W9Nc WU CUAPREM% WEA 0 L' x 4 HUG .On" 7H f0 10 x 7 4 to, PFH RODD SIEEL 71 S,OOD P5, Ia11 C011C1gTE W7UOR QIO W AO 30f M jy0I1.(y 9lOd! CQYf01W77G 7D A5/! BOMir CONGtETE i l0 % Z I1" PFH MOOSCREW REEL T7 x Z I IC no ]CRDY STFFL 14 Ilf x 2-I ON PFN MMUE S015V is Man BOTTOM 900T .090" FINKM MI. NNYL Ig 9L aUCH Sc >. 035 M1W 17 uAY T L" NOM K,Ph6ET P IDLX - SICiUTLRE 4Rff5 Is SELF AOJ1wM XSWRRT 34DME TNRM%w S Mo StMZ JWY P1NE SC.0.4] YD00 HINZ 140 FIKN& Slk0. WOO 23 NM06ET DE4DDOL7 - SWAN 24 1 RLMA tE AVE" AlAWM1M 14A ASIM99 MV1 BOLT STEiL R115Ft BUT RaVB ALLRILM Y E fX TOOK SG >. 055 WOOD 10 x 1-1' IG. PANNEID W07 YEDM. ST O STEEL LNMIC ODOR SOTIN SiM wm 19 i-ta r 1-3PHRLPS FU SCREWY Fitt IJ STEEL 30 sJRFALF009 STF102: PLATE Sim 3f tIO r 2-1 PHRFIPS RARIEW MOD SMW STEEL 1 ] CaUW QAZWG WE SrK-4 - 33 W.AAU LP PIL u P.Asnc Lr tF1E FAUSIF osxc MAW 440 PONUMOSA PWE SO.0 wDa] 1 9DEUFE SIDE STILE FCIFDFROSI PK Sr-O 43 37 fO x 1-] 4- LG PFH WOW SMY SIM 38 7 a' x 2 74 PFH am OR HN NUCREf SMEW STal. 0 Ifir r 3- MY PH fLNCRFSE SCREW STEEL 40 SYJCDJE CWU9 7Ss 51LICOVE Ll s-10 x 1 1/,r FIASCREV M 4 STEEL 43 i x 1" LG PFN WCOD SCREW STEEL 44 7 x JAr OLARFER RDVND HNGER JDWED PNE YM 45 1 L x.040" D4 WAD TRIM AIL STEM 46 NFi SLFFACE B0.1 1454.25 SR3l. SM n I L-20 SEX aov M 14-20 MAKE 00 Sm 3 6 r 3-1 4- RW PFH CMETE SORER Sm 49 lASMC& STMIfE PLAM 50 1 4 r 3-1 4 ITO PFH CONCRETE SOW STFFL 54 35 RA1L 8000 C9YPgI/E ss uaI E so cmrPasDE SS NOW STU ffMM PVF SC.0.43 MOA - 57 1 SS BORDN MEM)D0 COYPOSIE 6L70' O O WlT: ! I 71 a 2 2 WD0Q FRAurLn tLYAFINGER JOINED PONDEP.OS4 PINE, SGd0.43 US0' r l.. I., 4J4 ' sAi9y LCO O a 1> Z Lo e i a 9Z 3D SURFACE (30L7 57R/R1 F PU7E (.725' STEEL) a g z WL f $ INSWING DOOR BDT70LT SWEEP VNYL _ 080' MAX WALL, 035' ktiM WAU_ L` 1 15 INSWf14G Spq(ff cm In [FnS EiOTTOM900T0. 09" FXFRUDED YTNYL WALL uUmm NO.: FL- 13000.4 arsnr - lz ci, j j R R W Building Consultants, Inc. B , Consulting and Engineering Services for the Building Industry C P.O. Box 238 Vahico FL 33M Phwc 813.639.9197 hlorWa Dart of Pioreuaai Fnelncers Cm(ifimm of Amhnriradou No.98l3 Product Category Sub Category Manufacturer Product Name Therma-Tru Corporatlon Fiber Classic" I "Smooth Star' Exterlor Svdnging Exterior Door 11 B industrial Drive 8'01nswing wland w/out 9ldelitor Doors Assemblies Edgorton, OH 43517 Fiberglass Door Phone (410)298-1740 Non-Im act' soaps: This Is a Product Evaluation report Issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma-Tru Corporation based on Mute Chapter No, 61G20-3, Method 1 D otlhe State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity Involved In the approval process of the product named herein. Limitations: 1. This product has been evaluated and is In compllanoo with the 6th Edition (2014) Florida Building Coda (FBC) structural requirements including the 'High Velocity Hurricane Zone' (MMZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressfng or stucco. 3. When used In the "HVHZ" this product is required to be protected with an Impact resistant covering that complies with Section 1026 of the FBC. 4. When used In areas outside of the "HVHZ" requiring wind borne. debris protection this product is required to be protootod with an impact resistant covering that complies with Section 1609.1.2 of the FBC. S. For 2x stud framing construction, arachoring of these units shall be the same ae that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-1500D.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water Infiltration requirements for the "HVHZ, inswing units shall be installed only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 46 degrees, 8. See drawthg FL-16000.4 for size and design pressure limitations. 5uppofYlnq Documents: 1. Test Report No. Lost Standard TEL 01 400337-AB,C ASTM D035.03,ASTM D1929-96 ASTM D2843.99 TEL 01460336-A,B4O ASTM D636-D3, ASTM D1920-96 ASTM D2842-99 STTS00001 MTM M2 -95 15427-107362 ASTM U4-00a ATI 67608.01.108-18 ASTM D1929-96 ETC 01-741-10701.0 TAS 202.94 ETC 01-741- 10703.0 TAS 202-94 ETC 01-741- 10593.0 TAS 202-94 TEL 06.1031- 3 TAS 202.94 TEL 06-1031- 4 TAS 202-94 Teetina Laboratory Signed by Testing Evaluation Lab., lnc. Lyndon F. Schmidt, P,E, Testing Evaluation Lab., lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab., lnc. Testing Evaluation Lab., lnc. Lon Hicks, VP Operations William E. Rtdh, P.E. Joseph A, Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. 2. Drawing No. Prepared by t;y+hs D!'d,ar •,ar No. FL 15000. 4 RW Building Consultants, inc. (CA #9813) ::xwC , ri '(i3sliJ .d, 8. Calculations Prepared by Anchoring RW Building Consultants, Inc, (CA #9813) ASTM El$00 Class Load Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of PartloTpation issued by National Accreditation and ManagemMf;`Y,'. Institute, oerlifying that Therma-Tru Corporation Is manufacturing products,,, : 't within a quality assurance program that compiles with ISO/IEC 17020 and ". Guide 63, Sheet Iofl .r' 1•'iti.` ,`` l Signed & Sealed by Lyndon F. Schmidt, P.E. F. Schmidt, P. E. Lyndon F. Schmldt, P.E, FL PE No. 43409 2/2l2ot 6 Florida Building Code Online Page 1 of 3 61 ReplMion h>'fl rMida Deparlynen(ol Busines l SCIS Home Log N User Registration Product ApprovalProfessg I Hot Topics Submit Surcharge Slats h Fads Publications FBC Staff nCIS Sit@ Map Links Search Regulation Product Approval Menu > Protluct car ApolaUpn Search > Application List > Application Detail I FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 t 717) 365-3300 Ext2560 Authorized Signature Technical Representative Address/Phone/Small Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method r 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) bsltlinger@mlwd.com Brent Sltlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 ' National Accreditation and Management Institute 12/31/2015 Steven M. Urlch, PE 0 ,Validation Checklist - Hardcopy Received FLIS332 R2 COI F Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 Equivalence of Product Standards Certified By Sections from the Code h I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s), are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes ONo ON/A 1 https://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEV XQwtDgtH8 572gvd WI... 8/31 /2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL15332 RZ COC FL15332-COMP.od( Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00500C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108076.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 51080513.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4'x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 li 08-02248A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02249A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420IREINFORCED ALUMINUM SGD I SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II 08-02250A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 11 08-00499C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108068.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 08-00501C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 : SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00502C.Ddf Approved for use outside HVHZ: Yes Verified By: LUIS Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510809B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports FL15332 R2 AE 510810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Derh Neyt Contact Us :: 1940 North Monroe Street. Tallahassee Fl- 32399 Phone: 850-487-1824 The State of Florida Is an AA(EEO employer. Copyright 2007-2013 Slate of Florida.:: 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 any questions, please contact 850.487.1395. -Pursuant to Section 455 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F,S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: I stturilyAuTiacs r e t t f https://www,floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 NOTES- 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILF.'Y OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILTY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS N07 USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAM_ MATERIAL: 9CTRUDED ALUMINJM 6063-T5. 6. UNITS MUST BE GLAZED IER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED 'MPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REG'OKS B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXGMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 'WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11 =0R ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE OIS-ANC--. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHOR NG INTO METAL STRUCTURE USE #10 SKIS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALITION DETAILS 13. ALL FASTENERS TO 9E CORROSION RESISTANT. 14 INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATICN INSTRUCTIONS LAND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TY-E , (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8• THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX I TABLE OF CONTENTS 1 I SHEET NO.I DESCRIPTION 1 1 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS RVASCN5 I REV I J'suo-10N I DATE I APPROVED 1 I A I ADDED FLANG_ AND FIN INSTALLITICN 1 12/10/13 1 R.- 1 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES 1WN: I DAG NO IR V.L. T I OB-02249 So"' NTS I °A E 10/30/13 1 SNEET 1 OF 10 SIGNED: 1211612013 111R1I fL1Ig7/ igo ElVBF f ii, A- STATE OF 'tam I R HI 6 MAX 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX 16' VAX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RA77NG t35.OPSF NONE WITH 2-1I32- SILL SEE CHARTS Yi AND 2 FOR OTHER UNITS RATINGS _ DESIGN PRESSURE RATING IMPACTRATING 25.01-2&6PSF NONE WITH 1-1l1' SILL SEE CHARTS Xi AND 04 FOR OTHER UNITS RATINGS CHART11 WrrH 2-1I32' SILL WHERE WA TER WFILTPA T70N RESISTANCE IS REQUIRED. CCC AIrITC a CNFFT 1 Deafgn presslrre chart (pso Frew SkVk Panel and Total Frets Wk2h(In) Height 30. 0 e000 1 36.0 72. 00 420 00 4L0 9L00 Pet Key I Pas I Net Pas Neg Pas Meg 8410 40.0 56.4 40A 50.0 40.0 45.7 40.0 42.0 MA 40A 552 40. 46.0 40.0 43.0 30.4 30. 20 40.0 24 40A 45.4 40.0 40 6 37.1 37.1 9ti0 A 49J 4D0 4341 364 4 35.0 35.0 C 4ART02 WITH241320SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design prw ure chart (pat) Sin* Panel and Total Fratre V4&h(n) 30. 0 6g00 3L0 72. 00 420 8400 48. 0 39. 00 Pos MegPus Neg EHAIM, 5aA 56.4 50.9 50.9 532 552 4a,0 46.0 S.4.4 39A 39,4 52A 52A 45A 45.4 371 171 40. 6 49J 411 43.1 35.0 0 CHART # 3 WITH 1-12•SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. CFF MnTF 0 SHFFT r Design protssure chart (pso Rem Sin* Panel and Total From Width al) Height 30. 0 a 341. 0 7200 42a JI. 00 48. 0 le. 00 Pas Meg Pas Nay Pos Meg Pas Meg 240 25.0 47.8 25.0 41.7 25.0 37.4 25.0 34.4 WA 25.D 452 25.0 393 25.0 352 25A 322 92. 0 R. 429 25.0 372 25A 132 25.0 30.3 RD25. 0 40.7 25.0 a 25.0 31.4 25,D 2tIJ CHART 04 WITH 1-12-SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET i CHART 05 Desgn pressr7re chart (ps* Fife S' n01ePanel and Total Frans Width 0n) Pathl 30. 6 60. 00 3L0 720o 1 42.0 84. 00 410 96. 00 in) Pas Meg Meg Poi Nag Pas Meg a4. 0 47.8 47A 1.7 37A 34.4 344 91. 0 2 452 a7.2 93 352 K33.2 322 322 a20 47 429 332 303 30.3 MO 40.7 40.7 5Z 31.4 3f 4 26J 2aJ Number o/anchor Locations repulred FrAm Sbigle Panel and Tots l Ram Wtlth(Yi) Hew u30. 0 1L0 42A N•0 60. 0 His Jamb 720 Jamb a4. a H& S Jamb 0 HLS Jamb 14X 4 6 5 e 6 6 6 6 atA 4 6 5 6 6 6 6 5 20 4 6 1 5 6 6 6 6 6 98- 0 4 6 1 5 6 e 6.. 6 6 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX T I c 4 FR HE 6' MAX 6' 4X kM E S HT 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EX(ERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE WITH 2-1/32" SILL SEE CHARTS 11 AND 42 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.6PSF NONE WITH 1.1/2' SRL SEE CHARTS C3 AND #4 SHEET 2 FOR OTHER UNITS RATINGS 6' MAX RM ON5 DESCifp110N DATE- APPRWO ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 R.L CHART i6 Number wancbw loaatlow required Pratre Skvk Panel and Total Wk V&M (n) EOM JRO 1t0 120 R.0 cm) 60.0 720 ai0 l6.0 His hmD HLS hmD HAS Jamb HAS Jamb 0 4 6 5 6 6 6 6 6 aL0 4 6 5 6 6 6 6 6 a20 6 6 6 6 6 6 6 911.0 4 6 5 6 6 6 6 6 5 3/8' ---1 2" 2 1/32' SILL ALUMINUM 6063-T5.055 THICK 5 3/8- --I 1 1/2" 1 1/2" SILL ALUMINUM 6063-TS.055 THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96, x 96" FIN ELEVATION DRA'Ax m ND. R V.L. OB-02249 WAL¢ NTS DAZE 10/30/13 —3 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1 /2' MIN. EDGE DISTANCE 1 3/8" MIN. EMBET ENT 1/4" MAX. SHIM SPACE 1ATERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESNE OR EQUAL EE SHEET 3 OR SILL OPTIONS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MIN ENT NOTES., t. INTERIORAND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN A CCORDANCE WITH ASTM E2112 _ REVI.I OESORFn/N DATE I APPROVED ADDED FLANGE AND FIN INSTALLAT10N 12/1D/13 I R L 1 3/8" MIN. t/4' MAX. EMBEDMENT SHIM SPACE I- INTERIOR 1/2' MIN. EDGE DISTANCE 10 WOOD — SCREW WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC uttllulTi R LD yii1001W. CROSBY RD J\S CARROLLTON, TX 75006 GENS_<p SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS p ATE OF tv oRAra ONO NO. 06 A 49OF 10scuENTS °ATE 10/30/1-3 1111110 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. 94TERIORAND EXTERIOR FINISHES, BYOTHERS NOT SHOWN FOR CLARRY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L TO BE SET IN BED OF VULKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS 7/8" MI EDGE DIS17 f 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS A' "AV RLNADNS DESCRIPTION DATE ArrROVO] ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 95" FRAME INSTALLATION DETAILS WAN4t O1/G N0. R V.L 08-02249 sc NTS 10/30/13 1-5 OF 10 0 E N SF'9J'`; A0 i T OF .irv:z 1EaG`N 2 1/2" MIN. REASKM REv DESCRIPTION DATE AIPR M EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. a 1 1/4' MIN. e a •J EMBEDMENT 1EMBEDMENTCONCRETE/ MASONRY 1/4' MAX. BY OTHERS SHIM SPACE OPTIONAL 1/4' MAX. 1X BUCK To BE 2 t /2' SHIM SPACE INTERIOR PROPERLY M. SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE a OR EQUAL EXTERIOR 3/16- TAPCON SEE SHEET 3 JAMB INSTALLATION DETAIL MASONRY/ FOR SILL OPTIONS OP10NALPIX BUOYTOBE CONCAETE/MASONRY INSTALLATION CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 T NOTES. a 1 1/4" MIN. 1. INTERIORAND EXTERIOR FINISHES, BY OTHERS, Q•• EMBEDMENT NOT SHOWN FORGLARTTY. i •• - - L 2PERIMETER AND JOINT SEALANT BY OTHERS TO BE a'• DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETFiMASONRYINSTALLATION AND OODRS LLCMIWIN001NW. IR.ILf0 CROSBY CARROLLTON, TX 75006 j y GENs'".,p SERIES 420 SOD REINFORCED WITHOUT ADAPTER 0 5 *_ FRAME INSTALLATION DETAILS 2 TAT OF DMWRt DWG NO. 08 REv A FS:clORlO* Gi: S/OfIlA11ti1`\`\\ NTS — 10 30/13 51 T69OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. GE DISTANCE F 1 3/8' MIN. EMBEDMENT 1/4' MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LLJJ U JJ INTERIOR 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE IUAL 10 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. LENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EK7Enl0R FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2- PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8" MIN. EDGE DISTANCE 1D WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS J 1/4' MAX- ISHIM SPACE RENSIOlb DESCRIPTION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. INTFF1InR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTAll.4710N LLCMIWINooWw. N\`S R11LfpcRoANDseY00RS CARROLLTON, TX 750136 v ••CENS',9% o * SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS o , TAT OF, DRAW DWO NO. REv V. 08-0022T249 A 7SLQNA LE NTS DATE 10/30/13 7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4" MAX. SHIM SPACE 10 SMS OR SELF DRIWNG SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. f INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN AGCORDANCE WITH ASTM E2112 SET IN VULKEM 116 ION ADHESNE SEE SHEET 3 FOR SILL OPTIONS 1 /4- MAX. SHIM SPACE 7/BMIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS DESC1tIPMN DATE A PROM ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L INTERIOR a EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND OO RS LLC IILIo cRoseS1RCARROLLTON, TX 75006 0 SERIES420SGDREINFORCEDWITHOUTADAPTER9ST x 96" FLANGE INSTALLATION DETAILS Gy D.;i TAT OF 4r_ Oi pS 0RI DRAWN: owc NO. 08- 02249 A scut ogle s11EEi NITS10/30/13 B OF 10 REVMIONS 2 1/2" MIN. .{ FtEv DESCRIPTION DATE aPRovm EDGE DISTANCE I A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R-L 1 1/4" MIN. e ' y EMBEDMENT 1 1/4" MIN. CONCRETE/ EMBEDMENT MASONRY BY OTHERS MAX. SHIM SPACE OPTIONAL_ '' 1/4 X_ ix BUCK MA SHIM SPACE TO BE PROPERLY 2 1/2" ,''. ° INTERIOR MIN SECURED EDGE SEE NOTE 3 SHEI DISTANCE ET ° 3/ 16" TAPCON 3/ 16" TAPCON CONCRETE/ MASONRY " BY OTHERS •• EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 ° CONSTRUCTION ADHESIVE EXTERIOR 3/ 16" TAPCON OR EQUAL SEE SHEET 3 JAMB INSTALLATION DETAIL MASONRY/ FOR SILL OPTIONS OPTIONAL 1X BUCK CONCRETEVASONRYINSTACLATION CONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 T NOTES., a 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOTSHOWNFOR CLARITY a 2. PERIMETER AND JOINT' SEALANT BY OTHERS TO BE Q I. • DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/ 2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAUASONRY INSTALLATION MI WINWLLC W. CROSB0RSYRDSA1Ril1tl0CARROLLTON, TX 75006 0, &25 * SERIES 420 SGDREINFORCEDWITHOUTADAPTER9x96FLANGE INSTALLATION ALLATIOO N DETAILS p • $TAT OF 0RVDV- s/I1l(AlllG\`\\ oxAwN Owc No. teLv 08-990F A scAF NTS I DATE 10/30/13 10 WOOD FRAMING BY OTHERS 1 1/4" MIN. EMBEDMENT I 8 WOOD SCREW 7/1: DISTANCE N EDGE 1/4 MAX SHIM SPACE it JAMB INSTALLATION DETAIL WOOD FRAMING OR TX BUCK WSTALLATION 1 1/4" MIN. EMBEDMENT 8 WOOD WOOD SCREW FRAMING BY OTHERS INTERIOR TRIM 7/16" MIN EDGE DISTANCE EXTERIOR DESCRtYrM DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/1D/13 I R.L. 1 5/8" MIN. EDGE DIST. 1 TRIM . ° 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED TAPCOTAPCON EXTERIOR PANEL INTERLOCK HOOKSTRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS TRIM 1/4" MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT INTERIOR INTERIOR LLJJ u VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. HOOK STRIP HOOK STRIP 10 WOOD #111 SELF DRILUNG SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK NOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING METAL STRUCTURE MI WINDOWS oDww-cRoserDOORS LLC \` 1, NF. 1 lo CARROLLTON, TX 75006 r••GENSF •my NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER*•4TAgfPZWQ::Z1.INTERIOR AND EXTERIORFINISHES, BYOTHERS, 96" x 96" •0' NOT SHOWN FORCLIAlTY. NAILFIN k HOOK INSTALLATION DETAILS `2D,OF tv 2. PERIMETER AND JOINTSEALANTBY OTHERS TO BE DRAWN: M NO. REV %'•Z0RVD" DESIGNED IN ACCORDANCE WIiNASTME2112 V.L. 08-02249 A /sS'% EL G s" E NTS DATE ID/30/13 "ETIO OF 10 L//111li1t0\ NOT3: 1. THE 'RODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER AL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF -HE ARCHI7FCT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULA-IONS. 5. BANE MATERIAL- EXTRUDED ALUMINUM 6063-T5. 6. JNITS MUST BE GAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTEC-IVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH ASTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/15" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/t". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. =0R ANCHORING INTO WOOD FRAMING OR 2X BUCK USE T10 'WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DE7A'LS. 11 FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUF_.lCIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATON DETAILS. 2. FOR ANCHORING INTO METAL STRUCTURE USE T10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMLM BEYOND STRUCTURE NFERiOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13 ALL FASTENERS TO BE CORROSION RESISTANT. 14. NSTALLATION ANCHORS SHALL BE 'NSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D METAL STRUCTURE- STEEL i8GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS vnovs REV DESC??TDN DATE A -ROV-D A ADDED CHARTS 03/05/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L C ADDED =LANCE INSTALLA,ONS 12/06/13 R.L SIGNED: 1210512013 AND OOoRS LLCMIWlNooww. RIILIO// cRosBY J•• GEN CARROLLTON, TX 75006 SF9AA p #= SERIES 430/440 XIX SGD*• 143" x 96" REINFORCED NOTES p TATE OF i'P••'GORlO• OVAL}` DRAWN: DIro NO. aEv F.A. 08 C G S005030F 9NTSa+E 02/23/09 143' MAX FRAME WIDTH 6, MAX ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX T- 96" MAX FRAME HEIGHT 1-. 6" MAX X X SERIES 4301440 XIX SGD EXTERIOR VIEW 6" MAX DESIGN PRESSURE RA77W IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE +25.01-28.8PSF NONE WITH 21/d2'SILL WITH 11/2"SILL SEE CHARTS 01 AND 02 FOR 0774ER UNITS RATINGS SEE CHARTS *i AND 441 FOR OTHER UNITS RATINGS RMONS REV DESCRFrION DATE APPROVED A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. CHART di WITH 2 1132'SILL WHERE WATER INFILTRAT70N RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure Chart Fiarte Styla Panel and Total Frain Wtdtn N) Halytil J0.0 Do JLO IPLUO ILO i2m,00 47.7 14100 Pos Nay Poa, Nag PUS Nag Paz Nag 0 40.0 60.0 40.0 57.9 40.0 88.0 40.0 WO 40.0 54.e 4D.0 FLO 40.0 SaA 40.0 51.7 40.0 M.7. PLO 40.0 5e.e 40.0 40.0 40.0 CHARTs3 WITH 1 112'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Daslgn pr"wre chart (pso From Sh * Pail and Total Forte WSd01(in) Hd9M Ma 3i.0 4L0 47.7 R9 00.00 Pos Neg MOO Pa. Neg 1N.00 Pos Na0 143.00 PUS Ney 640 25.0 1 47.e 25.0 41.7 25.D 37.4 25.0 34.5 68.0 25.0 45.2 25.0 39.3 25.0 3 2 92.0 25.0 429 25.0 37226.02 0 30.5 PLO 25.0 40. 25.0 353 1 25.0 31.4 25.0 25.e CHART 82 CHART IP4 WITH 2 Ii32' SILL WITH 1 1 r2' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 7 SEE NOTE 9 SHEET 1 Design preswre chart (psy Frerrn single Panel and Total Ram Math FQ Hebhl 30L0 26.0 410 1 47.7 in) JaOO 105.00 12LOO 1<J.00 Pa May P- Nag Pos Nag Pos Nag 64.0 60.0 00.0 5T.9 57.9 520 520 45A 40.0 PLO 60.0 W.0 54.e 54.6 40.9 4e.9 45.0 1 45.0 fL0 59.0 59A 51.7 51.7 40.1 40.1 423 423 mm.0 50 a 56 D 49.0 43.7 43.7 I 4DD 1 40.0 6 15/16" 6 15/16' ----1 2 1/32" 1 1/2' 2 1/32" SILL 1 1/2" SILL ALUMINUM6063-T5.055THICK t ALUMINUM 6063-T5.055THICK CHART #5 D-9rl pressure ChM (pSO Fnm Single Panel and Total Frain WMdth In) Ha7ht X 36.0 At 47.87 h) 30.00 PUS Nag 1011.00 Pos Nag 126.00 Pos N f43.00 Pos Neg f40 47.5 47.5 41.7 41.7 57A 374 34.5 34.5 PLO 452 452 39.3 39.3 352 352 324 324 PLO 429 42P 372 372 332 332 305 30.5 Sm 0 40.7 40.7 353 35,3 31.4 11.4 25.e 25.0 Number orsochor locations required Frame Skx* Wnelani Total Pram Width(m) Hemet J0A 3L0 410 47.7 n) 90.0 H&S I Jamb 10m.0 I H&S Jamb f2L0 NLS 1/10 e 6 65m7oee7DeMH&Sm1.0 9L0 e e 7 5 e e e 1 5 a MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS DRAIRt DING NO. F.A. 08-00503 SCALE NTS DATE 02/23/09 -EET2 OF 9 It 1LI0'// i EIf A ; STATE OF 0RlO*; G OMA `Ee1 r 1/2" MIN. EDGE DISTANCE 1 3/6' MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT L BY OTHERS 1 3/e" MIN. 1/4 ' EMBEDMENT MAX. SHIM i 10 WOOD SPACE 1/2" MIN. SCREW EDGE DISTANCE 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II 11 11 11 II INTERIOR VER77CAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW BE SET IN F VULKEM 116 CTION ADHESIVE L SHEET 2 SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. VENT REMSKM m I DESCRFTION DATE IArPRWm A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 RL. 1 /4' MAX. F SHIM SPACE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN- OWD N0. F.A. 08-00503 NTS I DATE 02/23/09 %*173 OF 9 4 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTAUA77ON NOTES 1. INTERIORAND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WT H ASTM E2112 1 /4' MAX. SHIM SPACE T 1/4 ' 4' MAX. I SHIM SPACE I II 7/8" MIN. IS OR EDGE DISTANCE INTERIC RILLING 410 SMS OR SELF DRILLING SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE MAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS EXTER101 JAMB INSTALLATION DETAIL METAL STRUCTURE INSTAUATION RFMSTONS DCSCAPrKON DATE APPROVED ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L MI WINDOWS AND DOORS H C 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN. M No. F.A. 08-00503 scuE NTS — 02/23/09 5H-4 OF 9 AAPL J` 5 1 11I I liO,//, E N SF'f I REN51DNS 2 1/2' MIN. rate DESCRIMON are APPn= EDGE DISTANCE A ADDED CHARTS 03/05/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L n ,• C ADDED FLANGE INSTALLATIONS 12/05/13 R.L a• 1 1/4 MIN. Q EMBEDMENT 1 1/4" MIN. 1/4' MAX. EMBEDMENT SHIM SPACE CONCRETE/ — LISTMAN6EMASONRYBYOTHERS21/NOPTIONALEDGE ° i x BUCK •' INTERIOR TO BE OPROPERLY 1/4' MAX. SECURED SHIM SPACE 3/16" TAPCON .° SEE NOTE 3 SHEET 1 3/16" TAPCON CONCRETE/MASONRY BY OTHERS F111 EXTERIOR INTERIOR SILL TO BE SET IN : • EXTERIOR A BED OF VULXEM 115 3/16' TAPCON CONSTRUCTION ADHESIVE ' OR EQUAL JAMB INSTALLATION DETAIL SEE SHEET 2 OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLAT70N FOR SILL OPTIONS TO BE PROPERLY MASONRY/ SECURED CONCRETE SEE NOTE 3 SHEET 1 BY OTHERS a NOTES: 1 1/4" MIN. 1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. a • • _ 1 2 PERIMETER AND JOINT SEALANT BYOTHERS TO BE G ' ' DESIGNED IN ACCORDANCE WITH ASTM E2f 12Q VERTICAL CROSS SECTION CONCRETEiMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE MI WINDOWS01 AND DOORSLLC 1W. CROSBYRD EIL;f CARROLLTON, TX 75006 = r••\C Ns*:.d+ SERIES 430/440 XIX SGD _ *M-.TATPOF143' x 96' REINFORCED,FRAME INSTALLATION DETAILS D Ow wN: owc C• iF NTS — 02/23/09 08 SH' T53OF 9 C SjaNAtlE v` 1/2" MIN. EDGE DISTANCE 1 3/8- MIN. OOD FRAMING EMBErENT OR 2X BUCK BY OTHERS 1 3/8" MIN. 1/4• MAX. 1/4, EMBEDMENT SHIM SPACE4EDGEMAX. SHIM SPACE 1/2" MIN. J10 WOOD DISTANCE SCREW EXTERIOR I I I I I" INTERIOR 10 WOOD SCREW 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL WOOD FRAMING SEE SHEET 2 OR 2X BUCK FOR SILL OPTIONSBYOTHERS WOOD FRAMING J OR 2X BUCK BY OTHERS 1 3/8" MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLi77ON NOTES: 1. INTERIORAND OCIFAIOR KNISHES. BY OTHERS, NOT SROWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS 70 BE DESIGNED IN ACCORDANCE WITH ASTM E2112 EXTERIOR REN9[!6 REV 06CRIMN DATE APPROVED A ADDED CHARTS 03/06/12 R.L 13 REVISED PER NEW TESTING 10/15/13 R L C ADDED FLANGE INSTALLATIONS 12/05/13 R L INTERIOR O Lul a Era JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAM 'rG NO. F.A. 08-00503 vyc NTS - 02/23 09 •''¢r6 OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLJNG SCREW I METAL STRUCTURE BY OTHERS 1 /4" MAX. SHIM SPACE OR 7/8"+ MIN. LUNG EDGE DISTANCE EXTERIOR fiv r cnrvn #10 SMS OR SELF DRILLING SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 MOTT- REV I DFKRIFn0N DAZE IAPPRDVED A ADDED CHARTS 03/06/12 R.L. B ' REVISED PER NEW TESnNG 10/15/13 R-L. C ADDED FLANGE INSTALLATIONS 12/045/13 R.L. 1/4• MAX. SHIM SPACE INTERIOR EXTERIOR JAiVB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: 7N0. F.A. 08-00503 c4E NTS — 02 23 09 r, E NSF9m', D 51 ••= EOF; , 11g\\`` REVISIONS 2 1/2" MIN. m' OESOFORTION DATE APPROVED CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. MASONRY BY OTHERS I B REVISED PER NEW TESTING 10/15/13 R.L. a•• C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 1/4" MIN. e EMBEDMENT 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE OPTIONAL 2 1/22 1 X BUCK EDGE DISTANCE ' ' ° INTERIOR TO BE PROPERLY 1/4" MAX. . SECURED SHIM SPACE OSEENOTE3 SHEET 1 3/16" TAPCON 3/16" TAPCON EXTERIOCONCRETE/ MASONRY ElR INTERIORBYOTHERS3/ 16" TAPCON SILL TO BE SET IN EXTERIOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL OPTIONAL 1 X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETE/MASONRYINSTALLATION SEE SHEET 2 SECURED MASONRY/ FOR SILL OPTIONS SEE NOTE 3 SHEET 1 CONCRETE l BY OTHERS NOTES: 1 1/4' MIN. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. e'• r •, •,I 2PERIMETERAND JOINTSEALANT BYOTHERS TOBE a " • DESIGNED IN ACCORDANCE WITH ASTM Elf 12 VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE/MASONRYINSTALLATION - - EDGE DISTANCE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN. 7N0. - A. 08- 00503 sc "NTS °ATE 02/ 23/09 `4 8 OF 9 REV REvmoRs DESCRVnON DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. MIN. 1 5/8' MIN. EDGE A i TRIM 1 1/4' MIN. INTERIOR EM—BEID—MENT MASONRY/CONCRETE I BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED METAL STRUCTURE BY OTHERS 3/16" TAPCON TRIM EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR MASONRY/CONCRETE HOOK STRIP t SELF DRILLINGSCRSCREW ANEL EXTERIORNTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS HOOK STRIP NOT SHOWN FOR CLARITY. 10 WOOD 2 PERIMETERAND JOINT SEALANT BY OTHERS TO BE SCREW DESIGNED IN ACCORDANCE WR'HASTM Eli 12 EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2 BUCWWOODFRAMING MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 GEHS'4- SERIES 430/440 XIX SGD 143" x 96" REINFORCED p Tk= HOOK INSTALLATION DETAILS p E OF DRAWN: Dwo Rc. REv°F•'coR1ot• w 08 C SjONAI,ti G\\` NTS DATE 02/23/09 SH 93OF 9 10/27/2016 Florida Bullding Code Online A• i h} YIh 1 1 • 1 1 a tw r BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Pubhcabons I FBC Staff I BCIS Site Map Links I Search a I bpr Product Approval USER, Public User eestwtr t LtR.a Product Approval Menu > Product or Aoo6cation Search > Application List > Application Detail a FL # Application Type Code Version + Application Status Comments Archived Product Manufacturer Address/Phone/Email I Authorized Signature I Technical Representative Address/Phone/Email Quality Assurance Representative r Address/Phone/Email f Category Subcategory I Compliance Method 1 FL9174-RI1 Revision 2014 Approved R set to re -apply per applicants request 4/28/15-rb 0 Wayne -Dalton, a division of Overhead Door Corporation 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Greg Taylor gtaylor@Wayne-Dalton.com Greg Taylor 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer rJ 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 I ?J Validation Checklist - Hardcopy Received Certificate of Independence FL9174 R11 COI Cert of Ind Scates 2011's.odf I Referenced Standard and Year (of Standard) Standard Year I DASMA-108 2002 DASMA-115 2005 Equivalence of Product Standards Certified By Sections from the Code https:/Avww.floridabuildi ng.org/pr/pr_app_dll.aspx?param=wGEVXQwtDqufl 1J RfVVxf6u7ogn10heH p/%2bR KJkizESWxAzegKuY8GeGQ%3d%3d 1/6 1 a27/2016 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 Summary of Prnduefe 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 R11 II 0228 318958 P7.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Impact Resistant: Yes FL9174 R11 lI WDJambSuoDlementP16 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 5th 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.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoDlementP16 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 Reot 9100 rl s.Ddf 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 R11 II 0230 318960 P10.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WDJambSuoDlementP16 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,Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.4 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 R11 II 0231 318996 PS.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WDJambSuoDlementP16 s.Ddf 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.Ddf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 RIJ AE FL09174 r9 Affirmation for FBC 5th 20145.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 R11 II 0234 319022 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WDJambSuoolementPl6 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 https./&vww.foridabuilding.org/pr/pr_app_dM.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6.pdf Approved for use outside HVHZ: Yes FL9174 R11 11 319040 P1 Post. odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 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 9174.7 5120 / 9100 #0232 IS' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 I1 0232 318999 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementPl6 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653,pdf door. 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 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use I Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0233 319000 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSupolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.Ddf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 20145.Ddf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use I Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0236 319024 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Design Pressure: +30.00/-33.50 FL9174 R11 II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoplementPl6 s,Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653 Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes https://www.floridabuilding.org/pr/pr_app dtl aspx'?param=wGEVXQwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 3/6 I - 1 a27/2016 Florida Building Code Online 9174.11 15120/5140/6100/9100/9400/9600 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.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSupolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 0601 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: 9' Max width. 10' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0601 319027 P4.pdf FL9174 R11 [I Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoDlementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf 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 9174.13 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.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf 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 R11 AE ASTM A 653,odf door. 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 9174.14 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.Ddf Impact Resistant: No FL9174 R11 II WDJambSyoolementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement F1-9174 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.pdf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 0604 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- 16' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0604 319030 P5.Ddf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSupolementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 [I 0605 319031 P4.1)df Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSuoDlementPl6 s.pdf https.//www.floridabLilding.org/pr/pr_app_of aspx?param=wGEVXQwtDquflJRfVVxf6t17ojnlOheH%2bRKJkizESVVxAzegKuY8GeGQ%3d%3d 416 10127/2016 Florida Building Code Online Design Pressure. +15.30/-17.00 Verified By: John E Scates P.E. FLORIDA PE 51737" y Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.Ddf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.17 i 18' Max width. 8' Max height. Max section height 24" Glazing15120/5140/6100/9100/9400/9600 0606 available in top or intermediate section. Limits of Use I Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0606 319032 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: No FL9174 RI1 II Track Suoolement Chart P10,Ddf Design Pressure: +30.00/-33.50 FL9174 R11 II WDJambSupolementPl6 s.Ddf Other: Doors with glazing shall not be used in the wind- Verified By: John E Scates P.E. FLORIDA PE 51737 borne debris region unless protected or unless structure is Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports door. FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 1 9174.18 I5120/5140/6100/9100/9400/9600 0609 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: 18' Max width. 8' Max height. Max section height 24" Solid only - no glazing available. Installation Instructions FL9174 R11 II 0609 319035 P5.Ddf FL9174 R11 II 319040 P1 Post.Ddf FL9174 RI1 II Track Suoolement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.19 I 5140/6100/9400/9600 #0608 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0608 319034 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoDlementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.odf 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 Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0607 319033 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10 pdf Impact Resistant: No FL9174 R11 II WDJambSuoDlementP16 s.odf Design Pressure: '+25.90/-28.80 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes i 1 " l Contact Us 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 1 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 mad. 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 i Product Approval Accepts: https:/ANww.floridabullding.org/pr/pr_app_otl.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnloheHp/g2bRKJkizESWxAzegKuY8GeGQ*/`3d`/pad 516 10/27/2016 Florida Building Code Online Rm Credit Card Safe Mps// www.floridabuilding.org/pr/pr_app_d l.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 616 M UIVWIUII UI VVUII ICdU UUUI %-,L)i .JUI CURAI Jamb Connection, Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 1 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 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 No. 51737 O STATE OF • oONAo 1811111110` 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 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 Nore 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 0IiIrr//lf Sc No.51737 O • STATE OF 0 pLOR109, per# N 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f /2 = 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. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDLILE3 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 "orEI 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 22 560 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 1 13 16 800 10 1 13 15 No. 51737 O • STATE OF 16 i til 7 ORM SONAL III 1111 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF WAND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FTNOTEI 2500 PSI CONCRETE ITE' 4000 PSI CONCRETE"oTEi 2000 PSI GROUT FILLED CMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 1 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 OF Iv 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 16f1/2 = 240lb/ft t 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. Date: 2015.02.26, 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl- PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE5 3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE' 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMU NOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 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 a 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 ENaF p",/ i No. 51737 O STATE OF ; i S I I O N A ; `\\ 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3% 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. ADDroved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E 3121 Fairgate Dr. Carrollton. TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 wags® piton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 No. 51737 0 STATE of ;ftj 1-1 j///sSNA; ?` 1IIII Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E SCATES, PE 3121 FAIRGATE OR C ARROLLTON, TX 75007 FL PE 51737 TX PE 5630E/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NINDLOAD CONSTRUCTION DETAILS SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICA 1 POST REINFORCING SYSTEMS 6' MAX FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2.4 STRUCTURAL GRADE LUMBER FOR _ DOOR HEIGHT MAXIMUM ATTACHMENT TO SPACING W000 SUBSTRATE OR MINIMUM 2.6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TIP 6' MAX DOOR WIDTH MINIMUM 2 6 N3 CL HEADER LOCK SOUTHERN PINE BRACKET 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 --- NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS MINIMUM 2.6 k3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER 8" 4" 4" 8" 4" 4) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4' AND A MINIMUM EDGE DISTANCE OF 4' DETAIL 2 MINIMUM 2000 PSI GRWT FILLED CMU NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS REVISIONS MINIMUM 2x6 /3 SOUTHERN PINE LUMBER - rt HEADER LOCK BRACKET 1/ 2" J \\ -1/2" J 4) 3/8" DIA LAG SCREWS WITH 1-1/4' OD WASHERS LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1- 9/32" INTO THE MAIN SUPPORT MEMBER AI WOOD SUPPORT STRUCTURE NOTE. MAXIMUM DESIGN LOAD DATE NAME CAPACITY OF 2430 LBS PRAWN 5 24 07 CRT SHEET 1 OF 2 CHECKED JAMB CONNECTION SUPPLEMENT DRAWING PART NO TREV 324620 IP16 wagnc® Dalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 25M PSI CONCRETE UQg' MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBIUTY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 3/8' SIMPSON TITEN HD, 2-3/4' MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-204/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK No. 51737 0 STATE OF ; a. v 0? Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E SCATES. PE 3121 FAI RGATE OR CARROLLTON. TX 75007 FL PE 51737 TX PE 5630E/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS 2 3/4- EDGE [ MIN 2 X 4 SPF (G-0 42) OR BETTER WALL STUD TE. NOMAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBIUTY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE I EXTERIOR SHEATHIN 5/ 16' LAG SCREW WITH 1- 9/32" EMBED IN CENTER OF STUD ( t 1/4-) FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/ 4-204/16' TRACK BOLT AND 1/ 4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 420 LEIS PER LAG FASTENER SHEET 2 OF 2 REVISIONS I I DATE I NAME I DRAWING PART NO REV JAMB CONNECTION SUPPLEMENT 324620 P16 i The Genuine. The Original. Overhead Door Corporation 2501 S. State Hwy 121, Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4691497281 m"V. o v e r h e a dd oo r. to m 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 ASTN1 A 653-06. Plei se feel free to contact me if you need any additional information. Sincerely, JKKR''''% DwayneJ. Kornish P.E. `•Q,.• eNs•.,tij ; FL PE 77945 r y' No. 7M5 az STATE OF pNA4 g/5 Holt TODCOOverheadDo -or Corporation ASubsWiaryofSanwaHoldingsCorporatlon 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 FL09174-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 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures 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. FL09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P f0, 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. rIA-CLK-5) to/tt Drawings TABLE 1. FL 09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 - 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 ` 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P,4 i 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 E:- 5 (D60 /tk FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA'115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. I These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, C1CA Jo n E. Scates, P.E. y Florida PE # 51737 lo( R John E. Scates, Professional Engineer February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 3121 Fairgate Dr. - Carrollton TX 75007 fax (972) 492-0077 1 office (972) 492-9500 Re: Statement of Affirmation to FBC 5`h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 5' Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 NN\\a E. 3CgT // // No.51737 \ O STATE OF 44- I t0R%1D o sS ONA; III Imm 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /8.1' SCREWS INSTALLED IN 13 GA HORIZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 GA RAG ANGLE OF 13.75' AND A MAXIMUM LENGTH OF 16 75" GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REOIREMENTS FOR WIND-BORNE DEBRIS REGIONS. 16 GA MIN HORilTRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/16Y1-5/6"- 090' MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1/8' BEAD OF BOSTIK 11DO OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) /8Y1' 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. TRAGIC 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 5/160 -5/B' 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) 1/4-14Y7/8' SELF DRILLING CRIMP71TE SCREW TO 1/4-20Y9/16' 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 JB JAMB SHEET 2. BRACKET LOCATION 3 IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE 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 WINO -BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS IS GA STIFFENED' ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G JAMB BRACACBRACKETSSHEET2). 16 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELD FOR SEESCOF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. Y LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14X7/8" SELF AND TYPE DRILLINGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE 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 WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 6 DOOR JAMB TO BE MINIMUM 2Y6 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) /8Y1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS RECKONS LOUVERED SECTION - - - - REOUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR JOHN E SCATES. PE 3121 FAIRGATE DR CARROLLTON, TY 75007 FL PE 51737 TY PE 56308/f2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WANDLOAD CONSTRUCTION DETAILS EQUAL TO 12'-0' jAM8 BRACKET SCHEDULE DOOR ORHEI NO. OF T SECTIONSAM JACKETS EACH JAMB) LOCATION Of CENTERLINE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS 3 2') 7'- 0' 4 6 01 JB). 13 (01). 25-1 2 (JB). 34 (JB). 45-1 4 (0). 53' JB 7'- 0" 4 6 FAT JB). 10 (JB). 21-34 (JB), 29-3 4 (JIB), 42 (JB). 63-1 4 JB 6'-0' 5 6 01 JB), 13' (01), 23" (JB). 34' (JB). 47-1 4' (01), 56' JB , 67' 01 , 75' JB 8'-0' S 6 FAT JB), 10' (JB). 21-3 4' (JB), 29-3 4' JB , 48' (JB), 57-1 4 757PIGH LIFT OOF PITCH SEE NOTE BELOW NOTE, JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20Y9/16' TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED 0 ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, ANO/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HEIGHT UNIFORMLOAD EACH JAMB (PLF) WIDTH 16'- 0" ALL 207 2/-230 4 14'-0" ALL 151.3/-201.6 12'-0" ALL 155 4/-172 8 10'-0' ALL 129.5 -144.0 Wagner Balton DIVISION OF OVERHEAD DOOR O 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 REVISIONS 14 CHANGES TO GENERAL ORMAT AND CHANGED J-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER HANGED CENTER HINGE GAUGE AND ADDED OUVER OPTION HANGED STRUT IDENTIFICATION METHOD ROM COLORED PAINT TO STAMPED NUMBER GRT 3/ 8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND LARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS MRB 5/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100 MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT CRT 6/ 6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION ADDED LHR TRACK DETAIL SHEET 2 CRT 4/ 17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK CHANGED LOUVER NOTE INCREASED MAX HEIGHT TO 8'- 9' ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE GRT 7/ 22/08 P9 UPDATED TITLE BLOCK GIRT 8/ 26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/ 15/11 STATIC PRESSURE RATINGS APPROVED SIZES ISCALE N T S ISIZE A DESIGN (PSF). + 2590/-2880 MAX WIDTH. 16'-0• DATE NAME TEST (PSF)• + 38.85/-43.20 MAX HEIGHT 8'-9" IDRAWN 3/8/06 GIRT IMPACT/CYCLIC RATED (YES/NO). YES IMAX SECTION HEIGHT' 21" CHECKED 4/6/06 MRB MODELS 5120/ 6100/9100 SHEET 1 OF 2 DRAWING PART NO REV WINDLOAD SPECIFICATION OPTION CODE 0230 318960 1 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) 1/4-145/5' EACH END MATH (2) 1/4-14x7/8' / CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS I FOR STANDARD TRACK AND (3) o 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH 0 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' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-140/8' 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 CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE. DUE TO CLEARANCES REWIRED TO 2" NYLON STORMGARD AT THE THE 0• ROLLER MATH USTALLBARS,SALT US BARS SHALLSBEF 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/4-20x5/8" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH 2 1/4-20x5/8" CRIMP SCREWS THRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU RANGE TOP LEAF, AND 1 OF OF U-BAR AND BOTTOMEUDWHICHISFINSTALLEDHINGELEAFAND1THRUTHRUPRE -PUNCHED HOLE .. WEB OF U-BAR AND IN U-BAR) DETAIL C INTEGRAL RIB OF SECTION) 12 CA 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) 1/4-14x7/8' SELF DRILUNG CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM BRACKET MUST BE DRIWNG CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTT OM BOTTOM OF THE BOTTOM U-BAR AT U- BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-14x7/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-204/8' DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE —PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. I/ 8x3/4' MIN STAINLESS SCREWS WITH STAINLESS i BACKED RUBBER WASHERS / 3- 1/2' O.C. MAX C JOHN E SCA TES, PE 3121 FAIROA TE OR CARROLLTON. IN15007 FL PE 51737 n PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS 1/ 8" BEAD GEULTRAGLAZE SSG4000AC , I STRUCTURALSEALANT OR I 1 FACER NON- STRUCTURAL DECORATIVE INNER WINDOW TRIM — I014111211WIL USED ONLY ON IMPACT GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED PATH ( 4) 1/4-140/8" 1 SELF DRILLING \ CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) 2E 1) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J- STRUT & OPERATOR BRACKET NOTE, J-STRUT t< SCREW ONLY REWIRED ON LONG PANEL AND IMPACT GLAZED F ATTACH BOTTOM BRACKET _ TO BOTTOM U-BAR MATH (2) ( 1RIMPTI 7/8' SELF DRILLING / CRIMPTITESCREWS— I— . IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) J". 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN 4) SECTION DOORS MATH ( 5) 3", 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN — 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 DRILLING CRIMPTITE SCREWS AT EACH END CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0-, THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U- BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'- 0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. NON- STRUCTURAL DECORATIVE OUTER WINDOW TRIM 2. WITH 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 ATTACHED TO THE DOOR WITH 1/4-14x5/8' CRIMPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED '46" APPROXIMATELY 8' FROM EACH END. II / IIIII J/ DETAIL E Wayne® Balton DIVISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 STATIC PRESSURE RATINGS I APPROVED SIZES DESIGN ( PSF): +2590/-28.80 IMAX WIDTH. 16'-0" TEST ( PSF): +38 85/-43 20 MAX HEIGHT 8•-9" IMPACT/ CYCLIC RATED (YES/NO) YES I MAX SECTION HEIGHT MODELS 5120/6100/9100 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U- BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER CRT 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 61DO MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT CRT 6/6/07 BRACKET SCHEDULE FOR FAT OPTION ADDED LHR TRACK DETAIL SHEET 2 CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK CHANGED LOUVER NOTE INCREASED MAX HEIGHT TO 8•-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE GRT 7/22/08 P9 UPDATED TITLE BLOCK CRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 SCALE: N T S SIZE A DATE NAME DRAWN 3/8/06 CRT 21" CHECKED 4/6/06 MRB SHEET 2 OF 2 WINDLOAD SPECIFICATION OPTION CODE 0230 DRAWING PART NO REV 318960 P10 Q 13 GA Mln O CONTINUOI WALL ANG PLICE PLATE LOCATION SEE SCHEDULE y - 11 GA MIN 14" CLIP SEE SCHEDULE MAX i 12" MAX 12" MAX I 12" u MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E SCATES. PE 3121 FAIRCATE DR CARROLLTON. TX 75007 FL PE 51737 Tx PE 5630L/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NINOLOAD CONSTRUCTION DETAILS 13 GA MIN CONTINUOUS WALL ANGLE- 2) 1/411 X - 7/16 SEMI TUBULAR RIVITS CLIP DETAIL 11 GA MIN CLIP SEE SCHEDULE — CLIP LOCATIONS SEE SCHEDULE TRACK RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR FMAXPS WIDTH 9'-0" 46.0 PSF —52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF 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 CHANCED TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE. ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO TITEN HD ANCHORS CRT 4/2/07 P4 CHANGED FORMAT, ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS UPDATED SPLICE h CLIP SCHEDULES OLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE k8 CLIP (REPLACED WITH M9 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 Wayne® DRAWN DATE 8/21/07 NAME CRT piton CHECKED 1 8/21/07 MR8 3395 ADDISON DRIVE PEN( 850) A47FLRIDA4o9890325ta SHEET 1 OF 2 DRAWING PART NO 307494 REV P10TRACKSUPPLEMENTCHART 2 3/4" t1" EDGE DIST E60XX MIN. 11 $8 22 224 MIN 3/16" THICK STEEL FOR MOUNTING 5/16" x 1-5/8" J;TRACK WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2TRACK CLIP SPF (G=0.42) OR BETTER AT EACH1/4-20x9/16" HOLE OR PAIR OF BOLT AND HOLE LOCATIONS1/4-20 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 c WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING a a e e a • ° V d' d CONCRETE MOUNTING DETAIL 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 WNDLOAD CONSTRUCTION DETAILS 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICEPLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK H IGHDOOR CLIP #'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 SCE 7'- 0" 5, 6, 6, 7, 7, 9 12 8'- 0" 5, 6, 6, 7, 7, 9, 9 12 9'- 0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'- 0" 1 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 1 18 MODELS 6100 8300 8700 1-3/8" TO 1-5/8" THICK DOOR HEIGHT CLIP #' S FROM BOTTOM TO TOP PLATE SPLICE 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 D OR CLIP #'S FROM BOTTOM TO TOP SPLICE 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" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS 2 2 INCH RACK - CLIPS -TEXAS TALL ANGLE 12 FOOT PDATED PJ 6/11/03 3 UPDATED FORMAT 4CREASED ALLOWABLE RESSURES TO 46 00/-52 00 PSF FOR ALL DOOR WIDTHS HANGED ' TEXAS WALL ANGLE" TO CONTINUOUS ALL ANGLE". ADDED UBSTRATE MOUNTING DETAIL. CHANGED TO ITEN HD ANCHORS RT 4/2/07 4 CHANGED FORMAT DDED MODELS 9800 ND 8024 WITH OVERLAY 0 TRACK CLIP CHEDULE. RT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS UPDATED SPLICE h CLIP CHEOULES LP 9/06/07 6 UPDATE MOUNTING E TAIL DRAWINGS RT 10/05/07 7 UPDATED CHARTS TO LIMINATE THE USE OF HE NO CLIP (REPLACED ITH N9 ACROSS THE OARD) LP 10/24/07 8 UPDATED STEEL IOUNTING DETAIL IRB 04/11/08 9 EXPANDED 1-1/2" TO 3/ 8" DOOR THICKNESS HART UP TO 14' HIGH RT 12/11/08 10 ADDED MODEL 5700 PDATED TITLE BLOCK RT 6/2/10 Wayne® DATE NAME Balton DRAWN 8/21/07 GIRT CHECKED 8/21/07 MIRE SHEET 2 OF 2 3395 ADDISON DRIVE PEN( 50) A. FLORIDA32514 DRAWING PART NO 307494 REV P10- TRACKSUPPLEMENTCHART Florida Building Code Online Page 1 of 2 rater solids Department! 1305 Home i Log In i User Reg lstratlon Mot Top cs ; SuhMt Surcharge StatS 6 FaM I Publications ( FBC Statt ( BCIS Site Map Links Search Businesy' ProfessiNnal *QlmlUsR Pu5gcAUpser DVa1 Regulation Product Aonroval Menu > Product or Aoohcatlon Search > AmIlCahon LK > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature t Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email 7K Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 B00)234-4228 Ext4644 Jonberrlan@slbp.com Jon Berrian Jonberrlan@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 f r Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified' By I Product Approval Method Method 1 Option A Date Submitted 02/16/2016 Date Validated Summary of Products - FL # I Model, Number or Name Description Year 2011 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGBVXQwtDgtvA%2bxmzkl ... 2/ 19/2016 Florida Biulding Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See Installation Instructions, SWD002, and Product Evaluation Report, PER3947, for design pressures and Installation requirements. Extruded Vinyl Single Hung Window Certification Agency Certificate FL19715 RO C CAC 2-4-16 CCL-_Ist.Ddf Quality Assurance Contract Expiration Date 12/16/2016 Installation Instructions FL19715 RO lI SWD002 SS 2016-02-03.odf Verifled By: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.Ddf Created by Independent Third Party: Yes Back Next Contact Us % 19449 North Monroe StreeL Tallahassee FL 32399 Phone: e50-4117-1824 The State of F:orlda Is an AA/EEO employe. G72Vrloht 2007-2013 State of Florda.:: PJlvacv Statement :: AccessibIlty Statem-n :: Refund Satemen[ Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. instead, contact the office by phone or by traditional map. 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 11cerse . However email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: M 99 ® M http://www. floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgtvA`/o2bxmzk l ... 2/19/2016 INSTALLATION NOTES: 1 ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2 THE NUMBLR OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. IN5TALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF t1/2 INCH TITHE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS I.E-, WITIIOUT CONSIDERATION OF TDLCRANCLS)• TOLLRANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQLIIP.ED AT EACH INSTALIAT10N ANCHOR WITH LOAD BEARING SHIMIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH. SHIM WHERE SPACE OF I/16 INCH OR GREATER OCCURS SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 48 WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR 1Dd COMMON NAILS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/8" EDGE DISTANCE. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES• 1. THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FBC), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA 1DIA.5 Z/M40-08/11 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 49 2. ADEQUACY OF THE EXISTING STRUCTURAL SELF -TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 CONCRETE/MASONRY, ZX FRAMING,AND METAL FRAMING THREADS PENETRATION BEYOND METAL WALL INSTALLATION SHALL MAINTAIN AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF MIN. 3/8" EDGE DISTANCE. WITHSTANDING AND TRANSFERRING APPUED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF USE110 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH INSTALLATION. MINIMUM EMBEDMENT INTO WOOD SUBSTRATE 3. 1X AND ZX BUCKS (WHEN USED) SHALL BE DESIGNED AND B THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET FOR CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/161NCH FURTHER DETAILS OF BUCK INSTALLATION. DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH A. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4"EDGE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR DISTANCE. A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION 9. THROUGH FRAME INSTALLATION: FOR INSTAI LATION INTO METAL STUD USE TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, 010 SELF -TAPPING SCREW$ OF SUFFICIENT LENGTH TO ACHIEVE A MINIMU M A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE OF THREADS PENETRATION BEYOND METAL WAIL SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. IN HVHZ AREAS, ONE TIME PRODUCT 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, APPROVAL TO BE ORTAINED FROM MIAMI-DADE FER OR INCLUCING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING AM 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON CCRROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. COATING. 6 WINDOW FRAME MATERIAL VC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK DO NOT INSTALL 7, IN ACCORDANCE WITH THE STH EDITION FBC, WOODFATNETOD INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENT$ SHALL HAVE BEEN PRESERVATIVE REATED FROM TREE EDGE OF CLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN BLOCK CHAPTER 23 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR S GLASS MEETS THE REQUIREMENTS OF A5TM E 1300MANUFACTURER'S INSTALIATION INSTRUCTIONS, AND ANCHORS SHALL NOT 6E— GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED IN THE ANCHOR MANUFACTURER. 14 INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD -MINIMUM SPECIFICGRAVITY OF 0.S5. B CONCRETE -MINIMUM COMPRESSNE STRENGTH OF 3000 PSI. G GRGIIT-FILLFD CMU- UNIT STRENGTH CONFORMSTO A5TM C-90 WITH MINIMUM COMPRF00 _CSIVESTRENGTHOF20PSIAND GROUTCONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 7ODD PSI. D. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 W ITH MINIMUM COMPRESSIVE STRENGTH OF 200D PSI. E. STEEL - MINIMUM YIELD STRENGTH OF 33 XSI. MINIMUM WALL THICKNESS OF 47. 8 MIL (0.0478" or 13 GAUGE). MIN. 1/2" EDGE DISTANCE. F. ALUMINUM- MINIM UM ALLOY 6063-T5. MINIMU M WALL THICKNESS OF 1/16'. MIN. 1/2" EDGE DISTANCE TAUS OF CONTENTS SHEET REVISION SHEET DESCRIPTION I INSTALLATION 8 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUT5 4 VERTICAL 6 HORIZONTAL 5ECTIONS (NAIL FIN) 5 VERTICAL 6 HORIZ-ONTAL SECTION5 (THROUGH FRAME) 6 HORIZONTAL SECTIONS. BUCK INSTALLATION, 6 GLAZING DETAIL MAX OVERALL SIZE CONFIG. DESIGN PRESSURE MISSILE IMPACT RATING WIDTH HEIGHT36' 94, O/X 35 / -35 PSF NON IMPACT 38' 66' O/X 50 / -50 PSF NON IMPACT 38' 74' O/X 50 / -50 P5F NON IMPACT 38" 77' O/X 35 / -35 P5F NON IMPACT 44' 62' O/X 50 1.50 PSF NON IMPACT 46" 72' O/X 35 / -35 SF NON IMPACT 48' 84' O/X 20 / -20 PSF NON IMPACT 52, 72' O/X 23 / -25 P5F NON IMPACT 36" 83. 75' O/X (ORIEL) 35 / -35 PSF NON IMPACT 48' 96' O/X (ORIEL) 20 / -20 PSF NON IMPACT 72' 62' O/X-O/X 35 / .35 PSF NON IMPACT 72' 84' O/X-O/X 35 / -35 PSF NOW IMPACT 76' 62" O/X-O/X 50 / -50 PSF NON IMPACT 76' 72' O/X-O/X 50 / -50 PSF NON IMPACT 76' 77' O/X.O/X 25 / -25 PSF NON IMPACT 80' 74" O/X-O/X- 35 / -35 P5F NON IMPACT 96, 74' O/X-O/X 30 / -30 PSF NON LSIPACT 108, 62' O/X-O/X-0/X 50 / -50 PSF NON IMPACT 108' 72' O/X-O/X-O/X 50 / -50 PSF NON IMPACT 108' 84' O/X-0/X-0/X 25 / -25 PSF NOBS IMPACT Silver Line IlAndersen Ix oo ws•000ss ONE SUVE4" URINE mATH PPIA+! WICK w a eu TTSn QS-=0 M 00 83 uJ zz cum 4 w moZ cc Wa cc a Wh u1Ili "• ivo$ T tL V1Z Tm iLH Z Digitally signed by Hermes F Norero, P.E. V S W D 00 Z Reason: I am approving this document FL#: FL19715 Date: 2016. 02.03 09:40:44 -05'00' SHEET 1 OF 6 MAX. FRAME RAME - SilverlineMAX.. WIDTH 48' WIDTH 48' — b71411deISef1 4 4 4 5 n or.eu a ONE SRvEtd w OLIVE. NO gUN.SW c w mgm PH vu) Vs-= ao5555 Z 4 4 4 . a 4 Y p t17F `n wMAX. FRAME MAX FRAME > L m HEIGHT96" HEIGHT96" w C, m A NQUALIFIEDCONFIGURATIONS " w a ARCH TOP CONFIGURATIONS FOR ALL 2901-Ml (. m' J w aRATINGS, SINGLE UNIT CONFIGURATIONS X. H w W r d wF— Q 4 S 4 5 m ELEVATIOtn NSINGLE HUNG WINDOW ELEVATION SINGLE HUNG ORIEL WINDOW WINDOW O H Z oH p c MAX. FRAME MAX. FRAME > U WIDTH 96" WIDTH 108" LU w 4 5 QUALIFIED CONFIGURATIONS 4 5 ARCH TOP CONFIGURATIONS FOR ALL 2902-4902 RATINGS, TWIN UNIT CONFIGURATIONS F F 6 Z 5 . O• .O. S \\ // R Z, MAX. FRAME = S HEIGHT 74" MAX FRAME X. X. 'X' d'• Jig HEIGHT84". i y •*p(t\\\\x IC A D bm 1 m" J N tu Z _ U Z ELEVATION 4 5 ELEVATION DWG#: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW C W D 00 2 SHEET: 2 OF 6 X. X. 2" MAX. —I 11' MAX. FROM _ I 0 C. CORNERS 1 ll" MAX. - O C. 2" MAX. FROM CORNERS NOTE H'ar T UIIITS AT OA lO A•v1 SN NL DE AAA.-.0 MAX 1.OLATHEnD. 1NM. ENO uu ANCHOR LAYOUT NAIL FlV -SINGLE HUNG WINDOW J 2" MAX. 4 1/2" MAX. CORNS S r O.C. 1 4 1/2" MAX. O.C. L 2" MAX. FROM CORNER5 4 1/2" MAX. O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW I" MAX. FROM _ 6' MAX. CORNERS I I O.L. L 6' MAX O.C. I 1' MAX. 1 I I 6" MAX FROM J "1 j 0 L CORNERS ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW 6" MAX. 20' MAX. FROM j-- I ——ICORNERSI O.C. 6" MAX. 6' MAX. FROM FROM 12 3 MAX. CORNERSO.C.CORNERS O. 20" MAX. 0 C, L 6' MAX. FROM CORNERS 16 1/2" T MAX D. C. 6" MAX. FROM J CORNERS ANCHOR LAYOUT THROUGH FRAME - SINGLE HUNG WINDOW 16 1/2 O. C.- ANCHOR STRAP 6" MAX T 1 12" MAX. If O.C. P/ N 50-2995-2 FROM —nrv—v. a 1 rarer SEE SHEET 5 FOR DETAILS CORNERS P/N 50-2995-2 SEE SHEET 5 FOR DETAILS - ANCHOR LAYOUT ANCHOR LAYOUT, THROUGH FRAME -TWIN SINGLE HUNG WINDOW THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW Silverline b) AndeF5e11 01E SIlVEM. w OFIVE NWTN 91114ck W OF— Ne 052) a35-10DO L; n w g o^ a L3'TZ CC _ELI 0 Z K u 0< K i V Z Zm" n 7 R Z uJ m Z c cc it a W F a0TI ^ v / ZO Z H LLJ aC LU a F— m tg m N J N z37y- uZ O V DWG #: SW0002 SHEET: 3 OF 6 I CONCRETE/ MASONRY 1 1/2' MIN. BY OTHERS EMBEDMENT CAULK BETWEEN CONCRETE/ MASONRY A ZX e' WOOD BUCK BY OTHERS a 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 3/ MIN. EDGE DIST. E 8 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS 114"MAX. PERIMETER / SHIM SHIM SPACE SEALANT / BY OTHERS U HEIGHT EXTERIOR INTERIOR 1 SEE GLAZING DETAIL. SHEET 6 g1 VERTICAL SECTION 4 HEAD - 2X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS 1/4" MAX EXTERIOR FINISH SHIM SPACE BY OTHERS 48 WOOD SCREW INSTALLATION ANCHOR 3/8" MIN. EDGE DI5T. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS F CAULK BETWEEN a CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X 1 1/2' MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION 4 SILL-2X WOOD BUCK NAIL FIN SilverLjne aAndersen a+¢ suvraUNE WIVE vqn awr rcx.wufu 1H. M21 5-M 1/4' MAX. MIN. 3/8' EDGE DISTANCE o 3 < a S r V eC e r g SHIM SPACE pop Ccol M1 0V aSASH REINFORCING i o 'y'Z, w SEE SHEET 6 FO"1 5.MT MIN. 3 THREADS v m •+ m PENETRATION BEYOND METAL STRUCTURE i aw#8 6R. 5SELF-TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS, SEE SHEET I INSTALLATION p NOTE 14 EXTERIOR FINISH m BY OTHERS Z EXTERIOR PERIMETER SEALANT Q BY OTHERS F-1 Z OO. A. r UNIT N WIDTH i W w HORIZONTAL SECTION 4 JAMB - METAL STUD NAIL FIN w F m N m N J U. N Z `{ Y U Z Q3VV) 0 DWG o#: SM002 SHEET: 4 OF 6 10 WOOD SCREW INSTALLATION ANCHORCONCRETE/MASONRY BY OTHERS CAULK BETWEEN e• CONCRETE/MASONRY BY OTHERS EXTERIOR F1MSH 3/4" MIN. EDGE DISTANCE y 2X WOOD BUCK/5TUD BY OTHERS SEE .SHEET 6 FOR 1/4' MAX S CONNECTION DETAILS 5HIM SPACE a SASH REINFORCING c SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING 1 MIN, DETAIL SHEET 6 EMBEDMENTDMENT INTERIOR 1/4" MAX. PERIMETER SEALANT SHIM SPACE BY OTHERS / O A. EXTERIOR / INTERIOR UNIT \ / HEIGHT f SEE GLAZING DETAIL, SHEET 6 VERTICAL SECTION 5 HEAD- 2X WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN A TRIPLE CONFIG. ONLY. SEE O A. PLAN VIEW -ANCHOR STRAP UNIT O-2995-2)' DETAIL T HEIGHT RIGHT FOR INSTALL. REQl 1/4" MAX PERIMETER SEALANT SHIM SPACE BY OTHERS EXTERIOR FINISH MIN. BY OTHERS EMBEDMENT PRECAST SILL Ti e BY OTHERS a 3/16' ITW TAPCON a • a •• INSTALLATION ANCHOR e 1 3/4" MIN e EDGE DISTANCE p VERTICAL SECTION 5 SILL - CONCRETE/MASONRY THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FRO FRAME, HOLE TO ACCOMOW 0.0620 0 MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/2" EDGE DISTANCE IU GR. 5 5ELF-TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, SEE SHEET I INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR - BY OTHERS O.A. UNIT WIDTH F HORIZONTAL SECTION 5 JAMB - METALTUBE/STUD OR APPROVED MULLION THROUGH FRAME HORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPEMNG. SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16" ITW TAPCONS PER STRAP, MIN. 1-1/4" EMBEDMENT, MIN. 1-3/4" EDGE DISTANCE. 8. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, GR. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN. 3/4" EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1-1/2" EMBEDMENT, MIN 1" EDGE DISTANCE. SilverLine brAndersen pwpwg ON! STWOUNE 04NE Nan+ uugMa. NJ G"" PH,(7M 1 )cw rm, R 3g0 NF8 z 8tt V L1 VIJL w w Z a,•/1 m N w j < r nZZr ZZj Lu 0 2 -5: T ... 4wNZY H nco3 J N Z0 DWG #: SWD002 SHEET: 5 OF 6 INTERIOR EXTERIOR INTERIOR SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS VERTICAL SECTION iR HORIZONTAL SECTION 6 MEETING STILE 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (0/X), DESIGN PRESSURE •/- 35 PSF 36 X 84, (O/X), DESIGN PRESSURE +/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE+/- 50 PSF 38 X 77. (O/X), DESIGN PRESSURE 35 P5F 72 X 84, (O/X-0/X), DESIGN PRESSURE •/- 35 P5F 76 X 72, (O/X-O/X), DESIGN PRESSURE +/- 50 PSF 108 X 62, (0/X-O/X-O/X), DESIGN PRESSURE 4-50 PSF 10B X 72, (O/X-O/X-O/X), DESIGN PRESSURE +/-50 PSF c- STEELINTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRE55URE+/- 35 PSF 0 - STEEL INTERMEDIATE FRAME'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-0/X), DE5IGN PRESSURE +/- 35 PSF SilverLine bsAndersenNOTE: ALL GLAZING CONFIGURATIONS SHAM COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE W4 =WKjNE oam lo.* wur+a mwava w mil+as:000 5/8' O.A I.6. GLASS mv ^ oZ0 vi O gx EXTERIOR / INTERIOR w x o w m mWEMIN.GLA55 o i i BITE 1/2" N c+9FHz w a & cc mw<: 40 1/8' SETTING BLOCK \ / w GLAZING DETAIL I o v J Z O NOTE: H ZO 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER H N SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOT EXCEEDED. LIJ N 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK o 1/4" ITW TAPCON ANCHOR 4' FROM CORNERS 16" MAX O C. THEREAFTER 1 1/4' MIN. EMBEDMENT 2' MIN. EDGE - DISTANCE 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 1 112" MIN. EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS, BUCK INSTALLATION DETAIL T O U V Z a DWG #: SW0002 SHEET: 6 OF 6 WINDOW & DOOR MANUFACTURERS ASSOCIATION D[IWDMA Hallmark® Certificate of Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www. amscert. corn North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. AdministrntiveManngemen[ Systcnv, Inc. 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 E7251.01-10947 5/21/2015 5126/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psf; Water Test Press 22013a 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 7/17/2012 3/8/2017 9142127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 1011I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9140930 mm (3606 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25, Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118xl905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 18013a (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/l/2013 5/1/2017 965xl676mm' (38x66in'}Type H; Positive Design Pressure DP) = 240013a (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 DOORWNMUFACTURESAS=ATtON D[IWDMA Hallmark® Certificate of Conformance and License (CCL) 43 > Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. AdminisirativeManelenxnt S, rst=. Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118x1575mm' ( 44x62in')- Type H; Positive Design Pressure ( DP) = 2400Pa 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 1016x1829mmm ( 40x72in) - Type H; DP = 2400Pa (50psf); DP =- 2400Pa (-50psf) 440- H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E- 1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf): DP =- 2400Pa (-50psf) 440- H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm ( 48x72in)-H; DP+ 30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7. 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 +501-50 psf; Water Test Press 360Pa 7. 52psf) 440- H-025.52 2901/4901 Impact TAS 201/202/203-94 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 +501-50 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 1321 mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type- H WD- 20 10114109 Friday, May 13, 2016 Page 8 WINDOW 8, DOOR FAMUFACTURERSASSOCIATION Hallmark® Certificate of OFI-WDMA Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. Adn,iniwat„YMan.gn,m„ Systems, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact ——101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-116-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.)' Type-H 440-H-025.59 2901 /4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 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 816/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.22A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x,1829mm (52 x 72) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 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 26013a (5.43psf) 440-H-025.65 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.68 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psf; Water Test Press 36013a (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMs, INC. CCL t<b Ad'°`°u````'a"g"n""` U[IWDMA Conformance and License Systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-10947-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 2900-4900/2901-4901 Single Hung 101/l.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/I.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 = 26013a 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 1994x1524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 36013a 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440•H-027.24 290214902 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 ri WMANUFACTURERSAM WATION Hallmark® Certificate of \ D[ IWDMA Conformance and License CCL Silver Line Building Products _ Mfr ID: 440 _ One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. AdminiSys` M ngenxnt Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-027.27 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 J5/1212015 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/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) Type- H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440- H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 918/2025 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 +15/-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)' r Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psfl 440- H-027.32 2900-490012902-4902 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) 101/I.S.21A440-11 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-0_28.14 2903/49031 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-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm ( 107x84in}H 440- H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x1575mm'( 107x62 in'-H 440- H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type- H WD- 20 10114109 Friday, May 13, 2016 Page 11 DOORWMMUFATURERSASSOCIATION ORWDMA Hallmark@- Certificate of AMs, INC. Conformance and License (CCL) AdministrativcManagcrncnt System, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C_ 0329.01-109-47 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900170-290314903 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 +251-25 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 psi; Water Test Press 22013a (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900170 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 26013a (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW & DOOR MANUFACTURERSAS=AnON Hallmark® Certificate of AMS, INC. 4<bSystem, tno. D[IWDMA Conformance and License (CCL) Aamu Wrau rMenngen en[ 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) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm 2432mm E6290.01-109-47 11/23/2015 4/27/2025 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/1.S.21A440-11 Class R-PG35; Size Tested 2734mm 914mm E6290.01-109-47 11/23/2015 4/27/2025 2734mm x 914mm (108 x 36) Type-TR; DP +351-35 psf; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered By. - John A&Fee, VP of Certtfrcation Programs, IMMA Hallmark 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 By, 12110L j„ Rhonda Schatz, Authorized Representative, AAYS 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 Program Sponsor. Program Administrator: Comply with the standards. Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 PA\\BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: I — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 Contents: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' j%jIIIIIII1II 4-t FIle o ' 7Uj Fot G 1 iisSt NAL I111``` Hermes F. vorero, P.E. Florida No. 73778 Q4A\ BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date. 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: 1 Single Hung Compliance Method: ' State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window 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 S`' Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5`h Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 51' Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 lrl^A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL19715 Date: 12/15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 Nailing Fin Installation: A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 Florida Building Code Online4/28/2017 EMS Home I Log In I User Registration I Hot Topics 1 Submit Surcharge I Stats & Fads I Publications I FBC Staff { BCIS Site Map I Links 1 Search j Nr a Product Approval USER: Public User Product Approval Menu > Product or AppliraUon Search > Anpllration Us t > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aiuminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcollslnc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@alum[numcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R, Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By j Locke Bowden C- Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https:/Avww.floridabuilding.org/pr/pr app dU.aspx7param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXZYpyxA%3d%3d 112 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 FL # Model, Number or Name" - Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use- Installation Instructions T Approved for use In HVHZ: No FL12194 R3 II ALC15001 Evaluation Report 2014 FBC 04 T4 SofPits.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Created by Independent Third Party: Yes W-MR-ul 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 050.487.1395. -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,emall address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please dick hero . Product Approval Accepts: ChS;k FPS Credit Card Safe. httpsJlwww.floridatwilding.orgtpr/pr app dtl.aspx7param=wGEVXOwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAg/aid%3d 2/2 Certificate of Authorization iNo.nb 2gh Dr17520EdinburghDr t; CREEK Tampa, FL,33647 w TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT, FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer. ALUMINUM COILS, INC. Issued August 27; 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: t 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 (TSTI577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail, 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by,the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix 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.. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use; or other product attributes that are not specifically addressed herein. Aa_ J CREEK ALUMINUM COILS, IN ti• • Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent configuration. See Appendix D for dimension drawings. 1tl' FIAI VElII 1D:LNteNvF'xT e' crn n w 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 1-1-14 aluminum soffit ?anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' confguration 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 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. Tx GREIE-1v3 TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5 h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ut1t11,,, PRY R, p i,,' R% 2015.08.27 No 74021 07:05:00 041001O•.• STATE OF N'•.,C O R O P' N Zachary R. Priest, P.E. i, ss • • • " •N? Florida Registration No. 74021 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. i 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 — Deslgn 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 LMITATIONs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 4-inch o.c_ Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit-16-inch o.c. Fastener Fastener Lohan Lotion ALC15001 FL12194-R3 Page of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.c. Fastener Lnmtinn 1 Fastener Fastener Lotion L cat ion ALUMINUM COILS, INC Soffits Appendix A Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24J-# I Approved Systems for 244nch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min_ 1 3/44nch long x 0.072-Inch dla. x min. 3/1612F-1 164nch Wood min_. 1.25-inch embedment spaced Wood crown staple spaced 164nch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-Inch o.c. Max. Three (3) min. 3/4-inch x 114-inch One (1) min 3/4-inch x 1!44nch One (1) min. 1 3/44nch long x 0.072-inch dia. x min. 1/4-inch 4812F-2 16-inch Wood crown staples in diamond pattern Wood gown staple spaced 8anch o.c. head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c, and securing each panel lap inch o.c. One ( 1) min 3/4 inch x 1/4-inch One (1) min. 1 314inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0.0724nch dia. xmin. 1/flinch 48 16- inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Q = TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with JI-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 1/24nch One (1) min 3/4-Inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 164nch pattern spaced 24- ace screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch connecting soffit to J-channel Inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga..5/8-inch long T nail Wood 1-inrh leg staples spaced max 0.072-inch diameter finishing nail with min. 3/16 53.3 12-inch spaced max 8-inch o.c 4 inch o.c. and securing each inch head spaced panel lap 12-Inch o.c. One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x. 072-inch Max. Three (3)18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max 0 diameter 16F-2 124nch Wood inch leg staples in diamond patternWood 4-inch o_c. and securing each finishing nail with min. 3/16 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-Inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 164nch Wood 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 314-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 314-inch x 1/4-inch x 0.0724nch dia. x min. 1/4- 27 164nch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. f GREED ATECHNICAL 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. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- inch diameter finishhinging nail with min. 3/16- t43.3 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. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern W 1-inch leg staples spaced 4- inch o.c and securing each finishing nail with min. 3/16- 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 Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 314-inch x 1/4-inch One (1) min. 1 3/44rich long x 0.072-inch dia. x 23.5 16J-1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. nail spaced 48-inch o_c. ALC15001 FL12194-113 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal UQ crown x 1-inch leg No.2 SYP staples spaced Three (3) 16 ga.1/4- anchored to 12-Inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. 3116-inch head spaced spaced 164nch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24-inch o.c. finishing nail with min, 3116-inch head spaced 4-inch o.c. One (1)18 ga.1/4-Inch crown x 1-inch leg Nominal 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. 1.754nch x Max inch x 11 ga. anchored to each panel lap . inch crown x 1-inch 0.072-inch diameter 801 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nailsspacedgpa 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3116-'nch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 244nch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4 One (1) min. 1.75-inch x Max One 1 14 a. 5/8- g anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-Inch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation,_ recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pst) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.114-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c_ securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 14nch 0.072-inch diameter 24F4 16 nch Wood leg staples in min' 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern incinch x 7d ring One (1) min. 1.754nch inch o.c. and securing 31164nch 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 ga.1/4-inch crown x 14rich leg Nominal 1x2 staples spaced One (1) min. 1.5- No2 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 mch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3116-inch head spaced flinch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max One (1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3116-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-Inch o.c. finishing nail with min. 3/16-inch head spaced 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 14nch leg No.2 SYP anchored to Three (3) 18 ge.1/flinch crown straight ailed through the rafter Into the end staples spaced 72-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 inch Crown x 1-inch x 0.072-inch diameter 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min_ 1.75-inch Wood leg staples spaced finishing nail with min. 3/16-inch heads ced 60 inch x 7d ring pattern spaced 16- ring shank nails roe- x 0.072 inch diameter 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 244nch o.c. the batten at each battenlrafter 3l16-inch head spaced intersection. Max. 4-inch o c. rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 225-inch x 7d rung shank nail crown x 1 inch leg No 2 SYP Three (3) 18 strai ht-nailed throughg12-Inch staples spaced One (1) 18 ga. /4- One (1) min. nchanchoredto9a.1/4-inch crown the rafter into the end o.c. securing each panel la p inch crown x 1-inch diameterx0.0721nch diameter 24J-2 Max. rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. 33.3164nch1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch inch o.c. and 3/16-inch head spacedinchx7dringpatternspaced16- ring shank nails toe- x 0.0724nch diameter securing each panel 1 fi-Inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min lap 24inch o.c. the batten at each y16 inch head spacedhatten/rafter flinchintersection. Max. railer spacing Is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION- Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 Min. 3/'u• head dia. nail with min. engagamtnt(`or woo: flUl et=attj or min. 0 0571-die.,T-n+il or -stub na:: - vich min. ,5/V e:gagemart(Por ccncrete ov'block eubstra,7), cpa.ed am hosed above. FASCIA SLIP -BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL STAPLE SOFFIT TO FASCIA BOARD #TSO 3/8" X 3/8" STAPLE 16" 0. 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 Syr TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER It3/4- x ,/+- I DIAMOND PATTERN D ETAI LCROWNSTAPLES vra+ USING A DIAMOND \` E STAFLU PATTERN FACIA BOARD FASCIA CAP 12F-2 FACIA BOARD 8. t3/4- X 1/4- CROWNJSM. S. ML STAPLE ON CENTER t-3/4- TRIM NAIL P CHANNEL CAN BE PAINTED S.S. 48- FASCIA CAPINSTALLEDWITHTHEO.C. NAIUNG FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT —max. 12-inch 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 System No. I Installation Detail 12J-1 OPEN RAFTER 3/4" X 1 /4- CROWN STAPLE "24- ON CENTER USING A DIAMOND PATTERN J-'LrilWNfl 1-3/4" TRIM NAIL screwed to soffit with Cre(1) k6 a PAINTED S.S. 48' 1/2" x 3/8' head 0_C. dia-meter screw, 14" C.C. WOOD OR BLOCK SUBSTRATE SOFFIT -max. 12-inch awn ALUMINUM COILS, INC Soffits Appendix B 3/r I` SOFFIT STAPLESiRES1 DIAMOND PATTERN I- ) DETAIL FACIA BOARD 3,r tvmr! ASCIA CAP 3/4"x 1/4" CROWN STAPLE `8' ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. SOFFIT BOARD FASCIA CAP 3/4- x 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. CREEKb3 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRIM NAIL + FASCIA BOARD PAINTED SS FASCIA CAP SOfFfr CROWN STAPLE GPEN RAFTER FASCIA BOARD 14LU 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL F' CHANNEL SDFFTT: MAX. tU' SPAN HASONRY--- SUBSTRATE ALC15001 I FL12194-R3 Page 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 SERVICES, LLCK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3,/8" head dia. nail x:=h min. 1'L acx3ac'ement(for.w+od substrate) .,r min. C.G97" .9_a. T-nail or scut, nail with rain. SIa" engagement(_or concrete or clock substrate), apaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) J 16F-3 F" CHANNEL Wc d, Concrete or 91ock 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 ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 3°n `, SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 1—fETAI Li I CROwN STAPLESsAPDCROWN USING A DIAMOND -+--3tr BETWm+J STAPLES PATTERN FACIA BOARD ` FASCIA CAP 16F-4 3/4" X 1/4" CROWN FACIA BOARD 8' 1-3/4- TRIM NAILr'F- STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR3/4" X 1/4" DOWN CROWN STAPLE SOFFIT -max. 15-inch span WOOD S0 SUBSTRATE SOFFIT &FASCIA DETAIL ALCIS001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 (t' TRIO NAIL FASCIA BOARD PAINTED S.S. FASCIA_ CAP SOFFIT tI rq'' CROWN STAPLE OPEN RAFTER FASCIA BOARD rri' CROWN STAPLES SOFFIT & FASCIA USING A OIAMO!1O DETAIL 16F-2 & PATTERN, REFER TO SOFFIT STAPLE 1617-6 DIAMOND PATTERN DETAIL FASCIA REFER \ TO SOFFITIT i FASCIA DETAIL 8, P CHANNEL 3/8 SOFFIT; MAX. u" __ SPAY 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. ECREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER n„ `t SOFFIT STAPLE o'ST I DIAMOND PATTERN DETAIL FACIA BOARD 1 yr i[rvrc sTwt[s / I 3/4' x 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 L—CRANNEL 3/4' X 1/4' CROWN 8' 1-3/4' TRIM NAIL FACIA -BOARD 1-3/4' TRIM NAIL STAPLE ON CENTER PAINTED SS. PAINTED S.S. 48' FASCIA CAP O.C. 3/4' X 1/4' CROWN STAPLE SOFFIT —max. 16-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are rat specifically addressed herein. CREEK rw TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation 'Detail 1 }' TRW AA;L FASCIA BOARD PAWTEO S. I--' CROWN STAPLES ' FASCIA CAP USING A DIAMOND SOFFIT PATTERN: REFER TO t'KQ' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL — - — — 1 }' TRW NAIL FASCIA BOARD PAINTED S.S. SOFFIT S FASCIA 24F-1 8 DETAIL 24F4 I 1'.2- CROWN STAPLE — FASCIA CAP; REFER TO SOFFIT t FASCIA / DETAILBB. \ NSYP I I 3 8 Bat Fen Anrhwed to SOFFIT; MAX. 24" F- CHANNEL I Raftersfters r;thdh one 7d — Ri- qShank Nag at / every Ratter \ / •WOOD SUBSTRATEI \ L SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK k' TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t J' TROT NAIL FASCIA BOARD PAINTED SS. I IA' SMOOTH SHAAT( FASCIA CAP RDOF NAILS SOFFlT i 1'xj' CROWN STAPLE I tC TRW NAIL FASCIA BOARD PAWTED SS SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'xt CROWN STAPLE FASCIA CAP, REFER To SOFFIT L FASCIA DETAL Nominal T'a2' SYP F-CHANNEL BatteD Anchored to SOFFIT; MAX 24' Raners Qh one Id R'arq Shank NaR at every Rafter MOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }' TRIM NAIL I FASCIA BOARD PAINTED S.S. 1"A i-' T-NAILS I I ,-FASCIA CAP SOFFIT i CRONN STAPLE 111" TRLY NAIL FASCIA BOAR0 PAT47ED S-S. SOFFIT L FASCIA DETAIL 24F-3 & I 2417-6 1".4" CROWN STAPLE FASCIA GPI REFER TO SOFFIT i FASCIA DETAIL Rae7iol 1'=2" SYP 8atfen Aiahered to SOFFIT; MAX. 2L' F•CNANNEL I Rafters with are 7d Rmg Shank Nail at every Rafter MASONRY ALG15001 FL12194-R3 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK t+ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I }' TRIM NAIL FASCIA BOARD PAINTED S.S. 1',J' CROWN STAPLES USING A DIAMOND FASCIA CAP SOFFITPATTERN, REFER TO CANT)LEVEREC I.a' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN I,.". RAFTER AC 11 FASCIA BOARD V SOFFIT & FASCIA I TRIM UAL PAINTED S.S. DETAIL 24J-1 & 1 a CROWN STAPLE 24J-2 FASCIA CAP, REFER TO SOFFIT L FASCIA Ndmnal 1' a Z' 5YP ba4erta DETAIL./ 3. \ Kabbed bateen ra.1ers and SOFFIT: MAX. 24- 318i J-CHANNEL teuced v4th one (1) TO ring I tf d shorgm-haltedftJI Itxouo Ina raImo Iha end WOOD SUBSTRATE r a be ofthebe -.en ahTd j na nrrg s{wrk naaa toeoemitad on edhu side of If. baCam at the ba:lentrafler mleraecBon SOFFIT STAPLE DIAMOND PATTERN ALCI5001 FL12194- R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, 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-fL 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. V it is shown in the tables below. Design pressures are multiplied by 0.6 In accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Ua r, CREEK P- TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B' Building Type '. Zone - Mean Roof Height ft Basic Wind Speed mph) 120. - 130 ". 140 150 160 170 180 190 200 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 21.5 24.9 28.6 32-5 36.7 41.2 45.9 50.8 Enclosed 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 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 1 -20.8 24.4 28.3 32.6 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14-7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12-5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 1 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20-8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 1 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKt TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in'Ex sure C' Building Type Zone Mean . Height : J 13asic'Wind Speed mph).- r. 120" 130~ 140 "_ 150 166. ; . 170 180 " -. 190 200 ' - 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 4 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 - 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 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 5 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 - 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 1 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 1 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 1 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D' Building.., Mean Type Zone HeR htf ft Basic Wind S b 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 60.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17-3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17-9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 215 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 1 2-5.6 29.4 33.4 37.8 42.3 1 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 202 23.7 27.5 31.6 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 specifically addressed herein. P, CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/S" 3/4" 1 r 1/8" HEM 1 5/8- L ITI 3/4" I 3/6' ISOMETRIC MEW 3/8" PROFILE I ISOMETRIC VIEW 3/E" PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Rorida 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" 7/8" 1/8" 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. CREED TECHNICAL SERVICES, LLC 16" Q4 Soffit 18' BLANK 3 / 8 PROFILE 2.625 REF. 50 TIP. 22 IYP. 0.125 rl?. I aaooa aoo co aoaa WIN IOIIVER PATTERN IFUL SC_E7 LOWERS FORMED N SAME DUECnON AS RIBS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/8' 7/8" 3 1/1" 5/16' 1/2` 112" 112" 1/2" 1/2" 13.7S" BLANK 3/8" PROFILE 2.625 REF. 50 T!P 25 TM 0.M TYP. ALUMINUM COILS, INC Soffits Appendix D oaaaa ooao aoaao ooaoo YdDr IDLArR PAnTxm tuai SL_Fl LDJVM FORMED IN SAME DREMM AS AIES) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: ALUMINUM COILS, INC. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE 57H EDITION (2014) Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE I Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Issued August 27, 2015 Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant Installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch_ thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. r 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-Inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. j ALUMINUM COILS, INCCREEKsoffitsaTECHNICALSERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 In /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 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 ky" TECHNICAL, SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5" Edition (2014) as'evidenced in the referenced documents submitted by the named manufacturer. ttr,utu rrr, G p.RY R.. pR/,, 2015.08.27C•E•NSF No 74021 07:05:00 4 •M..y Le„ry l Mud cc 04'00' 7P'._ STATE OF :41J O R O P' \,`. Zachary R. Priest, P.E. Florida Registrabon No. 21 0NA 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) 1 I ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. 'Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: ALC15001 a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit-4-inch o.c. Fastener Fastener Fastener Fastener Location 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. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o-c. Fastener Fastener Fastener L cjal, ti n Location Location ALUMINUM COILS, INC Soffits Appendix A Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12,14 Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-9 Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24J-# roved Systems for 24-inch Overhang with J-Channel Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 3116 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 114-Inch 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 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 12F-3 Max Masonry One (1) 14 ga. 5/8-inch long T nail Wed crown staple spaced 0.0724nch dia. x min. 1/44nch 48 16-inch spaced 8-inch o.c. panelendsecuringeach panel llapphead dia. trip nail spaced 48- 64.2 inch o.c- ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psfl Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment. Attachment' Three (3) min. 3/4- inch x 1/4-Inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples In diamond long x 3/8-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 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel iSubstrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3116- 53.312-inch spaced max 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch c.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max Three (3) 18 ga.114-inch crown x 1- I sta pless paced max 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood Wood 44nch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-Inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 318-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F Max. Wood crown staples in diamond pattern W ood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia, trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. V. 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. 5/8-inch long T nail WOOd 1-inch leg staples spaced 4 fl finishing finishingdiameter nail with min_ 3/16- nail43.3 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. 1/44nch crown x One ( 1) min. 1.75-inch x 0. 072-inch diameter 1617- 6 Max. 16- inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.c. and securing each finishing nag 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 psf) Substrate J- Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three ( 3) min. 3/4-inch x 1/4-inch One ( 1) min. 1 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 164nch spaced 24inch o.c. crown staple spaced 8-inch o.c. min. 114-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. L CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pst Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.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 fter with onerafter each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12 inch Wood leg staples in min. 2.25- Wood lestaples spaced 8- gfinishing nail with min. 801-90 diamond pattern Inch x 7d ring One ( 1) min. 1.754nch inch o.c. 3/ 16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24- inch o.c. finishing nail with min. 3/ 1 6-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 124nch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.754nch x Max inch x 11 ga, anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 801 24F- 2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76 6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 3/ 16-inch head spaced 164nch o.c. inch ring shank x 0.0724nch diameter 124nch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F- 3 12- inch Masonry Inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3116anch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 14nch 0.072-inch diameter 24F-4 16 inch Woad leg staples in min. Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inchinx 7d rinrin 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 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-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. 3/16- inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One ( 1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8- inch o.c_ 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3116-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24- Inch o.c. finishing nail with min. 3/16- inch head spaced 4-inch o.c. ALC15001 FL12194- R3 6of7 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-addressedherein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One (1) 18 ga.114-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 spacedp 12-mch c.c. securing One (1) 18 ga. ''/r One (1) min. 1.75-inch 24J-1 Max rafter with one x 14nch 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. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch leg staples spaced 3/164nch heads aced inch x 7d ring patternspacedspaced 16- ring shank nails toe- x 0.072h diameter 84nch o.c. 12- inch o.a shank nail inch o.c. nailed on either side of finishing nail with mir> 24- inch o.c. the batten at each battenlrafter 3116-inch head spaced intersection. Max. 4- inch o.c. rafter spacing Is 24- inch o.c. Nominal 1x2 No.2 SYP scabbed between rafterswith one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. g shahankk nailx 7d ring s crown x 14nch leg No.2 SYP Three (3) 18 straight -nailed through g "gstaplesspaced One (1) 18 ga. Y4- One (1) min. 1.75 inch anchored to9a.1/4-inch crown the rafter into the end 124nch o.c. securing each panel lap inch crown x 14nch x 0. 072-inch diameter 24J-2 Max rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. 53.3 16 inchmin2.25- staples in d min. x 7e One (1) min.1.75-inch 6 inch o.c and 3/16- inch heads aced p inchx7dringincspaced16- pattern spaced16hank2.25-Inch nng shank reds toe x 0.072-inch diameter securing each panel 16-Inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. lap 24-inch o.c. the batten at each 31164nch head spaced batten/rafter q o. c. intersection. Max. rafter spacing is 244nch o. c. ALC15001 FL12194- R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. R' ECREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note -Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 ALC15001 Min, 3r$' head d1a nail with min. engageasnt(;or wotd substrate) or min. 0.047" dia. T-nail or stub nail with min. 5/a" engagemant(':- concrete or1lock cuo_tra-a)- npacad as irted abo•:d . ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wocd, Concrete or Bl,>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 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. s,tomf VREE40 . TECHNICAL SERVICES, LLC ALUMINUM COILS, INC. Soffits Appendix B System No. Installation Detail 3 nXT%OECK SOFFIT STAPLE OPEN RAFTER r ' DIAMOND PATTERN 3/4` % 1/4' I3/4' CROW1/ 4'STAPL, L ;DETAIL J USINGADIAMONO3/r WT'I n: PATTERN FACIA BOARD 11 FASCIA CAP 12F- 2 3/ 4' X 1/4' CROWN FACIA BOARD 8' 1-3/4" TRIM NAIL STAPLEONCENTER1- 3/4' 'PRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLEDWITHTHEOCNAILING FLANGE UP OR 3/4' x 1/4' DOWN CROWN STAPLE SOFFIT— nw3 _ 12 - i-nch 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 System No. Installation Detail. 112J-1 3/4" X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER I 3 1?r „METWEEN ; SOFFIT STAPLE ST r ' DIAMOND PATTERN DETAIL FACIA BOARD ' arr wrvm I srwM,is r — rr CAP u 3/4' X 1/4- CROWN STAPLE '8' ON CENTER 1-3/4" TRIM_ NAIL ccrewe W o 1-3/4' TRIM NAI PAINTED 5.5 screwed to sa.`E_t Wi th one tii 418 x PAINTED S,S. 48' 2!2" x 31B" head O.C_ diam- ter scres., SOFM— max. 22-inch span SOFFIT WOOD OR BLOCK SUBSTRATE FACIA BOARD FASCIA CAP 3/ 4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15D01 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1I' TOM NAL—FASCIA BOARD PAINTED SS_ FASCIA CAP SOFFIT 1'a}' CROWN STAPLE OPEN RAPIER FASCM BOARD 16F-1 SOFFIT b FASCIA 16F-5 DETAIL FASCIA CAP: REFER TO SOFFIT t FASCIA DETAIL F CHANNEL SOFFIT: MAX. 16- SPAN MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. CREEP A t TECHNICAL SERVICES, LLC System No. I Installation Detail 16F-3 3/8" head dia. nail o:i h min. 1?." Snjayenlent t for woG! substrat0) or min. ^.097" dia. T-nail or stub rail With min. 5/3" sncacement(for c=, cret a or Klock substrate), spaced as rcted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, ncrate or Blctizk N FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T5,0 8" X 3/8" STAPLE 16" O.C. S. S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALCI5001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, 'or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i ` —3,OWsrnr SOFFIT STAPLE OPEN RAFTER 3/4- X 1/4• DIAMOND PATTERN D ETAI LCROWNSTAPLESiUSINGADIAMOND ` STAPLrs I PATTERN FACIA BOARD FASCIA CAP 16F-4 3/4- X 1/4" CROWNJTRIMNMNL FACIA BOARD 8" 11-3/4- STAPLE ON CENTER TRIM NAIL P' F' CHANNEL CAN 8E PAINTED S.S. 48' INSTALLED CAPWITHTHEOCFASCIA NAILING FLANGE UP OR3/4" X 1/4" DOWN CROWN STAPLE SOFFIT—- ifi-'nch spanWOODS SUBSTRATE SOFFIT &FASCIA DETAIL ALCI6001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 ?' TRR7 NAIL I FASCIA BOARD PAINTED 55. FASCU CAP SOFFIT T'q- CROWN STAPLE OPEN RAFTER I FASCIA BOARD 1-.q- CROWN STAPLES SOFFIT FASCIA USINC A DIAMOND DETAIL 16F-2 & PATTERN, REFER TO ISOFFITSTAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP: REFER \ TO SOFFIT L FASCIA / 3_ DETAa 9 F' CHANNEL SOFFIT: MAX, 16' L 1 SPA4 W SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 7of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER n„ SOFFIT STAPLE GIST US DIAMONDI D ETAI L PATTERN FACIA BOARD yr Nu:& / sTwtu / 3/4- X 1/+- CROWN STAPLE -24- JTRIMNAIL ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3A- X I/4- CROWNFACIA CENTERON 1LJ—CHANNEL BOARD 1-3/4- TRIM NAIL PPAINTEDSS48- ASCIA CAP O.C. 3/4- X 1/4- CROWN STAPLE SOFFIT —max. 16-inch spar S W00D OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffrts Appendix B System No. Installation Detail 1 I- TRft NAIL FASCIA BOARD PAINTED S.S. 1,44 CROWN FASCIA CAP STAPLES SOFF! USWON nADIAMDPATTERN: REFER TO 1-4- CROWN STAPLE SOFFIT STAPLE OIAHONO PATTERN I DETAIL I — ` I j 1 i!' TRW NAIL FASCIA BOARD PANTED S.S. SOFFIT b FASCIA 24F- 1 & DETAIL . 24F- 4 rq- CROWN STAPLE FASCIA CAP; REFER TO SOFFIT l FASCIA \ DETAIL / 8 Nominal 1'eT SYP 3/8 latkenAnctaredtoSOFFIT; HAIL 2L- F- CHANNEL Rafters ankh a — Ring Shank Mal at f every, Ratter ! WOOD SUBSTRATE I SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 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. MiCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' FASCEA BOARD PAS.S. 1.i" I SMOOTH SHANK FASCIA CAP ROOF MARS I I'.t' CROYN STAPLE 1 i TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'.t CROWN STAPLE FASCIA CAP, REFER 70 SOFFIT L FASCIA DETAR. Nosing 1"Ar SYP F-CHANNEL Batten ArKhored to SOFFIT; MAX. 24' Ranm vdh are ?d Rng Shank Nail W every Ratter WOOD SUBSTRATE ALC15001 FL12194-R3 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK T' TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No., Installation Detail I {- TRIM NAIL FASCIA BOARD PANTED S.S. 146A i' T-NAILS I 'i FASCIA CAP SOFFIT CROWN STAPLE I TM NAIL FASCIA DOARD PAINTED S,S. SOFFIT FASCIA DETAIL 24F-3 & 24F-6 1-r;" CROWN STAPLE FASCIA CAP; REFER TO --.:IT 1 FASCIA DETAIL Haavul 1'xY SYP Batten Anchored to SOFFIT: MAX. 24- F-CHANNEL Rafters rich are 7d I Rog Shank Nag at every Rafter MASONRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 1' TRIM NAIL FASCIA BOARD PAINTED SS. i's STAAPLESPLESSTAPLES FASCIA CAP USING A DIAMOND SOFFITPATTERN: REFER TO CANTILEVERED 1'e' CROMN STAPLE SOFFIT STAPLE RAFTER OIAMO_NO PATTERN DETAIL FASCU BOApO SOFFIT & FASCIA I TRIM NAIL PAKTEO SS. DETAIL 24J-1 & 1'4' CROWN STAPLE 24J-2 l— FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL Nampa' -a i SYP battens t 8 scabbed heaveenraRetsand SOFFIT; MAX. 24" 3/3 1-CHANNEL rW, itsha%k vnU one, (1)7t rhA IchantnaOslrapM-+taGean Ith the rgaef tt; the end MOOD SUBSTRATE off h- Ur_ bw.en a t2wo t 1rirDap shanA natoauue+c en na le either ade0the ba[tem at the balenitaOer intersection SOFFIT STAPLE OIAMOND PATTERN ALC15001 FL12194- R3 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE T-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings -shall be as defined in Section 1609 of the FBC. 2. Exposure B. C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„n is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in'Exposure B Building Type - Zone Mean Roof Height ft Basic Wind Speed mph)- " 120 _ 130 140 150 160 170 80,. 190 200 20 16.9 19-8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 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 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28-1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 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 1 21.7 24.3 27.1 30.0 40 11.7 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 1 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 1 36.4 ALClS001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation.- recommended use, or other product attributes that are not specifically addressed herein- CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi ri Wind Pressures for Soffits in'Ex osure C - - Building Type- Zone '• Mean.Basic Roof Hei ht ft Wind Speed mph) 120 ; 130 140 150 - " 160 _ . 170 180 190 200 " 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 45A 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 Enclose50 26.2 30.8 _ 35.7 41.0 46.6 _ 52.6 59.0 65.8 72.9 - 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 1 -39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21-7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17-7 20.6 23.6 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 1 20.5 23.7 27.2 31.0 35.0 39.2 43.7 1 48.4 ALC15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. @1 CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures for Soffits in Exposure D Building Type: Zone = Mean X Roof Hei ht ft Basic Wind Speed(mph)- ' - 120 _ 130 14Q.' 150_' , 160 = 170..- 180i. 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 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 1 -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 1 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 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 1 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 1 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 1 23.7 27.5 31.6 35.9 40.5 45.4 50.6 1 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" I t/8' HEM 1 5/8" T 3/4' L I 3/8' ISOMETRIC VIEW 3/9' PROFILE UmETAX VIEW 3/E- PROFLE 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. 00 CREEK TECHNICAL SERVICES, LLC Fascia 3/4" 1/8" HEM 6"FASCIA i" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 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" 94 Soffit 25 TIP. a125 TtP. 18' BLANK 3 / 8 PROFILE 2.625 REF. 50 TYR o aao aaaao a.00a o I. aaoa oaoo MOE I QLNER PATrr9N (FLL c_C 11 LWA:FM FORMED IN SAME DIRECDON AS VETS, ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 1 3 1/8' 7/8" 3 1/8" 5/16" \ f1/2" 1/2" 1/2" 1/2" 1/2" 3/8" 25 M 0.125 TIP, 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 TP. 000a, 0000 o oaao 0 0000a oaoo WIDF t D M1?R PARFRN 11 [ SrF7 LOWERS FORMED IN SAME D(REGT.ON AS RM) ALUMINUM COILS, INC Soffits Appendix D END OF REPORT ALCIS001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4/28/2017 Florida Building Code Online d,, i hida ris: ifi Product Approval USER. Public User Product Aoomval Menu > Product or Anollcatlon Search Apolicatlon List > Application Detail FL # FL5444-R10 t:,1„ • ,,- Application Type Revision Code Version 2014 Application Status Approved Comments Archived droduct Manufacturer CertainTeed Corporatlon-Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 mark. d. harner@saint-gobain.com Authorized Signature Mark Harrier mark. d. harner@saint-gobain.com Technical Representative Mark D. Harner Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark. D.Harner@saint-gobain.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received 1 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 I Validation Checklist - Hardcopy Received Certificate of Independence FL5444 R10 COI 2016 01 COI Nleminen.pdf Referenced Standard and Year (of Standard) Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 Equivalence of Product Standards Certified By Sections from the Code https J/www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXwTiibKvlUzOW4hLBw%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 Summary of Produ _.._r . -- - :.:'...,_ — :_ : _-••- —.. FL # Model; Number or Name' Description l 5444.1 CertalnTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL5444 RIG II 2016 12 FINAL ER CERTAINTEED Asohalt Shingle FLS444-R10.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asohalt Shingle FL5444-R10,Ddf Created by Independent Third Party: Yes am Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/13D employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibill-v Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the offlce by phone or by traditional mall. 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 emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here_. Product Approval Accepts: Pazm Credit Card Safe https:!/www.floridabuilding.org/prlpr app dU.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%a3d%3d 212 TRINITY I ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, U.C. Certificate of Authorizatlon #9503 353 CHRISTIAN STREET, UNIT i#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation_ Report 3532.09.05-1111 FL5444-R10 Date of Issuance:09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules ,and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed In advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: 1 I Robert J.M. Nieminen, P.E. ' Florida Registration No. 59166, Florida DCA ANE1983 r{ no-s a'se 'tit LIU 5i The facsimile seals { byappearingwasauthonzed Robert Nieminen, r C *{ tC " ;• P.E. on 12/09/2016. This does not serve as an electronically signed document. Signed, sealed hardeoples have been transmitted to the t`ann'u Product Approval Administratc r and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityJERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD Is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved In the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 1 TRINITY ( ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertalinTeed Asphalt Roofing Shingles„ as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5th Edition (2014) Florida Building Code and S`h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Enti Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 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 10CA41303 10/08/2010 UL(TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R31 Certificate o/Author/ratlan #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY 1ERD 4. PRODUCT DESCRIPTION: t 4.1 CT20'", 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•, Landmark'", Landmark*" IR, LandmarkTM' Pro, Landmark*" Premium, Landmark'" TL, Landmark*" Solaris and Landmark- Solarls IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential ShakeT" IR, Presidential Shake TV" and Presidential Solaris*" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras', Highland SlateT" 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 Ridges", 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 TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. ' 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and 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 V.,d = 150 mph (V,It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLm 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 (RA for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris*') exceeds the calculated uplift force (FT) at a maximumdesign wind speed of V.,d = 150 mph (V,,,t = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 1 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, 1 Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certificate of Author&atlon #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 22 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 r,—,.fir,..• ,, 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. CT20r", XTT" 2S, XT!"30, XTT"30 IR: ENGLISH 12" 12" 12" 305 mm) (305 mm)—(305 mm) 1"(25mm) sealant 1"(25mm) +( 1 5 s/e" (1 45 mm) 51l2,,P6M rwoTod T METRIC 13,/a" 131/e" w 131/e" rrr1"(25dm) slant t"(25nm) Flguro I1.3: Use four nails for euery fud shingle. STEEP SLOPE Use four Halls and six spots of asphalt rooling cement* for every full shingle (Figura 11-4). Asphalt roofing cement meeting ASTM D4586' Type I1 is suggested. 4jRpofing Cement Apply 1"(25 nun) spots of asphalt roofing cement under each lab corner. Figure 11-A• Usofour nails mid sir spot ofasphad cenent on sleep slopes CAUTION., Excessive use of roofing cement can cause shfngtes to blister. Hip & Ridge for CT'20`, XTT" 25, XT'" 30, XT" 30 IR: Cut Shingles 1" 2" (50 mm) ,Remove,- 2s mrn) r l—i 1 jli Ir tl tl 12,Cap Cap Capmm) Shingle Shingle Shingle I Figure 11-24. art hts, den trim back to nrake cap sbingfos English dimensions sboum). 50— 12-own") m) Fos 125 mm) — — Figure 11-25: InslatGdlon ycwps along the hips and ridges. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic' NPiTM"' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report3532.04.05-Rll Certljrcate ofAuthorizatlon #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 TRINITY, ERD 6.5 LOW AND STANDARD SLOPE STEEP SLOPE Use SLF nails Rar evert' full shingle located as shoran helot. t' a, mml 1' I imnl Nail LIN Nall Nall Lira Flgare 2: tse SA. unils f)r el-vq full sldigle. Use Sit nails and FOLiR spoh of uplralt amofing cement for every [till shlggle as sho%%n below' Apply zpbalr roofing cement 1"(25 nlm) from edge of shingle. Asphalt roofing cen,cor niecting.WFAI D ai86 b1pe lI is sgggesled. t•"mn) 1'(75 mm) F(ktar 3: 1!sa sir mails anal four al)oIs rfasl pull Faxfiluq ccnlanl oa Steil) slopes. 6.5.1 Hip & Ridge for Arcadia'": Cedar Crest'"', Cedar Crest'" IR Use two (2}, minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-Inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic° NP311"' adhesive or Henkel "PL• Polyurethane Roof & Flashing Sealant", In accordance with CertalnTeed 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. 2Q3 MM) `r : ( 305 mm) - — _i `r x otlra Imo-- p r-- Hand -sealing adhesive 4" 1/4" 3/4" r Dab of asphalt cement between shingle layers Exterior Research and Design, LLC. Evaluation Report 3532.09.0S-R31 CerN)lcate oJAuthorhation #9503 F13C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Pate 5 of 12 111111C11i t ` I TRII IITY I ERD 6.6 dELNIONTTm: _t 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 o Add tnmal ra,la if rmired cement 1" (25mm) from edge of shingle. See, below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. A yr 1 tf2' (ie m nltY20rnnJ r kss I I I'fK mut} f srs, n6 nN I'(25cunf `^Y-w•••-••--RoolingCzmura 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: Shanglem Ridge Figure 17-18., Sbangrle" Ridge, 1 Fasten the left side' FIRST Exposure Remove tape from the right side g•'-f and fasten tl SECOND/, RIGHT Flgu e 17-19: Installation ofSbanglaO Rldge sbingles on Alps and rldges.- 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1'""" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate o/Authorization #9503 FBC NON-HVHZ EVALUATION FL5444•R10 Revision 11: 12/08/2016 Page 6 of 12 j • `v 1 TRINITY JERD 6.7 I CARRIAGE HOUSE SHANGLEm AND GRAND MANOR SHANG1.0 LOW AND STANDARD SLOPE Ik five trails for every full Sliangle. 1_1. 6 nm) YI (25 mm) F- e M.. 18 mm) ) 14glar I7-h UseJilenallsforelvilfirll (irund.Vurror,Sbnncle, Crux rage Bow S'bangle, or rewenuial S/rlht STEEP SLOPE IISe soon nalls and three spats of asphalt roofing CClneal for ever' fill Grand Manor Shangle. Use fine nails and three .puts of tuphall mAing cenlem for every fill Car1911ge llnioe Shangle and Centennial Slate. Apply asphall mofing t'enlcat 1" (25 nun) from edge of shingle l+lglux+77.5). A.spledl nwf(ng ccmenl metiti_ng AST\{ I?-LSRG 1)itc II Is suggested, 125'mmlT -- 38 mm) or less I -_V ffigure 17-5. When w1rdling Cnu+d .Minor• Shairgles on sleep slopes. use semn nails and Ibire spots ofaspGall moJing remenl. 6.7.1 Hip & Ridge for Carriage House Shanele• and Grand Manor Shangle: Refer to instructions herein for Shangle" Ridge hip and ridge shingles 6.8 LANDMARK'""; LANDMARK*"" IR; LANDMARK'"" PRO, LANDMARKim,PREMIUM, LANDMARK'."'' TL, LANDMARK'm SOLARIS,.LANDMARKT"a SOLARIS IR,'NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12' 143/4" 12" 1--(305 mm)-----(375 mm)——(305 Mn))- Release Tape Nailahlej Aroa A F", LANDMARK IL NorthGate: 131/2" 13" 131/2" 343 mnt) (330 mm)-- --(343 mm)-l 1" (25 mm)-`I - m :Tz Flglur 1,f -l: tG•e juru- Halls jar rYr+7 Jdf sbfngle. YrIDE NAK140 12` 14X4' 2 MEA I-+ (305 mm) 1375 min) —1 (305 mm) +1 Naling n {-. ts Lipper allno I,awlr Hai ire 1' (25 mnJ . Ae) Nailing araaa for low and standard slopes (ham 2:12 m 21-12) Nalbetnuen Lipper &bwr. 1ne3 83 rml) sloes. Exterior Research and,Deslgn, LLC. Evaluation Report 3532.09.05-1131 CertiJlcote o/Authorhatlon N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP'SLOPE Use six nails and four gents of asphah roofing cemeni for evety full himinated shingle. tier below. Asphalt roofing cement should meet A51'b1 D4586111uv If. apply I' spots of asphall roofing cement uncle each corner and at about 12" to 13" In from each edge, METRIC DIMENSIONS 12"—+-14 t/4"— 12" 305 men)' 375 mm) 305 men) liald2''.._ ---d 1125 men) m a_r,'L' n-12- 1"(25 men)- Rdease Tape Nail Area For Sleep" I"—i 25 mm) - - - - 25 mum ROollnO Cenient LANDMARK TL NorthGate: TRINITY ERD 13t/2" 343 mm) 13" 330 men) 131/2'-- 643 mm) 1"(25 mm) 1"(25 mm)--1 Figure 13 S: Use six nails andfour spots of 4spbalt roofing cement on steep slopes STEEP 12" 14-3/4' 12' SLOPE 1. (305 mm)--— (375 mn# -(305 mm}- NAILING Na1in9 imilsAREA - 1' 25 men betwee l wer 1`(25 men)- ter- nni linna r \r Nailing areas for stoop slopes (greater than 21:12) and "Storm-Nalline Nail between lower 2 nail Fries as shown above. 6.8.1 Hip & Ridge for Landmark'", Landmark`"" IR, Landmark'" Pro, Landmark" Premium, Landmark'" TL, LandmarkTM Solaris, Landmark'" Solaris IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge`" or NothGate Accessory IT 97M 305mm) q15/t( 250mm) 415716' 125mm)I(125mm) 150mm) (150mm) Notch for Notch for Centering Centering 12' % 131l4') 305mrr) Notches for Nignment to ( 337mm Notches for Ali nm7518, 5the Top Edge of the Previous 7 the Top Edge of the Previous m Cap for 5'(125mm)Exposure ( m) Cap for55iT(141mm)Exposure men) English Dimension J Metric Dimension —I} Shadow Ridge'"" Shadow Ridge — Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization M9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 0 27112' 250 rtrn) 4%5116'{125wrr) Cerfcti, Notch i 73 UM 337 mm) Align th9st / noLtics tc top 7 ry+d1 cdgc of (10: mn) p;n.itws cwtso NorthGate Ridge TRINITY IERD 131/8" 333 mm)-- 6 SIB'-j_-6 6/8'- 1F8 mm)i 168 mm Centering 131 /1' Notch Je Align 337 mm) these 1 notches or toedgeof p 7 t nimm) previous course. NorthGate Accessory 12" 1 (305mm) j" Laying Notch rill Figure 13-20: Use laying nokbes to emlor shinglca on lips rmd rldgas, and to locate the coned wvposura For ASTM D3161, Class F performance use BASF "Sonolastic° NPS'""' 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 CerrUlcate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKETe7, PRESIDENTIAL SHAKE';"- IR, PRESIDENTIAL SHAKE TLT"% PRESIDENTIAL SOLARIS'": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full PresldenLW shingle and shingle as shown below. apply 1" diameter spots of asphalt roofing cement under each shingle tab. After applying S nails In between Ale nailing guide lines, apply 4 nails 1" Nailing 1. 40" above tab cutouts malting certain tabs of overhung shingle cover nails. Guide Lines (1016 rim) 5 114' — 133 mm) rN• . 14114" 1 1/Z' 38 min) (362 min) FLJ--d I NOTE: Apply nails on painted guideline. Figure 16-6.• FasleningPreshiendrrl and Presidential TZ Shake shingles on low and standard slopes 1 T 1' diameter asphalt roofing cement Figure 16-7: Fastening Presidential acid Presidential T/L Shake sbfngles on steep slopar. 6.9.1 Hip & Ridge for Presidential Shake'". Presidential Shake' IR, Presidential Shake TL"", Presidential Solaris'"' 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL MESSORY 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 "PLm Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest'", Cedar Crests" IR hip and ridge shingles. 6.10 I HATTERAS'rm: : ,.. -- _ LOW, STANDARD AND STEEP SLOPE: I (7.1g mini I i 3n em0 I (2:fe mm1 C7Jn mini Figure ISd+ limlening nNlears Shingles au I.mu• n"d A'Inarinrd .Volurr For low and slnnelard slopes, nse Bse calls for each Nil Ilaltems shingle as slwmt char. Exterior Research and Design, LLC. Certificate ofAuthorhatfors N9S03 FBC NON-HVHZ EVALUATION 251mnL %—_6)Inm) L—L flooring Ccmenl—I----1 ngun• r s.)' Mile"Dp r"nemr sbbnen un d'ariaVarcr For steep slniv,, Lae me wills and eegfd spots of asphalt roofing t(Weut fur each lull TIMM= shingle as sbom ,ilNnv. Apply I- 25mm) dimmovr spots of nwgog cement (,wim D 45s6 711r a sng•cs,nl) nadir caul, cub raner. PressAmr4le low (dace; do not n(nuc ernteun. C1lrfION: Ton murh roofing cnutwn cm cause shingles eo blister. Evaluation Report 3532.09.0S-R11 FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14: 18 three piece units separate to make 54 Hatteras Accessory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9.11 230 mm) I I I Fasten 8' 18" (46011110-"PJ gosh L 460mm) (2`25 Cap Cap CapShingle Shingle Shingle ml 2 Figure 15- 20. Cut Hatteras shingles to make cover cap. Figure 15-21: Installation of caps along hips and rit4m. 6.10. 1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel "PLo Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 _ HIGHLAND SLATE'"i HIGHLAND SLATEr"' LOW AND STANDARD SLOPE: STEEP SLOPE: e• e• r r Use FIVE nmis and EIGTIT spots of asphalt roofing cement• for Mch we..t wee) a:o..t IadN full Highland 54de shingle. For h1lam1-Dade, SIX naus are required. Apply 1' dlameler spots of asphalt roofing cemtsd wider each lab Ir net t n5 ..,t-.a corner. Asphalt tooling cement meeting k7M D458611yc 11 Is suggested. wIr MIuN- Dade aquae SIX robs ( Mnab Widisd ova eentv WIM"Claim} Flgrrro II -, I: Uso FIVE natir for eway Illgblartd Slato sbblgla W mdpb A rai ) f>'v M r t• Per") as mei T oar A slxFnwLI t• RSmel SU(e(Itmmd. i - httlal,d weraNv =-; aaalu Yavnj Roofing Ctnonl Figure II 3k eso FIZZ• nails and etgbt spots ofasphdt raolfng cmiedn urufer meb tab comer. CAUTION: Ucesslve use of roofing cement can cause shingles to b8sler. 6. 11.1 Hip & Ridge for Highland Slate'", Highland Slate'" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, LLC. Certificate ofAuthorization X9503 FBC NON-HVHZ EVALUATION Evaluation Report3532.08.05- Rli FL5444-RIO Revision 11: 12/08/ 2016 Page 11 of 12 RINITY ERD 6.12 PATRIOT'"": LOW AND STANDARD SLOPE STEEP SLOPE Use (:OUR naik for every fill[ shingle located os slioNt'tt below. Use LOUR nails and four spots of asphalt roofing cement for every full shingle.fs shoes below Asph:dl rwifing cementmeuing.0'fri 1)45t(6 T)Pe It is Ogga lcd. %Pply 1'(15 nun) spolx of muph_dl roofing v717r.1 U7ne111 z 5hown. l'(25mm) 1'(.5crt1— +- CAUTION: C i cssicc use of roofing mment can rinse shine+ to blLtifer. frffd'~ 059 mrf IfI -tam) "I~ t i __T33).r) t 1J5' l "-r 17: xm1 I'175 n•..-• ll`u m) l •-J ' nvolInp E!mznf l.r I,t' - t-L.t t).qT --1 N,inl (3i "; t pJnry 6.12.1 Hip &Hip & Ridge for Patriot'": Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. , 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rll Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 12 of 12 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 t .`•• t TRINITY ERDt 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-R30 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 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. 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 facsimAe seal appearing was authorized by Robert Nleminen, P.E. on 12/08/2016. This does not serve as an electronically signed document Signed, sealed harcicoples 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 acqulre, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued.- 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial Interest in any other entity involved In the approval process of the product. 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. TRINITY I ERD ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertalnTeed Corporation, have demonstrated compliance with the following sections of the 5th 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 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Ent 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 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778. 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800' 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC ( TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I. C. Evaluation Report 3532.09.05-R11 Certificate of Authortration X9SO3 FSC NON- HVHZ EVALUATION FL5444-R10 Revision 21: 12/08/2016 Page 2 of 12 TRINITY JE.RD 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, LandmarkTM' TL, Landmark'" Solarls and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles, 4:3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 1 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. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use In the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 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 V.,d = 150 mph (V,I, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5, 4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V.,d = 150 mph (V It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific,to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V„d = 150 mph (V„it = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean`roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1331 Certlf sate ofAuthorlratton #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 TRINITY I 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 manufacturet'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. CT201m, XT7 25, XT'" 30, )M.- 30, IR:., ; LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 nm) (305 nm) (305 mm) 1"(25mm) —Selanl 1"(25mm) -( 5 5/e" (1 45 mrn) 1 5 rip,, lot Normwd plant METRIC 131 a' 131/9" w 13l/e" 1"(25 mm) — Sealant Ll " (25 mm) +( 6 r/0" I Figure H%3: Use four nalls for every fidl shingle Use four nails and six spots of asphalt roofing cement* for every full shingle (Figure 11-4). Asphalt roofing cement meeting ASIM D4586 lope if is suggested. I - Rpofing Cement Apply 1" (25 mm) spols of asphalt roofing cement under each tab corner. Figure 11 d: Use, four nails andstr slats ofasplxdl canen I on sleep slapas CAUTION. Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20'", XT'" 25, XT'"' 30, XTr" 30 IR: Cut Shingles 1 I I h 2 (50 mm) Remove _ 25 mm) y t I II I _ _ _ t — _ _ — — _ _ — II 12" Cap Cap Cap 305 m) Shingle Shingle Shingle Figure 11-29: Cut tabs, Then Irlin bock to crake cap shing/as English dimensions shown). 5` 12 (305(nm)`{ Facer 125 mm) 15 1 .0 Figure I2.25: Inhalation of caps along 11a hip and rldgrs. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolasticm NP1 "' adhesive or Henkel "PI-' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rll Certrlkate ofAuthorr:ation 119503 FBC NON-HVHZ EVALUATION FL5444-RSO Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 1 ` J TRINITY l ERD ARCADIA,M. ; LOW AND STANDARD SLOPE STEEP SLOPE lac SIN nails for et'cn' fldl shingle located as shorn helot•. t' l26 nunl 1' (25 mm1--.- Nail Line Nall Nall LMIa Flgnre 2: L'so fir nails fur wwrr f„ ll sbinglu. Use SIX nalls mid FOUR spots of asphall looting cement for c%eryf ill shlu);Ic as shoes helouc.lpply asplwlt roofing cement VMS mm) from edge of shingie•.lsphalt roofing crmem nlectiun.lSThf 1) g586 hpc 11 is suggoted. Hip & Ridge' for ArcadiaTM': Cedar Crest'", Cedar Crest— IR t'175oanl t'(25mm1-- Ll ) Figtov.3; Ewa sLr iterits and fwot +hots of aspliall gut f qq cement on Steel) slopes. Use two (2), minimum 1'/.-inch long fasteners per shingle. For the starter shingle, place fastener 1-Inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum Y..-inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "SonolasticO NPI "" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line''/, to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, U.C. Certificate of Authorization R9503 FBC NON-HVHZ EVALUATION Hand -sealing adhesive 4" 114" - — 3/4" --.- I•.— 1' Dab o1 asphalt cement between — shingle layers Evaluation Report 3532.09.05-1111 FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 TRINITY, I ERD 6.6 BELMONTr": a' Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meetinguIr~a ASTM D4586 Type II is suggested. L I f - 15a. 651511f2' f35 turd I1iromlralcss O Add tian;.I nz;ls it teduitt? fl —^ -- rra) I' M ffm,) 578' : 18 arnl B 51E' TiUtO L • Jo iJ //` 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 h' Igare 17-18: Shangle" Ridge. 18' Exposure Remove tape from the right side 1and fasten SECOND the Fasten leftside 85 8 RIGHT FIRST LEFT Figure 17- 19.• Insle lnlion of Sbangle® Ridge sbingles Oil blps and ridges. 6.6. 1.3 For ASTM D3161, Class F performance use BASF "Sonolastic' NPl'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. 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 I CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLEO: . LOW AND STEEP SLOPE STANDARD SLOPE use nve na)is or eyen full Shmi, 25 imi) F- B" 16IT LJ2821rnm) figure 17-A: Use Jbr grills for e m), fed! Giand ,11anor S'haiigle, Carriage flow Sbairgle. or l enleuulal Slate. TRINITY I ERD Use seven nails tmd three spots of asphall routing cement for etrry fldl Cnmd Honor Shangle. Use fire nark and Ihrm spots of asphall. roofing cemem for every full Carriage House Simtgle and Centennial Slue. Apply aspball tofing remenl 1' (25 mm) from edge of shingle IQnure 17-5). AspML roofing cement mee ing AST.4 D4580 11jw 11 Is sttggesicd. m wo I OWN w0 16 mm 1 t I.—._ - - 175rtnn).. Figur 17-5: lfben iusiriGhrg Grand.11aar.rSbauglev an sleep slops, mw sema suet, and Ibree spins of aspball moJing remew. 6. 7.1 Hip & Ridge for Carriage House Shangle• and Grand Manor Shangle: Refer to instructions herein for Shangle° Ridge,hip and ridge shingles 6. 8 LANDMARK';", LANDMARK"-' IR' LANDMARK*`" PRO, LANDMARK"A PREMIUM; LANDMARK7"-.",TL, L'ANDMAR01 SOLARIS, LANDMARK'"' SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 14314" 12" 1--( 305 mm)- --(315 mm)— —(305 mm)--{ s n:w••ucc.n:: r:. _':: tm Ynr. 1" ( 25 nim) Releo a Tape 1" (25 mm) I '- Nailable . Area Exterior Research and Design, U.C. Certificate of Authorization N9S03 LANDMARK TL NorthGate: 13' 12" 13" 13,12" 343 mm)-----(330 mm)-- --(343 inm)--1 1" ( 25 mm) 1" (25 mm)- -Iff R119 Figure1, 3-•1:L(wfanrual forweqjellsbingle. WIDE N" IUVG IF 14 T4' IV AREA +-- ( 305 mm) (375 mm) —•- + (3,15 mm) r Nallnq Lr:1s 1'( 25m7f) pPMnallno 1'{2ioinf— Iawern 7lcs NaJing areas for low and slandgrd slopes (from 2:12 to 21:12) Nal $ atrsan upper Q lower Ina$ ae almm abwe. FeC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444- R10 Revision 11: 12/08/2016 Page 7 of 12 J STEEP SLOPE Use six mills and four spots of :tsphal( roofingcemem for every full laminated shingle. 5cc helo,v. Asphall roofing cement should nice) ASTM D45861ype If. Apply I" spots of nsphak roofing cement uncle cach.corner and,:d about 12' to 13" i from each edge. METRIC DIMENSIONS 12'— 305 nm) Nail Area f-- for Stecp f 25 mm) {---- 143/4" — IF—. 375 mm) (305 mm) TT -rJ IP2"-TAM l'r(25rem) ng Cement I C- N,-C) J TRINITY I ERD LANDMARK TL 1" 25 rr Figure 13-5: Use six nails andfour spots of 1 " asPbalt twfing cement on steep slopes 25 rem, NorthGate: STEEP 12" 14-3/4' 12' SLOP€? I—(305 mm)— — (375 mm)--•1 -•--(305 rr. NAILING Nailin imilsAREAI - V(25 mm) beiweewer 1'(25 mm) na rnos, Nailing areas for steep slopes (greater than 21:12) and " Stonym4alling" Nail between lower 2 nal Ines as shown above. 6. 8.1 Hip & Ridge for Landmark"'", LandmarkTM IR, LandmarkTM Pro, Landmark'" Premium, Landmark'" TL, Landmark'" Solaris, LandmarkTM' Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridgem or NothGate Accessory 12' 97/8' 305mm) ( 250 m) G 8' gi5/ 1G 415/16 050mm) ( 150mm) (125mm) ( 125mm) Notch for Notch for Centering Centerinti 12 131/4"f 305mm) Notches for Alignment to (337mm) Notches for Alignment to 5 the Top Edge of the Previous T the Top Edge of the Previous /8 capforS( 125mm)Exposure (1 m) Cap for55i8'(141mm)BTasure (1 m) English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge'" V. mm) Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Ril Certificate of Authorization R9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 8 of 12 6.8.1.2 61.8.1.3 2511 9 27.12 mct) 1 VI6' (125 Ivin.) I9 Carinhll Nrich 13 11 f T 337 mm) ` Pllon these f notches t0 top 7 54' cdue of p:0'.40us ca4rst, J NorthGate Ridge J TRINITY I ERD 13118" Imo---(333 mm)---- 8 6lBti I-6 6/8 -II (168 mm II 168 mm Centerinp 131/4' Notch 337 mm) ALgn lheso, 7 5/8' notchos to top (194 nun) edge of I revious course. NorthGate Accessory Figure 13-20.• Use layingnoicbes to center sbingles on dips and ridges, and to locate tho eoneel exposure For ASTM D3161, Class F performance use BASF "Sonolastico NP1 " adhesive or Henkel Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest•", Cedar Crest'" IR hip and ridge shingles, I I Exterior Research and Design, U.C. Certificate ofAuthorizatton #9503 FBC NON-HVHZ EVALUATION PLO Evaluation Report 3532.09.05-R31 FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY (ERD 6.9 " PRESIDENTIAL SHAKE*" -.PRESIDENTIAL SHAKE"'" K PRESIDENTIAL SHAKE TL'"', PRESIDENTIAL SOLARIST1%. LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below, apply 1' diameter spots of asphalt roofing cement under each shingle tab. After applying S nails in between the nailing guide lines, apply 4 nails 1' Nailing I. 40" —+I above tab cutouts making certain tabs of overl}ing shingle cover nails Guide Unos (1016 mrn) 5 1' — mmin) • • . . • 11114' 1 1/2' :i8 min) (362 mm) NOTE: Apply nails on painted guideline. Figure 16-6.• FasleningPre,i*kmffal andPresidentid YZ Stake shingles on low and standard slopes 1 i 1, T 1' diameter asphall roofing cement Figure 16-7.., Fastening Presidentkd and Presi&nud T/L Shake shingles• on steep slopar. 6. 9.1 Hip & Ridge for Presidential Shake", Presidential Shake" IR; Presidential Shake TLm, Presidential SolarisTM': 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering Hips and ridges. Apply shingles upAc, 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 "Sonolastice NP1"' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest" IR hip and ridge shingles. 6. 10 HATTERAST": LOVE STANDARD AND STEEP SLOPE: I—g—` ".I — g —} Y Zil Irm "r.r n)n rr m nzn r"r"i inn 8" nm) Figure 153: Palming llnurrns.CGigg es on LUW mid Slandord Ropes For low and sw(h al stolvs, use fire mull for eadl fug Il: u(crn sh iioe n, sIMruia ii1m c. jlr jmm l Figrnr / S. )LtArnirr 1M//nrtc.lN+lrf "x.4en.V"lrY R, r arep slnpen i4 v Gee nails and rlghl .,Ieae nr nsph:dt mn0"g coneut for amh full 1Luu:ras shhtple as rh(mv ahp(e. AppIV I- tSaint) dimmier five of nMGng ertnem (MMI 1) 1586 WIX, II wt• eucd) nn(Irr rat ll lab LpuuT. Press Mdngle Info plarq do Not L1pnse Cemrnl, CAvrioN; T(w morh roofing r(vnvl na (ae-c shingirs w blister, Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rll Certificate of Authorkation 89503 FBC NON-HVHZ EVALUATION FL5444-R30 Revision 11: 12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 Hip & Ridge'for Hatteras": 6.10.1.1 Option 1: Accessory for Hatteras rr+• Figure 15-14n 16 tbree plece units separate to make 54 Hatteras Accessoryshingles, 6. 10.1.2 Option 2: Cut Hatteras Shingles t 9., 230 ram) I I I I Fas 8, r 18-1(460 mm)''' goZ 1--- i--- 18 (203mm)Ir 460mm) .. ,`, b Cap Cap Cap Cap 6 Shingle Shingle Shingle Shingle Figure 15-20, Cut Hatteras shingles to stake cover cap. Figure 15-21. Installation of caps along hips and rklees. 6, 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolasticm NPST" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. r:- - ' iI 6. 11 HIGHLAND SLATE-, HIGHLAND SLATE74-1R: - _ '' LOW AND STANDARD SLOPE: STEEP SLOPE. Use FnB nails and EIGHT spots of asphalt roofing cement* for each Raimmi o+o-0fiill Highland Slate shingle. For hflaml-Dade, Six nails are -required. Apply V diameter spoLs of asphalt roofing cement under each tab corner. Asphalt roofing cement meeting ASTM D4596'hpe H is suggested. Mini We IaHkH Six nill+(t,= 1•RS Wltl aw cWv -..r m( oai u alwxn). —C Fignro 11-•4r Usa Fff nails for eLoy Mgbland data sbblgla r—..— r— V. vt..y iaon•N Vr..rl ran.l r NiamFDabrrquiu +. 5mni Rao snit mauCAM vnrr it —7T J— nuuw. nt -- Roofing Come Figure Ibjtt Use ME nails and eigbl spots of aspball roo) tny mment render em;b lab corner. CAUMN: ISXcessive use of roo0flg Cement call cause shingles to bb(er. 6. 11.1 Hip & Ridge for Highland Slater", Highland Slate'" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest" IR or Shangle RidgeT" hip and ridge shingles. Exterior Research and Design, U.C. Certlticote otAuthorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444- R10 Revision 11: 12/09/2016 Page 11 of 12 PfT INITY' ERD 6.12 PATRIOTr"" LOW AND STANDARD SLOPE STEEP SLOPE lfsc fOClt nail~ for ex -cry full sltiugle lowlecl as shown bel.mv. Su hnl p:c nn) I iiit-1 +333 1, l333rcn Cie FOUR nails mid four spo(a of asphal( roofing cemen( for every full shinyJO as shown below: Asp[wit roofing cement niee(ing.% fA1 Il4586 l pe II is siiKcea(cd. Apply 1'(25 nun) sio(s of asphidtroofing ecmcnl as shun. CAUI70N: E\cesshe use of roofng ceineu( can muse slilngJcc lu blis(er. o-, Ii—nsam— --___- ias—q rmi I Rooney Cmenl Yd=l y ( Mag OWAV 6. 12.1 Hip & Rldze for Patrlot'"": 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, I.I.C. Evaluation Report 3532.09.05-1111 Certificate of Authorhation #9503 FBC NON-HVHZ EVALUATION FL5444-1110 Revision 11: 12/08/2016 Page 12 of 12 Florida Bwlding Code Online Y 8 ' BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge Stats & Facts I Publications I FBC Staff I BCIS Site Map Links I Search Florida O1 ProductApproval USER: Public User Product Anortmal Menu > 5Parch > Anollcation List > Application Detail FL # FL15216-R2 Application Type ; Revision. Code Version 2014 Application Status Approved Comments Archived El Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@Interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@lnterwrap.com Quality Assurance Representative Address/Phone/Emall 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 FL15216 R2 COI 2015 01 COI Nieminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http:llw nv.Iloridabuilding.orgtpr/pr_app_dtLaspx7param-GEVXQwtDgv3yVVKJZ1QRAdhy12u8kQGQyljaNhVeiOpVSvxwSdCoQ%3d%a3d[824R017 1:57:59-PM j -- .... Florida Budding Code Online c I Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Surtimay- of Products 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use I Installation Instructions Approved for use in HVHZ: No FLIS216 R2 II 2015 04 FINAL ER INTERWRAP RHINOROOF F1 19716- R2.pdfApprovedforuseoutsideHVHZ: 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 Umlts of Use. Evaluation Reports FL15216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.pdf Created tl r Independent Third Party: Yes K Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 650-487-1824 The State of Florida Is an AA/EEO employer. ronvripht 2007-2013 State of Flnrlda.:: Privacy statpmrnt :: Accessihlllty Statement :: Refund ctarement Under Florida law, emall addresses are public records. If you do not want your e-mail address released In response to a publlo-records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.1395. +Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address if they have one. The emalls provided may be used for official communication with the licensee. However emall addresses are public record. if you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick beEL. Product Approval Accepts: Credit Card Safe biro:/1www.floridabuildmg.org/pr/pr app_dtl.asprOpw -Am--vGEVXQvnDgv3yVVK1L1QRAdIry12u8kQGQyljaHhVeiOpVSvxwSdCoQ%3d%3d[824/2U17.1:57:57.PM]. If QOTRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 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 IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: 1 Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The farslmila seal appearing was authorized by gobart Nieminen, N M-,s``k' i pnnnnP P E. on W/27/2015. This does not xrve man eloctronically signed document. Signed, xakd hardmpks have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it Intend to acquire or will it acquire, a financlal 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 I 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. , 1 rTRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 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: ` Ennflt t Examination Reference Date ITS(TST1509) I 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. 5. LIMITATIONS: I 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhlnoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Shingles Nall -On Tile Foam -On Tile Metal 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 it 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. Certiflcote of Authorization d9503 Evaluation Report 140510.02.12-RZ FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 rTRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 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-wldth 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 CA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Certificate of Authorization #9503 Evaluation Report 140510.02.12-R2 FL15216-RZ Revision 2: 04/27/2015 Page 3 of 3 QOTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization rY9503 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 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 5t' Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited. Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: t Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.F. on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity I 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. TRINITYJERD 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 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: I 1 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: L 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. J Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization N9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Layer: 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-R2 Certificate of Authorization #9503 FL15216-112 Revision 2: 04/27/2015 Page 3 of 3 4/211f2017 Florida Building Code Online F3..;\T ': , :4 r:,.', -:v:y:rx: r,,. ..r -^r^• ry. •::-. .ry _ :OiiF'. r1C-" :t: "fti_'i?,:.xi, :ri`;.":..;,;`,i .• `"sf',Jh e:` +`ISL;-±%- 'iy{w2' •- _Z.-_"--;_ ^c•e. ,•Ii A+d!}.1,3 -t: . u_, _:..+y-.^,_...±'r:• .....air..-..,t:<•4c+.iu_. „+._.: cr f:`% :.°-`^^.'=, .: ='• :,.. :,c; ••. . ..'us•". RCLS Home I Log In I User Registrstlon 1 Hot Topics I Submit Surcharge I Stets 6 Facts Publications I FEC Staff eCIS Site MapUnks Search do k,I h.- Product Approval yI , USER.: Public user Proa, ct Approval Menu > Product or Aopilotlpn aee > Amllcation i.lrt > Applicatlan Detail 1'` d"L rtaL stiff FL # R3792-M Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified 4 1?t by the POC and/or the,Commisslon if necessary. Comments Archived r;,,- s.,%•• fir: Product Manufacturer Lomanco, Inc Address/ Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco. com Authorized Signature Andrew Carter acarter@lomanco. com i:,;;, 1"u7 i Technical Representative Andrew Carter Address/ Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomanco, com i,• T,.•,:: quality Assurance Representative Andrew Carter Address/ Phone/Email 2101 West Main Street ir• 3f;; i axF ,,;',• Jacksonville, AR 72076 501) 982- 6511 Ext 6163 acarteralomanco.com e' c;' v"` " Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System iV g. Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard Mlaml- Dade TAS 100 (A) Product Approval Method Method 1 Dptlon A httpsJMww.florldabuliding. org/pr/pr app dd.aspx7param=wGEVXQwtDgsFgPhXouzz9PGbe%4dlkEk7oGQ6zyYrmk`/aid Year 1995 1/ 3 4/28/2017 Florida Building Code Online Date Submitted 09/30/2015 Date Validated 10/06/201S Date Pending FBC Approval Date Approved 10/09/2015 Date Revised 08/16/2016 FL 9r ` Model, Number or Name 3792.1 135 Root 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. 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. 3792.2 730 Roof Louver`— , Umits of use, Approved for use in HVHZ: Yes - Approved for use outside HVHZ: Yes Impact Resistants 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 Lduvbrs shall not -be Installed,on- roof mean heights greater than 33 feet. Description_ Aluminum Roof Louver Certification Agency Certificate FL3792 RS C CAC Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Quality Assurance Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602,02.0f Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602,02,odf Created by Independent Third Party: Yes Aluminum Roof Louver' - Certification Agency Certificate FL3792 R8 C CAC Loma noo 700 Series - NOA 11- 0602,04.odP Qua lityAssuranceContra ct Expiration Date 08/ 16/2016 In: ltallatlon instructions FL3792 RB II Lomanco 700 Series.- NOA 11-0602,04.odf verified, By: Mlaml-Dade BCCO - CER Created by IndependentThlyd Party: Evaluation Reports FL3792 R8 AE.Lomanco 700 Series - NOA'11-0602.04:odf Created by IndependentThird Party: Yes 13792. 3 1 1750 Roof Louver I Aluminum Roof Lower I Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1, Refer to applicable building codes for required ventilation, 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet, Certification Agency Certificate FL3792 RS C CAC Lomanco 700 Series - NOA 11- 0602, 04.odf Quality Assurance Contract Expiration Date 08/ 16/2016 Installation Instructions EU792 R8 II Lomanco 700 Series - NOA 11-0602.04,odf Verified By: Miami -Dade SCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11.0602,04.ndf Created by Independent Third Party: Yes 3792. 4 770 Roof Louver Aluminum Roof Louver Lim Its of Use u^ y Certification Agency Certificate Approved for use In-HVHZ: Yes FL3792 RB C CAC Lqcq nco 700 Series - NOA 11- . - Approved for use outside HVHZ: -Yes 0602,04,Ddf Impact Resistant: N%A qua llty.A'ssLira nCe Contract Expiration Date_ Design Pressure: N/A 08/16/2016 Other: 1, Refer to applicable building codes fbe required Installation Instructions ventilation, 2,. Lomanco's Model 730,750,779 Roof Louvers FL3792 R8 II Lomanco 700 Series- NOA 11-0602,04,Ddf Verified By; Miami -Dade 8CCO - CER shall complywithbuidingcode. 3, Lornanpo's applicable Model 730,750, 770 Roof Louvers shall not be installed on roof Created by Indepbrident Third Party: ' mean heights greater. than 33 feet, Evaluation Reports FL3792 0 AE Lomanco 700 Series - NOA 11-0602,04,6df Created by independent ThIYd Party: Yes 3792.5 770D Roof Louver Aluminum Roof Louver Umit9 of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC NOA 15-0709,0942df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/ A 10/04/2020 Design Pressure: N/ A Installation Instructions Other. FL3792 RB II NOA 15-0709.09,odf Verified By: Miami - Dade BCCO - CER Created by Independent Third Party: Evaluation Reports httpsWwww. tloridabulIding.org/ pr/pr_ppp_fltl,aspx?param =wGEVXQwtDqsFgPhXouzzBPGbe%Jdil(Ek7oGQBzyYnm k%3d 2/3 4/2812017 Florlda BLlildng Code Online FL3792 R8 AE NOA 15-0709.09.Ddf Created by Independent Third Party: Yes Contact Us :; 2601 Blair Stone Road. Tnllehassee FL 32399 Phone: 550-4a7-1a24 The State of Florlda Is an AVEM employer. Coovdoht 2007-2013 State of Florida.:: Privacy Statemert :: AccesElbli ty Statement :: Refund Statement Linder Florida law, emall addresses are public records. If you do not want your a -mall address released In response to a publicracords request, do not send electronic mall to this entity. Instead, contact Ula office by phone or by traditional mall. If you have any questions, please contact 850.4017.1395. *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 smalls provided may be used for official communication with the licensee. However email addresses am public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dice J2"cL. Product Approval Acceptor 99 M Credit Card Safe ht"Jhvww.floridabullding.orgfpr/pr app dtl.aspx7param=wGEVXCwtDgsFgPhXouzzgPGboMcUkEIOoGQ6zyYnmk%3d 3/3 M I,flMN Uauim MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (796) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Lomanco, Inc. 2101 West Maim 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 PER - 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: "Miaini-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 andremoval of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors_ and shall be available for,inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831:07 and consists of pages I through 9. The submitted documentation was reviewed .by Gaspar J Rodriguez. A r MIAMI-DADE COUNTY FlUW1.011AII NOA No.: 16-0510.28 Expiration D ate: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min_ thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. 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 TAS100(A) 03/16/95 PRI Construction Materials LOM-013-02-01 TAS 100(A) 05/21/07 Technologies RRWA-001-02=01 TAS 100(A) 07/28/15 0 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peals of roof). Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking with 1'/4' aluminum annular ring shank nails. With the first nail 1'/4" from roof louver end and a minimum of 6." o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail 11/4" from,roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal allseams 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 MiaMMaoe court rr - 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 inetal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion -resistant #10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 1 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 730,750,750-5, 750-E, 770 Roof Louvers shall'not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750;750-5, 756-E, 770 Roof Louvers shall comply with 1517.6 of the -Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A I 700 SERIES LOUVERED ROOF VENT r NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 9 DETAIL B 750 SERIES LOWERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENEiLOCATION FOR METAL PANEL INSTALLATION OF 75O FASTENER NOA No.: 16-0510.28 MIAMI-DAD C, NTY Expiration Date:- 0510.28 Approval Date: 06/30/16 Page 7 of 9 DETAIL C I E 750-5 SERIES LOUVERED RooF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 750-E SERIES LOUVERED ROOF VENT END OF TIFHS ACCEPTANCE NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9 5 4/2812017 Florida Building Code Online BCIS Home I Lop In I User Registration I Hot Topics j Submit Surcharge I Stats 6 Facts I Publications I FBC Staff 1 BCIS site Map I Links I Search b a Dgj 1 Product Approval jUSER: Public User Product Approval Menu > Product or Application Search > Annlication is > Application Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method 1 Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year ACI318 2011 ACI530 2011 Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https://www.Bcridabuilding•org(prtpr ppp_otl.aspx?param=wGEVXQwtDqueglp/o2bT71a/o2fF192gnRzHNulcci5pgLXkU6gp/pad 4 112 4/28/2017 Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online 05/06/2016 05/06/2016 StimlYlaryof Products r- -- FL # Model, Number or Name Tl Description Tr158.1 t High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-0903.03.Ddf Approved for use outside HVHZ: Yes FL158 RB C CAC NOA 16-0126,03.Ddf Impact Resistant: N/A Quality Assurance Contract Expiration_Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load I FL158 R8 II NOA 14-0903,03.odf FL158 R8 II NOA 16-0126.03.Ddf Verified By: Miaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports i 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 phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one, The emalls provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: I __ Credit Card Sale https://www.11oridabuiiding.orgfpr/pr_app_dtl.aspx?param=wGEVXQwtDquegl%2bT71%2fF192gnRzHNuicgj5pgl-XkU6gg/gad 212 I MIAM 1•DADE A A-1I-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADNIIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamldade.eov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (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 mamier, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parritro, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision 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 revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages B-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makav, P.E,, M.S. UNTY r // NOA No. 14-0903.03f ! G MIAMI•DADE CO <--'• '" 4- f • % Expiration Date; 09/11/2018 Approval Date: t0/09/2014 r i Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details" street 1 of 1, prepared by CraigParrino, P.E., dated March 24, 2003 rind Drmving No. LT4612, titled Cast - Crete 4 ", 6" & 12 " Lintel Srrfe Load Tables", streets I through 3 ql'3, prepared b1, Craig Parrino, P.E., dated Alorch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed curd sealed by Craig Parrino, P.E. B. TESTS 1. Test report onflexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled k1odels, total of (13) concrete lintel specimens, per ASTAI E-529-94, prepared by Applied Research Laboratories, Report 1V6. 30404A, dated 04110103, signed and sealed by Christopher A. Hannon, P. E. C. CALCULATIONS 1. Calculations. for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P. E., signed and sealed bP Craig Parrino. P.E. 2. Calculations for Cast -Crete lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality S1)stem k1mmal for Cart -Crete Machine rllade Precast Lintels revised on 11r71, 1, 2002. 2. Cast - Crete Qttalit , S),stem Manual for Prestressed Products dater! 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated dlarch 24, 2003 and Drmving Aro. LT4612, tilled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated Afarch 24, 2003, last revision dated r fcn-ch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. L? y dlianri-Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. HWiy A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/1I/2018 Approval Date: 10/09/2014 E - I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL €# 12-0209.I2 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1; prepared by Craig Parrino, P.L., dated hlarch 24, 2003 and Drawing Aro. LT=1612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Sofe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated March 1l, 2008, all signed and sealed by Craig Parrrirlo, P. F,., oil Alar•ch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE By Miand-Dade Coruny Depa vnreig of Permitting, F.rniirorunent, and Regulaior y i1 fairs. E. MATERIAL CERTIFICATIONS 1. rvorre. F. OTHER 1. Letter fr-om Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Atone. B. TESTS 1. None. C. CALCULATIONS 1. Norte. D. QUALITY ASSURANCE 1. By ATicuni-Dade County Deparlrnent of Regulatory and Economic Resources XR). E. MATERIAL CERTIFICATIONS 1. None. kiRfiil} A. Makar, P.E., M,S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014' E-2 Cast -Crete USA, Inc: NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining Ato. FD4612, titled "Precast and Prestressed Litltel Details", sheet] of 1, prepared by Craig Parrino, AE., dated A4arch 24, 2003 and Drawing r\ro. LT4612, tilled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated Alarch 24, 2003, lass revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations,for C(ist-Crete Lintels, dated 0811912014, pages 14.201 through 14,236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By rlliand-Dade Corm)) Department of Regulatwy and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel Inkar, P.E., M.S. Product Control Unil Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/0912014 E - 3 AS7 RE.w HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 4" SOLID LINTEL DATA TABLE tr L7 a:+Wlta f i f lfa vrr i r.ra.>ju+E i r'SQ1ifOlD>®faDmi aL'Silcll. a na m aCYiRruinl a n.lt ri QaSiflll.rrm.} 6" PRECAST-U-LINTEL DATA TALE 11 m D®rrnoInl3maRiriflil]KcamMumirmouar rbf R:ir:7lil101mFy;gmr,Zrmud3IKWaMMI.T IraM- iYr aff+f ca;i c mL.mr vntsimilaav oUMMIE W" fflm ffigraii{ ii ri{1 mr;l tar @ rFR1 srm jlC"i ram ri13_: rry ra.9 r Rr22rT3T7E7Eti 1,41 L'L:mmnff•9t rsl r rtas n` rMM14rart2mrm9W 9!• 70EZISmmgau"m1a"[ 3ldiZ 29111EId0 12" PRECAST U—LINTEL DATA TABLE Qt i KIwa-1"Rp EJGaffT.Tmmlm F210 ULVO tOQi{f Run Gal --j Kmm MMUMIJ!]QSivao class 7r.®r r.xclauf.rr..,.lFa3m s fi6Ci lmft'IILlfi! WMR— au:MA 1Mx r rY'+oG7t! rFdfl m rFI,:iLl if Q•Sff>iF]C ifr>• f fls risar a:s:lamfryIERfJrrr,n.+mmariLQLlm sae r5 of>af0 fn c r a.0 ammcr:aoclo dilOE auars.f.s_vrnarr>;a.u:.sFlmaam o F7CSI frk m, r,y 1Ill Giio fIlli9iFmlL f F>)Q'iQ7Ir" L"J M1O IIRi J .t: il( Si LC(iCis 7 lii!•Elilll:lt•.1i 11 E77,^;,,a,-Y?1T;.{1I1 Y Y(•lir/1C11:1 FUMK" ilriL7 rang le' amlrl i Irtut: lotm l r_rL.1lI Si vY enyanr ar nmrl+eat letil+ernrr>.rs.Larra.t.2+1n•iiE•>'tcry esEarta.E::aaucst.vvu r= r[FJLJO®faDlfil c7c lOCD OLINFamnmt.rrno f{C•V C dlfm®f1L':dmQift ile V rtierYRTS77!'•i IFI U n 7rY f'a El[ETrlileliEVT.9 t• lmr®s o LAEMWER OF S TYPE "r' TYPE 'A' STIR; tM51 rtonl[utr uRouu 4 n 0 IOt rtornCr Arrmr.LL rt s rROIW( BYCOPYOW LAYS A C4NW IE tEHMOr15 r MSrtmrl 1lrrrglrt VU PWR Y/r7U1 COMSpr Ull- lE2E USA. Eq. GENERAL NOTES: ti. IfORIf10 SIIEL. 7/12W ASOI rsl.. AS. V. AN I. •uM &TWMR1 .YO , . as 1. Ma :MILS • WM w OWE N m .15 • MoM ME 191W. W Kt a =R K.M YE MbnW 5r a• w km MOW111L r. • SISS w mt LL S MCY AND IS AWN nw RCY m V w am"c" CA04 rot D-pu - M. Er TTOrt[ CA.T YMRS; r. • ..o. w IO . ra:. BE I nun • •, . E nl[ MYIYllcolr tlK IAUKAnW III.R .xo a... B 1. — tE U R E. x MEx r0 K Ruct rn: cww : ronun rRa GCM ad r . Aw a .qx LMru Anu nAvrw/ rtOY ratSL V CEN • . O pnucra5:vlsrn r ounDlYi E •ri1411w rlyESa O. 4 el"tmh c F pjgllNEuu CRAIG PARRINO 6324 CR c1 colfiuY 1A Ole (L 579 I, fEr', SEFFNL 355U FL. LC. NO PRECAST AND PRESTRESSED LINTEL DETAILS IIEE A Q DISru-1, purw IT: gxAt AtIGV1 541E 'As $Marx MiL• s/)1/05 EMSCKED IT; CAM IAMR0. ?.E.ml+,vllc: minx SKEET-. 1 Of GENERAL NOTES fe 62 wwl rltll1 .WbpiA112" prea- 6000 fe4roul = 31fC0 pi__! m mum 3/e ice cueode c.ncrele nm.nry un1. GUV)pr ASIfk C!0 wlhm.vnrrn net or. cer.luenir• .Art IOW N nbar per ASIW A615 Crab 60 mortr per ASIY C210 b" Y r 3 2) A6 wf. Y.. • dk•g b.•ed am Mi6r• 4 Inch MMkd bt.r(np. Easalid: W. l w. F. Het yN 6v1. 1236 rM 1211Ui url b. redetl q 201f 1 emo length b Im. lea 6 1/2 iKlMt 3) Prark. Id m it kd . W heal l.bb• 4) gradeM (fold W to added rtMr. W percent reducia far E—A' % t4,. mdduci- + 142A 1(.11)°' 191 of 147E04 S) Ad ffbb and r e.nd J50 e.ledm. o "62 V1t06ridWbR bMr Um 1. id.d to nnA1. met' W Florida Oc95.q Cod. Salim 1604.11 m 6) S.. fled kbb . mpitd. 7) 4' told Web 1. b. fMdd •/ 4' f— m h k-W .N e' dmrofon ver" e) lnt.wtin/.tttebm. d of red mat espy -A t.. orb-Wrd ad/er at,.t. W d• me bm Th. d*w may mkWa amcrd M 1.o6 Iron On eels b.d d obo 1.tW qoul.Onq N rraiorm mddLg r=trt mrd .fwr d-q prn U. ran .1 eA"rl. 10) NA - Rot Raw It) Ulm f•A added rebor to b. located at On boom of lU limb1 taxly. TYPE DESIGNATION r r. ma nr wua/ u. u.uu F Wfx-; 12F16-2B/2T ImJ J L6rs p ...wv td •ao -if rbmf R• aO r! C IrrIW Z W w i emRUT u. t».uetm"ert.» 01 r•— rot r Lives velar la.00c f 5 ' ACTUAL 12- woulm. L 1m0714 12) 6' At 12- Urk. b re m.rA.cO.ad •th 5-1/2- Wy ufche.e t V. eM. t, aa.odvlir v tkd ed reidardy • d Or_fip. U) A. exterior —I— at HM., n.tded it atedr cercrelt ma.puy IY .hd haw di l WA.'e..ppfed Im .,.a- .1h ASTN C-224 or aflrr .W..d eootk4 14) Lk"k bww .jalrrerny N trial panTr r atilt) and haiaa6l {Nlwt) Md. *_m . ehrkw I., tY . g Hh 14 1•M.inf aywltc Appid "eeal 6.d 4" w brb.dd load IA sd. v.d" 1od + W. h.,-" I.W i 15) Fr —pn0• "I he; hl. ed .hnrc — nk b.d (r.m rest Inr Wsht .hv.n. 16) For irkd 4npth rat Vh , Lin Lit. bod fr.m lyd Wfd lapth WM 17) So4 lwds — nlp.rinp... d N.ea* loW. 1e) S.k bob based . m MSmral deign .mtlsi pr At3 530 iM AO 31e. 19) Addirpl Nlral f.ad aprdty cn b..W.bd N. de' by pnifrg add2i.Ad reiJr.cl c.ncr.1. rrtorty urvL (RG11) .bw Uw w'.1 St 111 hdoe: r-!A SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING r FOR EACH ADDITIONAL REINFORCEO CNU (RUU) FULL OOURSE 1) j5 REW FOR 6- WELS 1/ 2' CLR TYP "'.=:: '• - (2) 15 REBAR FOR 12' LINTELS GR40 0r GR60 SAFE LOADS FOR 4" SOLID LINTELS Cdwrn GRAVITY LENGTH TYPE 4S8 Y-6' ( 421 PRECAST 1180 4'-0- (46') PRECAST 959 4'-6' (54) PRECAST 789 5'-10' (70') PRECAST 460 6'-6- (78' PRECAST 360 7'-6' (90' PRECAST 260 9'-e (1121 PRECAST 156 10'-6•(1261 PRECAST 116 12U8 Cd wrn UPLIFT LATERAL LENGTH TYPE 4S8 4S8 3'- 5' ( 42-) PRECAST 687 371 4'-0• (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 5'-10-(70") PRECAST 407 148 6'-6- (78 PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4- (112-) PRECAST 187 j 55 10'-6-(126-) PRECAST 152 1 43 12FB 121`12 121`16 2- 6U8 6F8 6F12 6F16 • `• T' V'•t •}• •• : );:•:•.• ` j-_ s• 1 5-• .'- .,fie..- : Y. r i• r•li i•:. 4S8 ti• 9 • 12F28 12F24 121` 20 ia i,:' :* rttxnplyirri"irh Ur: Ftwi,ia 2)•: ST •Dullainitca.ra T CRAIGPAARINO Amp.naNO/4-` °3 ° J jQ :••c1v: 6324CR579 nlianD c ZAg 6F32 6F28 6F24 6F20 :,` S1s1/ Q'*•• ' .`SEFFNER,FLusm / %ram lAL j44. R.-PEUC_NO. 44756 MEMBER OF - CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES rIL wJ c OfSYtS 14 wive rt: JONAN Alum swe 1us Lu1E: 3/'!k/o3 MUD fr: WX r,W1610. F.I. - KCK0. 4as6 OIUM:N0. U4612 SRELI 1 Or 3 SAFE GRAVITY LOADS FOR 6" PRECAST U•LINTELS 4~40e11,11 SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-lB 6F12-1B 6F16-18 EF20-18 6F24-18 6F28-18 6F32-18 S-6' (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (54`) PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(70' PRECAST 1067 1260 2198 3557 5734 7227 8297 6225 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6- (90 PRECAST 779 883 1459 21M 3151 4524 6654 9357 V-4- (1121 PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(136-) PRECAST 457 513 805 1133 1507 1952 1 2492 3163 12'-0'(144 PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4•(1601 PRECAST 373 1 417 646 895 1170 1485 1552 2285 14'-0-(1651 PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 985 1198 1437 Q) 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 SAFE LATERAL LOADS FOR 6" PRECAST U. JNTELS 4-114mm SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU 3'-6' (42' PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (54-) PRECAST 416 609 344 5'-10' (70') PRECAST 300 350 198 6'-S' (78-) PRECAST 263 496 157 7--6' (901 PRECAST 222 367 116 9'-4- (112' PRECAST 173 352 74 I0'-6`(1261 PRECAST 151 276 58 11'-4-(1361 PRECAST 139 311 49 12'-O_ (1441 PRECAST 131 277 44 IS-4'(160' PRECAST 117 223 35 14'-O-(16n PRECAST Ill 202 32 17'-4'(2081 PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS Ca1i nrt SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F6-ll 6F12-17 6F16-11 6F2D-1T BF24-11 6125-117 6F32-11 Y-5" (42') PRECAST 1412 2074 2715 3355 3997 4638 5279 4'-0" (48`) PRECAST 1225 IWO 2357 2913 3470 4027 4583 4'-6' (547 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(m0 PRECAST _ 831 1222 1600 1979 2357 2736 3114 6'-5' (781 PRECAST 723 1 1091 1437,1 1777 1 2117 2457 2797 7`-6" (901 PRECAST 648 Pq 963D4 124919 1544 m 1840 w 2135 N 2431 9'-4- (1121 PRECAST 575 571m 980 011 1252 1492 110 1732 1972 04 10'-6'(126) PRECAST 514 462m 787 1121 13363. 1551 1766 I1'-4"(1361 PRECAST 474 404 685 985 19 1213 1442 1645 12'-O'(144' PRECAST 454 3671m 619 888 DR 1093 r. 1299 19 1506 13'-4'(150' PRECAST 402 308 516 736 um 906 tv 1076 1247 14'-0*(1681 PRECAST 368 2851y 475 677 832 989 1145 17'-4'(2D8j PRECAST T53 ZOB 338 _ 476_ 585 693 B03 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 G PAI'•. G. BENS O% 44 CRAIGPARRINO Ss7ONAL e• SEFFNER FL 733584 of IiIIIt" FL. P.E.UGN0adm PRODUL-r[W'ViS p EWWficb llyiqhdL duna W e AmPWmNa/ _ o GS.p rr 28 a M-Meese or —CAST—CRETE 4"-, 6" & 12" LINTEL SAFE LOAD TABLES c REVISION is ' u fRE IUIrt: 015utl-11 O— n: ASLY 11MND ]r11I: IL1s t'.W.dn ter "' DUfl 3/1' NEC[ED - CIIX. rA]AIID, M - Alm. Ip. 44751 GIAYINC: ND. W{12 SIER f 07 ] SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4 ~14m tr SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 12UB IN8-28 t2F12-n 12r16-2# 12r20-26 12r24-28 1328-28 12F32-M S-6' (42 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0' (48' PRECAST 203 4232 5838 7619 9352 11060 12755 14438 4'-6' (54 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 T-10'(701 PRECAST 1612 2320 Mill 5234 8487 11060 12755 14431 6'-6' (781 PRECAST 1383 1986 2679 4196 6421 10032 12755 1443§ 7'-6'-(901 PRECAST 1138 1528 2131 3218 4676 6756 9763 1352!} 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 7552, 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4'(1361 PRECAST 518 945 1162 1649 2216 2693 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 2020 1 2617 3333 42060 13'-4-(1601 PRECAST 359 767 926 11294 1709 2188 2743 3409 14'-O'(168' PRECAST 321 7200 865 1204 1584 2017 2451 3106, 17'-4' (2081 PRECAST N.R. 451, 631 881, 1141 D, 1428D 1750, 2102 19'-4'(232 PRECAST N.R.343 477 1 700 925 1152A 13804 1609 D THE MWEE15 N PAREMSLS ARE PMW RFDXWNS FOR CRAM 40 FIELD AWED ItEBAR SEE CENEPA NOIE la 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl 2" RECESS DOOR U-LINTELS 4 -ST-4i"" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12M I2RF6-281INW- 12RFI4- I2RF18- 1 MV- II1626- MM-21 52 PRECAST 25M 2942 5468 7584 9640 11669 13679 15679 4'-6- (541 PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5-8' (651 PRECAST 1347 1841 3555 6395. 9640 11669 13679 1567 5'-10-(70' PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-8- (50' PRECAST 924 1430 2633 1 4415 6884 1035; 12574% 14Wq 7'-6' (901 PRECAST 703 1203 2157 349 1 5259 7922 9623, 1132{ 9'=8' (1167) PRECAST 389 843 1 1451,1 2157 j 3203 4427D 5417 to 63800 1) THE NUMBERS N MEMNESES AM 1 = RED.IC710N5 FOR GRADE 40 FIELD ADDED RERAR SEE GENERA NOTE NO. 4 FORIr SAFE LATERAL LOADS FOR 0- PRFCART ".17' RFCFS4 OCIOR II.LINTFLS 4-4-6AFE LOAD PLF LENGTH TYPe 12RU 12RF6 RCMU 4'-4- (52-) PRECAST 1295 3692 258A 4'-6', (54 PRECAST 1213 3458 2417 5-87 (681 PRECAST 784 2236 1650,4 5'-10-(70' PRECAST 747 2129 155 6'-8' (801 PRECAST 602 1716 117 T-8' (901 PRECAST 504 1438 914 9-8- (116-) SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS Cwe7•wfn SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12F6-2T 12FI2-2i 12F16-21 12F20-2112F24-1112f2L-2r 1202-2T S-6- (42 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(701 PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6' (90') PRECAST 1267, 1767 258 3194 3806 14417 5028 9'-4' (1121 PRECAST 1028 1171 O 2006tm 2590Pff 3087 3583 4079 10'-6-(126') PRECAST 9101. 141, 1812 2281C. 2784 3209 3653 11'-4-(136 PRECAST 8580, 8290111 1404 1932 2441 2902 3364 12'-0-(144') PRECAST 814 753 y 1269D 1788 2201 2616 3032 13'-4-(160') PRECAST 678 P 633,m 1057 1485, 1826 2169 2513 14'-0-(166-) PRECAST 62201 586 m 974 1365,„ 16794 1993,1 2309 IT-4'(208' PRECAST 434 427 695 D 964 1152 1402 1623 19'-4'(232') PRECAST 356 370 593 817 D 1002 1181 1372 0 IM NI141ERS N PAREMHE515 ME PERMW REDICDM FOR GRADE 40 FEED ADDED WAVIL SEE MK K NOE Rk 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS PRECAST 355 1011 45 ' NUMBERS N PAREN0056 ARC PERCW REDJC1R1t6 FOR G . • • •ENS ' 40 FIELD ADDED REN t SEE COERAE NOTE ND. 4 447 TQEI F//7: CRAIGPARRINO c (7R1 •: - 6324CR579 IVA Er;.•' SEFFN6R. FL -q 5u SEE GENERAL NOTES - SHEET 1 OF 3 h1'.. .. FI.P.E.ITCN0.W175Ti mEmau or ffieu— Cwat`iwf SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 120-21 TWO-211218'14-2 12Ri18- W22-2 15676-2 IN30- 4'-4- (521 PRECAST 1626 2685 3746 4806 5867 6928 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' (801 PRECAST 1020 1538 2426 3114 3802 4489 5177 7'-6' (901 PRECAST 904 1226 2163 2776 3390 4003 4617 9;8' (118') PRECAST 703 p 771 1472 2181 2663,4 3145 3628 1AODUCT RF.VI3L'D u4 plrgt ..UI INu FlurfUo WId,ny C"G AvDW—Nu 4--a oz,o3i'kpa' I n CTiI. Si,. N o18 e uct Conu`,il CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES NE Kuc OK017-14 mcw IT: SONAR man SFJ1f: N.TJL DALE: 3 24/03 CNECI0:0 n: CRW FAAFNO, F.C. - REQ IA 44754 DRAWDIO:N6 LT4612 SHEET 3 0r 3 MIAM I -DADS MIAMI-DADE COUNTY Q. PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Streel, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamid2de.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). - This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the tight to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Pan: ino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with 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 # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, EA, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by Hglmy A. Makar, P.E., M.S. fffl NOA No. 16-01:03 MIAMI•DADECOUNTY Expiration Date: QS/2112/2017 0 4/Z 8 Zo/ 6 Approval Date: 04/28/20 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS, 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 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, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11111196, 45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 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 #20-8345 dated 11113/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04125196 for 43 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M19614 dated 02129196 for #5 rebar by Birmingham Steel Corp. 6. Mill Cerlified Inspection Report #58-A66332 dated 01128196 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04105196 for 45 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. Fliq&y'A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E; 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 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 1. None. . D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of], prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. I C. CALCULATIONS: 1. Calculations for. Cast -Crete High'Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets L I through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATION: 1. Quality'System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. y A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 406-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. 01 H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2112017 Approval Date: 04/28/ 2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details"' sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on AWarch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details'; sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None: C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA. I ic. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None., C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 1445if A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 AST-RET HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS PRCfXFCT RI:NF.WFD r m 07UV I -LA 0D: F1m111 8u11in1 Cld ADIRyIa<Y NO aDII Dx1. sy n 1 CanYaiG TYPE "A" STIRRUPS !F 7/32"/ BAR • STIRRUPS 1 - B LINTELS STIRRUP DETAILS SCAII. Au 7/32"/ BAR STIRRUPS TYPE 'S' STIRRUPS STIRRUP DETAILS we x.0 ii Il'[O+E•i1\I l 7;7;{ ix[•r.rw7.•s gleG7J m rr TT D 7E v LJ i®' 0 KOWA' m lacam KOMI v ilmt vEE?d:i 1 0 Il®tlCY iT}lTv'i-0 5 tl mmPI l mm® t®=mm FLY 11n7aMOm®m® E r iEE tf'-F7 L9'.L"l'Jlil::•l l:l fi111+fiLl:L91JfiE1:iL fJ Y*'K11 iifiiT•lZ'IiiOl 11•n7{y1 fb®E3f i aS'rl'dl!FIF.. F7 E3 iI1©L7f ot9lrnm e i uar I nn:e"^v©ngl mi r l:ar:ann:.:, tltk ldL-1 11©a tiiG'ir[]f<1 fiCfl i3! i1_:i1J:ilLT.'P!!!ll f,I• C3Clt!©llfi! MCAF rl:i1:11T1i1!!'t 3illliaO JJL10 ocs+r uarfl:LLsanl; rrrr>c a o 03 0/ 7 tMRR ALL ..u3, d I I I. I I LN7[L YO UIE 3'' 1- S' 0.032 126 03. 3'-S• 7 32 MR 2•• A 1 4'-0' 0.037 II 7 32 RM 3-r N/A a a' -a" 0. 1 1/2 f3-3 7 32 4-2' A 1 --1' 0.01/ RM 5 -3 7 32 0 I A A a - a.O3A 1 2 R a ONO 1 RERAR a -S 7 32 MR 2' A a 7'-a' 0 0/S 270 4 REDAR 7'-S 7 32 1AR 2' a 1'-4 O.ORa 336 i REMR 1 -3' 3 REMR 0 a to •-r 1a 7a RE11M D-a' 3 BEAU 0'- " 1- 1 -f 104 S Is KEBAB 11 -3' 03 RERIJ 11'-0' 3 -0 R 12-0" 0.110 S REDAR II -11 3 RERAR II -1 3-0 a 0,122 470 S REaAR 13-0' 3 RERAR IS'-D' 3-0 R 7<- 3 RLMR 13-11 3 RERM 3 -A R 11N1 ISO— "10—,DM IS PROvpID FOR I—,' -It- 11 A PROILVI 0 BYCOfTRICHT LAWS AND CANNOT DL RE7ROD6CLO OR DWMPJTED V97M 1R INE PRIOR WRITTEN CONSENT OF EMT-CIIEIE IAA. IW- 1. 6WORC1l0 STEEL- 7/32 0M ASIM AS101 03. f•. S. MOTET INE TOTAL NUMBER OF SIIMIIFi AND I3 RUM RSADE W AM MIS; 7/11 INCH 1EWRIO IS COUNIED STAR10m RON EACH NANEIR 2MQ LOW-R[WATI M RESTIESSIND IRO OT THE WWORCOM CA7; IOA E2AWU SRTMD ASTU MIL No. of STIRRUPS . 4. THOI THE 7. Comic SIRENrTHSe e.. two PSI Pon a' REWFORCM0 CAGE MOM SHCVS 2 111RRUPS Pummi1 LRITEIS; Y.. 4wo FSI FOE ALL FRM EACH 7PSECASI1ORFIILTEL1. L 2i POUNDS Of FOWKgm iME Sw " MR POS. INnIAL FRISIusS FORCL . O.7• . r. a. S0. OF CONCRCIE bW K USEO IN L1N OF RESIRISSW UHTR RIWWORCINO CA01 STUFFING 11TI NOIW RLSIRESSED lR S To SESCIT URW7 AND HANOLNO FORCM ENS MODOCT IErVIS7;U a+ complyinl with DIO FL.Aaa vT - 17WIIIn1 Ca'e / ArrD 0 02 O •71f: nL11rY'-O 1L CRAIGPARRINO Ir SEFFNER. FL 33W 0 FL. P.E. LIC. NO.4M756 n11IIINVAI. y [Hi0iilii1:131, -121 rti[• T[H7l' y:711 t(:i•IF9N7::P1'1 J1:L•'I,47(IE1 tH: e E , ra FE SAFE GRAVITY LOADS FOR 5" PRECAST & PRESTRESSED U-LINTELS a" aal:rART It LATERAL u uiFI A . -SAFE UPLIFT LOADS FOR 8" PRECAST 3 PRESTRESSED U•LINTELS C-4 aw SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH RIB OF1-06 I IF12-00 8F71-Oa OF20-08 1014-05 8F2a-09 BF32-09an-te 8Ft2-11 61a-% 6F20-10 I24-19 SM-16 aF32-10 3'-6' (42 PRECAST 2231 3069 3719 5163 ii07 m 95M Will 30—n 4603 5113 7547 1 8974 10394 11109 4"-0' (487 PRECAST 1966 2581 1 2751 3820 490 5961 70M etas 2693 4W5 6113 7547 0974 103% IIW9 4'-6' (54j PRECAST 1599 1959 2110 2931 3753 4576 5400 1224 2189 1 4375 113 7547 9672 10294 11109 5'-4" (64' PRECAST 1217 1349 1438 19" 2560 3123 3656 4249 1663 3a90 5365 7547 7342 1711 10121i 5'-10'(70' PRECAST ID62 1$05 1173 1611 2010 2549 3009 3470 1451 2622 43M 716a 60 n 7101 f 832OLm 6'-6" (78") PRECAST 906 1239 2177 300 3031 3707 4A3 Soil 12M 2177 3450 5391 9m 1039 am T-6' (90") PRECAST 743 1011 1720 2LMU 2205 269a 3191 3Ms loll 1720 2661 3896 66a1 0467 6472 9'-4- (1127 PRECAST r 4 1" 1190 IM 2544 349i 2618 3302 752 1245 1645 25s4 34U 470s 6390T. 10'-6`(i267 PRECAST 475 00 1247 2093 2777 2163 25M 43 1052 15M 2093 2751 64! 4754 11'-4'(1361 PRECAST 362 581 945 13i6 IN9 2423 3127 40% 582 145 1365 lab 2423 3127 4009 12'-0"(144' PRECAST 337 540 173 1254 16a4 2193 21D5 2 540 873 1254 1684 2193 2805 3s52 13'-4'(160') PRECAST 296 471 756 1076 1423 a3a 2316 29L1 471 755 075 1428 1L38 2316 20u 14'-0-(1651 PRECAST 279 424 roe loos Isla Ira? 21n 2470 M2 701 1002 1321 1117 2127 2630 14'-8(1761 PRESTRESSED N.R. RR ra MR Mt NA MR ra 453 7m 1370 low 2243 2517 2712 15'-4'(184 PRESTRESSED NR 71 MR NR XR RR C1141 710 1730 73I733 lase 237D 2513 17'-4'(2081 PRESTRESSED NA. MR RR MR NR la MR Na 300 548 950 1]2a 1609 1549 2047 19'-4-(2321 PRESTRESSED NR, MR ru MR MR NR 235 420 7S0 1037 1282 1515 1718 21'-4' (2551 PRESTRESSED NR, MR RR Tat MR NR M uo 340 528 445 1114 11% 146a 22'-0" (2641 PRESIRESSED N.R. I MR 101 MR Nit NR NR 165 315 550 764 1047 120 1399 24'-0' (2881 PRESTRESSED NR NR wt NR NR NR 12f 25D 450 154 564 TOY2 1222 Ca Cwcm. SAFE LOAD PLF LENGTH TYPE SUB BF8 Rt,AiU 3'-6' (421 PRECAST 1025 1024 1598 4'-0- (481 PRECAST 765 763 1309 4'-6" .(54-) PRECAST 592 591 1073 Y-4- (64') PRECAST 411 411 745 5'-10-(70') PRECAST 34D 339 616 6'-6' (76) PRECAST 507 721 490 7-6" (9n PRECAST 424 534 363 T-4- (1121PRECAST 326• 512 230 10'-6"(126") PRECAST 284 401 180 11'-4-(136-) PRECAST 260 452 154 12'-O'(1441PRECAST 244 402 137 13'-4-(160 PRECAST 217 324 110 14'-0'(1681 PRECAST 205 293 100 14'-S' (1761 PRESTRESSED N.R. 284 91 15'-4- (la4-) PRESTRESSED N.R. 259 133 17-4'(MIJ PRESTRESSED N.R. 194 64 19'-4"(2321 PRESTRESSED N.R. 148 52 21'-4'(2561 PRESTRESSED N.R. 125 42 22'-0-(264-) PRESTRESSED N.R. 116 40 24'-0' (288") PRESTRESSED N.R. 91 33 C4g17+CR41r' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE[ V$-VLENGTH aFt2-17 I12-2T ant -If Ili-21 aF2D-1r 8F20-7r aF24-IT EF24-2T 6F26-17 IF21-21 8F32-lT aF32-2r 3'-6• (42') PRECAST 2955 4 4394 5263 6132 7001 2655 3524 43% 263 6132 7001 4'-0' (481 PRECAST 2305 3010 3815 4570 5325 8079 2305 MIR) 3315 4570 5325 60794'-6- 547 PRECAST 204D 2707 3375 4043 4711 5379 2a40 2707 3375 4043 4711 5379 V-4' (641 PRECAST 1016 17isE.11 n76M, 213a 3399 3961 1 4522 1016 1715 2271 2LU 33" 3361 4522 5'-10"(70') PRECAST gm1557 2 2593 3107 3120 4133 tg 929 1567 2010 2593 3107 3620 4133 8'-6' (7n PRECAST 83S 1407p 1153m 2529 27 3251m 3712 135 1407 IMS 2329 2710 3251 3712 7'-6" (90' PRECAST 727 1065 1624 2025 242 2827 S275 pq 1624 20L4 2426 2827 3225 9'-4' (112) PRECAST 708 Ills 1474 1815 2157 2SO0 a62 1315 1943 W59 2214 2619 10'-6"(126") PRECAST 575 91i 1198 1461 173a Zan a95 1110 1472 . 1753 2055 2346 11'--4'(136' PRECAST 504 60D 1037 1774 1513 1753 c07 1042 1372 1643 191s 2187 . 12'-0"(144 PRECAST 45e r 724 93e 11A u I369 1566E7412245509401302IS605el 207s13'-4'(160') PRECAST Sec col 715 964 It43 1323. 490 80 I139 1411 16 1a6T14'-0' 166 PRECAST] 6e 560 U4 999 1054 1220 425 717 1067 UN 1582 1407 14'-8"(176") PRESTRESSED 334 520 612 ass I7a 1131 95 6W fla 130! 151a 173415'-4" 154' PRESTRESSED 313 465 6n 769 911 1054 399 11 a ON o4 124 1460im IW cog 1T-4'(208j PRESTRESSED 1117 260 405 521 638 756 173 192 306 506 740 IJ 1005 Wlug 1471 19'-4- (232' PRESTRESSED 162 229 348 447 1,11 547 tm 647 747 146 295 429 a 623 p 1541 1059 1,1 1227 21'-4' (256') PRESTRESSED • 142 142 214 p 232 101 373 p 393o 537 480 I, 721 5U md 905 655 ft 1048 22'-0'(264' PRESIRESSED 137 107 295 372 462 546 830 137 223 35a 513 696 163 W9 24'-V(2831 PRESTRESSED 124 IM 297 342 " 416. 492 561 gm 1N 1D2 Ms 455 ic6 757 en U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 • SEE GENERAL NOTE RD. 18 ON SHEET 3 OF 3. U) TFif 4 ., rp 1RENTHES1S ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. I42oD41C71ipE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. NLyy ; ( j . YSuJdms code the Flclly ,//,,''/,F PItODI1CT R2iV13'DD 4 Ptnocr No p : O / ; 'Rd^,•Ya^CnN{NIIr IR/Ndi t14 t1]GL3 "no Aca ' o 19yz 77 0'• TE' , CRAHT PARNINO I W Da 7 .` Z L4wv1iD %• A' QU p/••! 4 6324CR579 SEE GENERAL NOTES - SHEET 3 OF J . O R G\? $EFfNER. Ft 37504 el •onyn`(' -" No 17 REV13JON DATE'• SS O' FL P.E. LIC. NO.44756 MEMOER oe „ Qf: u ..4 CAST-CRETE 8" LINTEL FABRICATION DETAILS p_• ILE NA90 OISLW-14 WO IT. IaA,G FALUD, Ft - tta L0. 4/7% xAIL• a0r q sW 1uN •, =+ DATA eyil7u ctaal9 IT. mm FAWA P.E. - 1E0. m 4Dsc 0IANM 9r. Fes s9m 2 or 3 ADS SAFE GRAVITY LOADS FOR 8" PRECAST w! 2" RECESS DOOR U-LINTELS R" DRECA, .12" MRS& DOOR DR.LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4a4nv SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8RU6 ORFS-00 1RF10-01 IRF14-OB B9FIa D9 69I72 IIB71-C1 EF30-eeRF{-u r610- uk5206 AVI1-m LRM-18 W25-IB W30-11 4'-4- (521 PRECAST 1635 1719 3]55 4346 5421 M93 7557 Iasi 3699 4S39 ao6a 9479 IDS33 4'-G' S4• PRECAST 1491 1520 306J 3968 4946 5f24 6904(/ 1755 3599 18T5 WW 9479 10593 5'-G' (6G' PRECAST 666 WIT 1770 2277 2839 3402 39M 1107 2491 TIM 11O50 7917 9311 5'-1 Or(70) PRECAST 810 MIT 1653 1600 1 2124 1 2649 3174 3700 1613 2342 4242 5639 1060m 74MI 8708 6'-8' (80") PRECAST 797 901 1825 3120 sal 7747 9448 7350 101 1825 3120 Sae 7915 1479 101 7'-6" (90' PRECAST 669 755 149D 24s9 J77c 5743 MR 3623 765 142D 2459 J77i S743 a991 019 9'-0- (1161 PRECAST 411 466 rig 159a 2253 3129 4091 3149 526 f!f 1568 2253 3129 4150 M SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU 4'-4' (521 PRECAST 758 757 1164 4'-G" (54') PRECAST 694 693 1073 5'-8- (68' PRECAST 408 407 655 5'-10"(70-) PRECAST 382 381 616 6'-8' (80r) PRECAST 595 788 464 T-6' (901 PRECAST 509 674 363 9'-8' (116' PRECAST 370 490 214 1) THE NUWERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 SEE GENERAL NOTE 18 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 GENERAL NOTES 1) 4.Itdds: 12) U hk r. r..pW.W d Qh 6-1I2' W4 • id...1 IU .& I. .owrW.Y fc a' prr.d UW = 40M p.l I," rd . rWy rd 9.w11.q Yo p,.0 m4 Wet • li11hhht100 fdr. r•+ • 3000 .r mra..r 3/e .Nry.Ie 13) IU r.IW Moq .I 9d.1. insl.9t. Y cd dw g ctc n..w 7 6 .tW low c 6" d .b... ,pW4 w a ,dw. 1b WU C 226 r .Or s/FraN w.6nf. Coonnenl. 'eawq w1s O-tO Nr ASN n0 .iOr .•nrtrm n.l rg m.prw+. sU tloo p1 rlw. W ASW A5115t Ne 60 14) U.wY 1.NN ;.Aw"o iy d0. mOnl (jWs r ryri) w• Iwad.1 IINu+) Y-.s story k dded fr IAt unto' id I.aSni A6 IM Id e., q. mrldr }a ISNC770 N", G" 270 In W-tinTYI• VW c.&.0 MI ArtN AsfU"d In I.0 2) As uk Y.4 wbin WN m rkiem 4 Wi mmWl btJs.1. S sde r Ikd I.N S.I. h.dt..W low EIGFs1:S WW.SWdi 1. Wd9 tmiiyInsi M is 15) F.r -".b MIW f.ipbl. ad Fb.svt - N . Yob Urn d I.- btot s:wmr 6 1/2 htFTts. I61 Fr SAW YMIh. 60 *-N W s.f. We M ml hN.d WO.t - 3) R.tiW 61 -4YItr b.4 .d bud ) 6& 17) SA Y.k r. tgsdmp,d d...M. Y4aa 4) Th. _m . I. W.*.ed. wo la W. Prod W.B. Ir V." 40 W ddW r,W. Ih 3d. WO ksd to nliwl ..dq. anti. Nr AO 570 W ACT 7L Ina* lliV U.Id IF32-12 ..Y gqw.2y U.6 - 6472 0• 156 w4sian 4 1472 (M) - &%I pa 19) Ma -A YMd Yd c.F.,h cu b..bW.4 yy ti an- .y fwid-g 4kT wrtcaf.rtd .b m wq u4Os (q].D) .bas Ih. Gid. Sm .IaW ..left. 3) N ideY Md r tueN V360 tld_ II L Fuel , row m 9dt 1 t IF4 T7 -f 4N iMl —U r tsegN l/1B0 ieOedYt Ug Y T•i9s4 Y r ..e W Mr. a tlr Col. sri:.. I6o4.114i1 m •Ian 6) Sl.tw IRe4 ides o "W..S 7) 0. 11 rekt mq 9t .r"i Ir 1. /5 nb- 1) 6mwaltr/4twcDrtd 4( kw mnl cw* .IU 0. .44dad ed/ r W.eb.d 4. MI& 9) 1U 4r14w wq -W.I. ge K.w4 1«6 tr4m N. N1. IsM wr.. 17 t4kd. tlq 0e mr5.•'n I." m4.Fld ..d .let d 4--q Ore MA 10) RA - Nd Wd II) RAW. reld &,A I" W k "A d Ne k'La 41 Ik Wel .4ray. 1/2- CLR T 4- 4-am SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH ISM - AT M5- 2T W10- IT 8RF10- 21'R BW14- I lRF1a-17 IIUIS- 6RF 22- 17 Gt MI W71-IT BRF75-27 ORF30-11 BRF30-21 4'-4" ( 52') PRECAST f1D5 1668 3056 3751 4M5 5140 905 1i® 3O56 3751 4445 5140 4'-6- ( 54' PRECAST 867 1604 2933 3607 4275 4243 887 16a i53! 3W7 4275 4N3 5'-6' ( 667 PRECAST 675 12 2326 2854 33" 3911 675 1269 2326 2854 3W2 3911 5'-10-( 70-) PRECAST 6.55 1207 2251 117-lo 3286 219f MS 12M 1746 2259 2773 3256 2799 6'-8- ( 80') PRECAST 570 929M 1530 196C . 2429 287 n29 570 Imo 15M 198o 2429 2679 3329 1'-6" ( 9D-) PRECAST 506 742 . 1354 1765 216 . 2567 2968 506 898 1364 176iS 2166 2S67 2968 9'-8" ( 1161 PRECAST 395 4 a84 1222 U' T) 14S9( 2180 . J95 SW 1072 1JB6 1701 2016 2331 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION F F - MEDD ICDI CM / U - UMtUD I OT MITY OFJS REM of Wil. CWITT 8F16-1B/ ITT rouxAi imi I t-awwm OF Is MMWL ImIllJRMA1ATTOFSEESAFE LAIM LDAD TABLES FOR LOAD RATINGZ DIM EAM AWOIDNALREWORCEDCYU ( ROW FULL COURSE PRODI1n,RHNEwm js IlEBAR a Wi Cac F A •7 GR60 i4taP!mcetvo[i o12. IS IEIIAR Al TOP UK (0 IEOD 1-1/ 2' CLFM CAM c. O10UI IS WM AT 1011951 OF Will Cam 7-5 1' Amm IIDTI011 REDYM1W mm m IIIWIL 1• NMAKAL W018 7o ; * : OF/ ;• CRAAIGPARR640 6324 CR 579 SETFNER. FL 83594 FRfMcr1mvLsry 1fit C. sriW.he hbrtA Ath,910. ALf! Q.%-OZ 6 RF , I fil i.. . .. . ....... 4T LriT.7 IVY k7F / L\f d3111(: fi1QTiIl.: ffY/.1•YL•T: •FABRICATION r..scar:la• n•1avl.'tT.r. `nm : 6: "IF•'3;'11 P 1FdJ1Ti:Il;71i Fi7 Ci1` 1/LZI/Lt1L7 L!\[.T91:L1r1> td'/.13d MA V ltT* In\(M91d>1: 11:63:41P4k11.L` I:Yi PriCE I M [AM I-DADE NIIANII-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONONUC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADNIrMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE Or ACCEPTANCE (NOA) wtnv.mlamidnde.eov/ccouomv Cast -Crete USA, Inc. , P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials, The documentation submitted has been reviewed and accepted by Miami -Dade County RER Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. , DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1,. prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the 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 itsdistributors 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 Helmy A. Makar, P.E., M.S. MIAMI DADE COUNTY_ r -- _ NOA No. 14-0903.03 f Expiration Date: 09/11/2018 r, rJ Approvnl Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1103-060.5.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet i of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and DrenvingNo. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Scife Load Tables° sheers I through 3 of3, prepared by Craig Parrino, P.E., dated dlarch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrh o, P. E. B. TESTS 1. Test report on flertn•al testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled k1odels, toral of (13) concrete lintel specimens, per AS'Titl E-529-94, prepared by Applled Research Laboratories, Report rVo. 30404A, dated 04110103, signed and scaled by Christopher A. Manton, AE. C. CALCULATIONS 1, Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed b)) Craig Parrino, P.E. 2, Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualio, System .Manual for Cast -Crete ,Machine Blade Precast Lintels revised on 11i11) 1, 2002. 2. Cast -Crete Quallh, System Manual far Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-.0320.09 A. DRAWINGS 1. Dra ving No. FD4612, titled "Precast and Prestressed Lintel Details`, sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmving A'o. LT4612, titled Cast -Crete 4", 6" & 12" Lintel S'gfe Load Tables", sheers I through 3 of 3, prepared by Craig Parrino, P. E., dated &larch 24, 2003, last revision dated Nlarch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. B), Hiami-Dade C'otn q, Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. t f HW6y A. Makar, P.E., PI.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date-. 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 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 1larch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets / through 3 of 3, prepared by Craig Parrino, P.E., dated 11arch 24, 2003, last revision dated March I /, 2008, all signed and sealed by Craig Parrino, P.E., oil rllarch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE By iVianri-Dade County Deparlrnerrt of Permitting, F.nvironmeni, and Regulatory ,4ffairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-orn Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Alianrl-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. r Uothly A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/1112018 Approval Date: 10/09/201 d E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining 1V6. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated Afarch 24, 2003 and Drawing A10. 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 flugust 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations.for Cast -Crete Lintels, dated 08/19/2014, pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miand-Dade Count), Department of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. C. OTHER 1. Letter front Cast -Crete USA, lac., dated Ifugust 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hcl 4ahar, I'.E., 141.5. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 3 940MoHIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELST 4" SOLID LINTEL DATA TABLE RUnl OmiItJI}s1 Jai r i M IMI 6" PRECAST U-LINTEL DATA TABLE m r aairaoma..'7ema©aoi EvrallIMME Lass: MOMMU c,Mrvao r lot®•1 I+. rtearrfsr7nrtatar aara r$r m-trrn,,,,rarv trr+nrta©oo nr sTsa riuc:rrar r str7nrtatat,a no rravrssnEatra searran9rla rr Maomomrta:l:art rri sucs r>r o rrrMvnzmrts:l n BEM11 ID®[Lr:1JRg1i 3 rFit9ra90 r r mmritao 12' PRECAST_ U-LINTEL DATA TABLE nI G-70W1u 710 913 mrmu aIr rao, r[tar TAT LQJaVA=Jtl w 139" ate®gAm O=3aI71s uo-at<a' DlEL:.1 t tttttl,i ti lrt.LTi d iF/[EL Ci Ci aOo 9MMUMwrtarnivarta tsraoa,irralt"o EIeta EIM)IIIIIIIIIM tr»v ctartaJ:trmmrr 1 artar mmarr>ttstlmea tnMOWN" ar ma;ar am m"®93MMLIroar rua noom. m®KXEM LIEE"i dmC3i G5I" m=ti 7 IVIFJctsu:.aEL"QLii.JmC1 rlela7 12' PRECAST W/ 2" RECESS DOOR U—LINTEL DATA TABL TYPE "B' TYPE "A'_STIRA 6" & 12" PRECAST LINTEL REINFORCING CAGE 'FABRICATION MODEL INt V}OIOLIL} ofD}1D111.X 6 It0N0[O rOt'M'UCr A'r.OYA- rt e MDILCTEO ITT LAWS AND CANNOT .E }EMODYCIO OR DMA18 ED It w TIE PRIOR NMTEN Mow CAST-C}CR Z ..G L 11. ErJfDL1Y St1w 7/DE w A= AAM 11. #ti AO 15 1M Wt N AIIN AiIA L ft.C.Eit S1TNGfq M1 . YD. W Nt IIL . IINC. ND 1! YC. FKCAST'n . r...... - M • NCNI .D11R5 E A. AMTIM S110.N4 . AND NC OIW IDNTM " - MI l MOM TK TDLLL MUM Or .TW M .TO AIL "'W" .R}IYY T.DN r DID OFTM[ .ONT.tCI.. GCG la Q4YTt - ND. OF tM}v 4. TAM T.f .M..wl. G.0 rAYNCA110Y MDR Awr A..o7T.0 MM OWL t NM ..ee N N TO K run. MIY EN.. AND IS .101 ".IR} Arm maw— r. 701.N. E CnM rw EA.7N IN.. G PA rr'7 G• CEN' 0 pxunucr I<i:vlst:u M mnDlYint.• iDN IN FW:i.DO. 4 pShcdi- NO o3 AcuPlzw" —-7 S'- oqc is 7'• 4' CRAIG PARRWO IyiuD lfiNu= 11Cy( Z{-."1& tl s-` A' A 0, 6324CR579 CI C 1f0 SS/OAIAL `,, SEFFNER FL33584 Nsmfs wRECAST AND PRESTRESSED LINTEL DETAILS wai t;_ tM-IIDF.MU""us SWf: AS SW" rD11C 311t5 own rt: Cox P WG. Dt NAM mull SWM.. I a I GENERAL NOTES q IAredrt: r. 4' r•nd Wel - 3000 pd r. r k 12' 't Edd - 6000 . 4 P-1 wo4k mwrrrm .ch-S7-J-t- arv.b mnnuy uab fCYln pv p0 .N nwwrn net am twnr•sw..WeSn4OO i 1900 P. reWr pw II MASTI5 Crud. i0 rn.rlor per ASIw C270 9'n u a s 2) Male IoW WW= losed m rn it poem 4 Wh mmk.l IonF7 m.-t b. r.de.0 07 20i ii bwag kAA k lev 6wn 6 1/2 ks1w. P-k WE ewtar hId oW heal pkb. 4) Th..0— k1 prmthne W -ta 01e pwera ndc6w: Ir greie 40 6rW odded mba. 14z :d knn2* $42S (16) - 1222 pl(142ep4 5) Ad WA h mat r ease/ VSW kllw6on t-1— (aid typo 6 a 1xi IT-4' A b"4 meeb .r used LA180 4dkc6oa U. t. [mW t..,AC— me 1M Hodd. 8ad-q Cde S.W.. 160411 w .pp6c K. 8) Sae Qkd MWI& o r.*ieed. 7) 4- ..0 69r4. W 0. keldkd -/ 4- 4-., h.iemld .rW 4' l.rrmlm -tc.L 8) Wd4W11m/.t1..W.nt r Wei meet .w-py .;th W wddwtufdrd3.f dn+cWrr d-e•IK LL 9) The "-w may mWt. comwkoted Worn I m W nl. Mad l.kki y taol:n6 W m .d.;— -i.0 q m.mmt .M .hw d d-or y 4om th. roa of -upped. 10) N.R. - R-t Rr.d 11) wWm rmw ad" rdw W k kakd .t Wr Irtlam r th. P" C. *. 1YPF DESIGNATION r r - Iuo v r .•u1 / - -win ro0N1mmr avw 12F16-2B/2T Wow a " mmo pv M. wUt•.m M I]• e.di. 1) CWtO A I• le.p. y t! 41l ml — ID 1l• 1-IO] mIw Ia..-o. 11 S - ACTUAL Iep.-fD w IY68A'ra1 12- NOWINAL VADTH 12) r 1t 12' U A& — mn odwed .:1n 5-1/2' W q wkh.. a Ur .,.& k u) Th, t w w0a..1 wd. bd.&4 k . udw .mask r ,ryy rob Ina 1r-e toaky W .1— Wpr.W h —,d— ."a MTN C-125 a aftw .pp—d ea.lk4 14) U-drl kod.e rn.sane * ah ..,eea ((9 or .yW aW h d mw (Iaaa) I.N. J-w M dra.:d f•r Uw .emAlmd rely rL W ktllrq n..4wc APpw —6u1 lo.d 40d )wst.." W-d S.1 eulica I ow + S14 hwll.rr Ind i IA 15) rw =pmft. bad "ble pd *1 1•. nk I.W I,— nd I.-e h.W Iho.n. 16) Fr Loral W4h• rot .pork l— wi. r.d Iran MA kn t k*h .b- 17) sa. W.i .e. ape r#. a .lor.tl. I.Wi 18) 5.1. b•H b—d .. r.6" d*n .r *.k pv AO 530 wd AO 31L 19) Add6wa M 1 W.d c.p4tiy .•n N .DkkW 1YY W 4-,'nw by prwil q a14Arolre:r —W c.-ad. nw.a7 w81 (POW) .h.>. the bl.' Su .k.9 W. 1/2' CLR 6U8 4S8 6F32 MEMBER OF lgff_ LOADRATING 1) 15 REBAR FOR 6- LKIELS SAFE LOADS FOR 4" SOLID LINTELS 4-4-c • GRAVITY TYPE LENGTH 4S8 3'-6- (42' PRECAST 1180 4'-0- (0PRECAST 959 4'- 6' (541 PRECAST 789 5'- 10'(70') PRECAST 460 6'- 6- (7n PRECAST 360 Y- 6' (901 PRECAST 260 9'- 4- (112l PRECAST 156 10'- 6-(1261 PRECAST 116 4- 1-e.4t4•n UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'- 6' (42 PRECAST 687 371 4'- 0- (48' PRECAST 597 320 4'- 6- (541 PRECAST 529 258 T- 10-(701 PRECAST 407 148 6'- 6- (78' PRECAST 366 118 7'- 6- (901 PRECAST 200 87 9'- 4- (112-) PRECAST 187 55 10'- 6'(126') PRECAST 152 43 2) 15 REM FOR 12' UNTELS 12U8 12F8 12F12 12F16 GR40 or CR60 6F8 6F12 6F16 •,. `• , _3 hu t :. :. ; •,.{. Teri Y.• g • 121728 12F24 12F20 PFtOD( 1C1'rtliViSliD i; i,:' bwmplyin9.iC1 Ur,: Flmrua p1s7F *' BwlamYr.11e p( r l % ,•j : CRAIG PAF1RINp B InU.n uaegA RIO6F28 6F24 6F20 ' s/N.....,' SEFFNEF R 3358q `s /ram_ VAL fiN- FL REUC.NO.44756 1rtv- CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ra xule 06suu 14 0eA1nl rt: JW.M Aaulm 1 scut: us. 1 MSC !/74/Ll a Ea(0 rt: Cf= AMw10, PS. - tEG. NO. 44754 D8UM M U412 SHEET I ar 5 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4~4_m SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 60 6FB-18 6F12-10 61`15-18 6F20-18 6F24-18 6F28-13 6F32-18 S-6- (421 PRECAST 2332 2675 3392 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10-(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 V-6' (781 PRECAST 949 1078 IB31 2850 4326 6737 8297 9357 7'-6- (90' PRECAST 779 863 1459 2188 3151 4524 6654 9357 9'-4- (112' PRECAST 584 660 1056 1523 2084 2795 3731 5017 16-6'(126' PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-D'(144 PRECAST 425 477 744 1042 1377 1769 2238 2808 IT-4'(1601 PRECAST 373 417 646 595 1170 1485 1852 2285 14'-0-(168') PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 985 1195 1437 1HE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 f... Y SAFE LATERAL LOADS FOR &"PRECAST U-LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 1/M„ SAFE LOAD SAFE LOAD POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 6F8 RCMU LENGTH TYPE 6F8-17 6F12-11 GF16-11 6F20-17 61`24-1T 5M-IT 6F32-It S-6' (42' PRECAST 587 1055 596 S-6- (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 487 787 445 4'-0' (48' PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (54' PRECAST 416 609 344 4'-6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5-10-(70-) PRECAST 300 350 198 5'-10'(70') PRECAST B31 1222 1600 1979 2357 2736 3114 6'-6- (781 PRECAST 263 496 157 6'-6- (78' PRECAST 723 1097 1437f1 1777 2117 2457 2797 7'-6- (90-) PRECAST 222 367 116 7-6' (901 PRECAST 648 8631y 1249 1544 ml184014 2135,0 2431 9'-4- (112-) PRECAST 173 352 74 9'-4' (1121 PRECAST 575 5710a 980 r, 1252 1492 1732 1972 10'-6'(12n PRECAST 151 276 58 10'-6'(1261 PRECAST 514 462(" 757 1121 1336u 1551 1766 11'-4-(136') PRECAST 139 311 49 11'-4-(136-) PRECAST 474 404tn 685 IN 985 1213 1442 1645 12'-O'(144') PRECAST 131 277 44 12'-0'(1441 PRECAST 454 367m1 619 888 1093 1299 1506 Lj IN-4-(16CO PRECAST 117 223 35 13'-4-(16D-) PRECAST 402 308 516 736 9D6 1076 1247 14'-0' (168') PRECAST 1 1 1 202 14'-0' (168 PRECAST 368 285414 475 677 832 289 1145 17'-4'(108' PRESTRESSED N.R. 130 2'1 17-4'(208' PRECAST 2S3 208 33B 475 585 693 B03 SEE GENERAL NOTE 18 (1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 G PAR C7. BENS 44 2,: T 91 PR'RODULTrwylsgD 10MOWa llh'l- Florida Acm Dl+pulwa"uw ro F b T tS` CRAIG PARRINO er I8R1G: 6324 CR 579 WfX um s/oINIAIEa% $EFFN FL usm nc'onvnl 41unu11•, FL.P.E.UGN0.407% mm-CAST—CRETE 4", 6" do 12" LINTEL SAFE nc xiu2 !!s a 9uK1 a: -- uaul9 I stue 4AT0 3/24/07I ClUC119 12: WX /A1210, I.T. - a0. 00. 44154 ( Dh%U0:NO. MCI SWIT 2 OF 3 LOAD TABLESI ML DS SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FORI2EP FTEART II IJTFI R SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 4AN77 SAFE LOAD • POUNDS PER LINEAR FOOT TYPE LENGTH 12U8 12M-28 12F12-26 11F15-26 17120-28 IM11-28 12F25-26 12F32-28 3'-6- (42' PRECAST 3428 5000 5838 7619 9352 1IC60 12755 14438 4'-0' (48' PRECAST 2923 4232 5&% 7619 9352 11060 12755 14438 4'-6' (54 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10"(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 1443), 6'-6' Qn PRECAST 1383 1986 2679 4196 6421 10032 12755 1443ft.. 7'-6- (90' PRECAST 1138 1628 2131 3218 4676 6756 9763 1352 9'-4- (112-) PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6-(1261 PRECAST 614 1043 1295 1853 2515 3323 4334 5632 I V-4-(1367 PRECAST SIB 945 1162 1649 2216 2893 3719 474 12'-0-(144-) PRECAST 456 978 1073 1513 2020 2617 3333 4206 13'-4-(160 PRECAST 359 767 926 1294 1709 2188 2743 3409, 14'-0'(1681 PRECAST 321 720 865 1204 1584 2017 2451 3106, 17'-4' (2081 PRECAST N R. 451, 631 p 881 p 1141,, 1428p 1750,,, 2102 19'-4' (232' PRECAST N.R. 343, 477 p 700 p 925 D, 11521, 1380 1609 1) INF NLUIDET6 N PMERMESIS ARE PEF CDO REDLM" FOR GRADE 40 FIELD ADDED FEIAR SEE CENIM NOX N0. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 4-11-`RM SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE UR06 12RF6-2612NI0- I2RF14- WIWI 12822- 12U25- 12RF30- 4'-4' (521 PRECAST 25M 2942 5468 7584 9640 11669 13679 15679 4'-6' (54') PRECAST 2319 2740 546B 75B4 9640 11669 13679 15679 5'-8' (681 PRECAST 1347 1341 3555 6395 9640 11669 13679 1567R 5'-10-(701 PRECAST 1259 1758 3361 5954 9356 11669 13679 156 6'-B' (801 PRECAST 924 1430 26M 4415 6884 1035 1257 1480q 7'-6- (90') PRECAST 703 1203 2157 3494 5259 7922, 9623, 1132a. 9'-8- (116' PRECAST 389 843 1451 2157 3203 44270 5417 6360p j) 11E KIDA R1 N I-WLYMS6 AM PBIOENT REDJJC11016 FOR GRADE 40 FIELD ADDED REBAR SEE GUFRAL NOTE NO. 4 SAFE LOAD PLF LENGTH TYPE 12U8 I 12FB RCMU S-6- (421 PRECAST 1295 4841 393 4'-0' (481 PRECAST 1295 4841 2991. 4'-6- (541 PRECAST 1049 3922 2417 5'-10-(70' PRECAST 681 2547 155 6'-6' (78-) PRECAST 579 2167 123404 7'=6' (901 PRECAST 474 1771 914 9'-4' (1121 PRECAST 355 13261 580, 10'-6-(1261 PRECAST 306 454, 11'-4-(1361 PRECAST 278 3886 12'-0-(144' PRECAST 260 r97 3413'-4-(1601 PRECAST 229 278 14'-0-(1681 PRECAST 216 251D 17'-4' (2081 PRESTRESSED N.R. 633 16;,I 19'-4'(2321 PRESTRESSED N.R. 534J 130 C SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12FO-21 12F12-2112F16-21 IV20-21 12F24-IT 12rA-2T 12F32-2T S-6- (421 PRECAST 2752 4287 5613 6938 8264 9589 1D915 4'-D' (48') PRECAST 23M 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5-10"(70' PRECAST 1623 2527 m 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 2269,2972 3675 4378 5081 5784 7'-6- (90') PRECAST 1767 256 3194 3806D, 4417 50289'-4- 1121 PRECAST E1444 11712006 2590 3087 3583 407910'-6'(126) PRECAST 941 1612 2281 2764 3209,E 3653tv 11'-4-(1361 PRECAST 129 1404 1982 2441 2902 3364 12'-O'(104 PRECAST 814 A 753 1269P 1788 2201 2616 3032 13'-4-(16D-) PRECAST 678 W 633 1057 1485, 1826 2169 2513 14'-0-(1681 PRECAST 572 to 586,iri 974 1365p 1679pi 1993P 2309 17'-4'(2DBI PRECAST 434 427 695 964 1182 1402 1623 19'-4'(232') PRECAST 366 370 593 817, 1002 1187 1372, xc ucncrvrc Hurt ra I ! J) THE RMIERS IN I'MUTIEW ARE PERMW RCDUCDONS FOR SAFE LATERAL LOADS FOR GRIDS 40 FE1D ADDED KM SEE GENERAL NDIE 4I1 4 12" PRECASTwf 2" RECESS DOOR U•UNTELS SAFE UPLIFT LOADS FOR 12" PRECAST w7 2" RECESS DOOR U-LINTELS SAFE LOAD PLF SAFE LOAD -POUNDS PER LINEAR FOOT TYPE 12RU612RF6 RCMU TYPE 12RF6-2112RFIO-2112AFI4-2 12RFI6-2 12RF22-2 12RT26-21126F30-2LENGTHLENGTH 4'-4- (521 PRECAST 1295 3692 258 4'-4- (521 PRECAST 1626 2685 3746 4806 5857 6928 7999 4'-6'. (541 PRECAST 1213 3458 2417 4'-6- (547 PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-8- (681 PRECAST 784 2236 16509 5'-B' (68") PRECAST 1210 2042 2850 3656 4466 5273 6081 5'-10"(701 PRECAST 747 2129 155 5'-10-(701 PRECAST 11J3 1984 vx 2769 3553 4338 5123 590B 6'-8- (801 PRECAST 602 1716 1170,6'-8- 801 PRECAST 1020, 1538 2426 3114 3802 4489 5177 7'-6' (901 PRECAST 504 1438 914N 7'-6' (90') PRECAST 904E 1226 2163 2776 339D 4003 9'-8' (116') PRECAST 355 1011 15 " 19 ;8' (116') PRECAST 7031, 771 1472 2181 2663 3145 j; NJYIERS INPANENTIFR56 ARE PERCENT REOUMNS FOR G .• 40 FIELD ADDED REM SEE GENERAL NOTE NO. 4 lRnDOcrttrvl447 rhoqc. hHl the llnri la T E F)t% A o4p c`c"Y c oP,o3P+-1 v16n Dak 1 ,•. C' R10P.'C .` C6924CR579 ly` S'S C G` SEfFNER,31 33584 SEE GENERAL NOTES - SHEET 1 OF 3 Aa44VAl E4,` FL. RE-ILTE,bT0W.% M1malDnde vt „ ,Y MEMBER OF A ti, L1`. CAST-CRETE 4", 6" 6E 12" LINTEL SAFE LOAD TABLESYA0 ZhICPIGERERAL REV ION 14 FRE NANL 0151117-14 n: Jo11AY MUD e'.Ir. DATE: !/:lroA i0CYEaao IT: CIUS PA01% Pl. - ISO. NO. 4475E RTS 1AARMC: W u4Eu SREa S OF d M AW MIAi1'II-DADE COUNTY PRODUCT CONTROL. SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) t 1805 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) ivww.mlanddade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to cotnply with the High 'Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch high Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parriuo, 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 X14-0903.02 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. on D te: 16-0126.03 2017MIAMFDADECOrun. W UNTY Expiration Date: OS/21/2417 04/28/Zo/6 Approval Date: 04/2881016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED L. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "CastrCrete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet'l of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ramon, 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 #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06120/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04125196for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02129196 for 95 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 #84-M20749 dated 04105/96 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 95 rebar by Birmingham Steel Corp. FIVIny'A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 1 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS_ 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and, Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed, and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report'on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, 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: 05/2V2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 406-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details"' sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated .Tune 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. W Of HC=6 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05121/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS L Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on .,Varch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details"' sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter front Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0I26.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1, None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. i-= w. a' H&W A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 5 AST RET49 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS i,:'+'y' A ; % ." .'Q.i ass PRODUC[ RCNcweD 0 4On147in1 trtlh the FtmeB SWI61.9 Clldc AcacplMlet NplJ2- Yon T2 Ma D> r Do nIDI Ca1td 1 S' PRECAST N/ 2' RMS. CDC• E MU R' PRECAST U-LNf[L /NISINFSS[n U-Lluftt TYPE V STIRRUP 7/32" 0 BR STIRRUPS S ro STIRRUP DETAILS uw N. Tx 7/32" f RA STIRRUPS TYPE " B" STIRRUPS TEL B- nSTIRRUP DETAILS f 10 N.0 PRESTRESSED U- LINTEL DATA 'TABLE LSHf L YO UYE LIlSI N S AGt10 n0ilu0F 1411I1-e0.1''//34 5.2 7/32 3 7132 R 4 -S 0 S IS -4" 2.140 397 7 2 TAR 1 -3' 7 2 BAR 1S -2 4 0 - ' 17 -A 0.1 SR E39 7 31 BAR 1 -J 7 32 RAR 17 -2 4 0 3'-A' R IF-4 0.7E 1 32 1-3' 31 1R-2 404-2 0 21'-4- 0.I84 737 7 !BAR 1 -3 to -D7/32 BAR 7I'-2' e • 3'-B 3 4' 10 22'-0' D.x00 RII 11 IE 7/ 32 BAR 1'-10' e O 3'710 3/8'10 24'-0"' 0.211 115 to -D 7/32 BAR 23'-10` 6 • 4'-3 tp' 10 ROB' A 1: :; Sr l Y t$i F in:1:E tt}} 4?•IL T,r`OYnC r.llf i9RID'iII l®r to pia"ff= d Q.7C_lv._lp;71TqYRF7 Emi©QO rromiamiorzFi u; arra:sisrnl v!Tr°ii©ao OCilEl ii1Q111JftJs11::1 A'fi VtYIZfJ IEiC'Rr rF Qli,7r•Lt Kim ria:{ 4rrnSvsF. rrs oa ON r,•' 11R '.' fllsf W •Yuf YG DPf 'I' itMaNi W aIMII UAiIY TN 'A' i1- 3' • P u rx" view R[ un LNTEL REW[CRCIMC CACEr1.1= 110N YCDE1 ' niiuu uCAR J E4 •C rerun mi •I• Suave rIrR+A AT ore I I f rt Tt a' NFSTREt.[O UNTR INECRCNG UCE F1R ICATICN Y CII 8" PRECAST U- LINTEL DATA TABLE rr!!{{••77 T TI g tffCi t•Si TQ v.r err•-Etiu lrwr• i1:.91'Jilid'•li,'III.'1 1RE>t®r I2®r no Cli FFF]7ir! lY3IS1©CDM©Q0 k1CJil7lfII.9F]QiWL1t MEN" rt a; ar i rc rrr rrr'aamRo m®n rr r ar Eo mma rr.lr I[iQiiFmE= 1 r 3 i IEF raCiO ire nrri i K=ra= i>x+rE om+ TINS MO RIETIRT MTORWTIox 6 ROHDID F011 NOWCT AfIROYAI ITn PROTCCi ED BY COPfSN. 7I1 RAM AND CANNOT RE REMOOVCEO OR OISTRDLRED 111NOUT 11¢ R10R M10TIER CONSENT OF CAST-C.1EIE USA INC. B" PRESTRESSED U-LINJEL aum Ru. 1. rIRTGROM STEEL-. 7/ 32 RM ASI4 ASI01 A f4. 0, NOTE, DE TOTAL NWRCR Of S7111UPI AND /f NEW OWE O0 ASIY ARISI 7/I9 — REOIARID IS COONIED STARTING FROM EACH OLWUCR l7ORSI LOtl-1111 A NN PRESTRESS RO END Or THE RENFOSCM, CA.OE: MR CSAWU SRTAND AS TY MIL - MO. Of STIRRUPS . 4. THM THE S. ISYICRCIC i1R01ti11f: f.. RSGD nl roe R. REINFORCING CACE UODR RYONS E SDINIMS PRISTusus URIE]$ f. " 4000 PSI FOS ALL FROM EACH OW. PRECAST a INOI INTCES. L SA room or POLTriornaE navas PER S. INITYLL PRESTRESS FORCE - L7O R EN• CU.TR Of CISIV1CTE MAY K USED DI LA71 Of MWXESSED LINTEL REINIORCINO CAOf 4. SIRPfW01 SII NI PufuESSED TO RESM UFIWG AN$ HANGLRIC FORCCS. G •ENS PRODUCrituv19ED I1WII) cndLnR Cng CaR 1•ith CuFIDrIJGod: Acaplancc No -o03. 02 CRAM PARFUNO SEFFFNERFL MAEmlu. t a taus FL.P.E.UC.NO. 4475B IT11F: CAST-CRETE 8" LINTEL FABRICATION DETAILS FRE RA04 015011-14 I away, CIUp MABR0. t.E. -RED. R0. RUSEI wAm 101 m 3fAlE SAFE LATERAL ADS FOR SAFE GRAVITY LOADS FOR 6" PRECAST t9 PRESTRESSED U-LINTELS A' RFc ST R RFSTRF-RP;:n I.UMLS SAFE UPLIFT LOADS FOR 8" PRECAST S PRESTRESSED U-LINTELS Cwst- ,w SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH BUB OR aF12-09 BF16-M 8F20-OR 4F24-08 U28-Oa 6F32-O9 1IF6-IB 6F12-18 IFI6-18 6F20-to 6F24-IR 626-,e 6Fu-v 3'-6' (42' PRECAST 2231 3069 3719 6143 leoJ 1054 9502 10ls1 3m 4605 113 7547 6974 1039, IIwD 4'-0' (48) PRECAST 1966 2551 2751 3020 4810 5951 7034 8107 2693 4w5 4113 7547 n74 10394 IIw9 4'-6' (54 • PRECAST 1599 1969 2110 2931 3763 4570 5400 6224 2189 4375 113 7547 6672 10294 1164 5'-4' (6M1 PRECAST 1217 ISO 1435 190! 2590 3123 36M 4249 1e63 090 s]65 7517r'2U 81]J 10127 5'-10'(70' PRECAST 1062 ISM 117J 1931 2000 3009 3470 1451 2672 43w 7148 , 7181 a721 6'-6' (76' PRECAST 906 1231 2177 34w 3O31 4I63 5061 1238 2177 3450 5111 1039 WS 7'-6' (90 PRECAST 743 1011 1721 2532 2205 3191 M5 1011 1729 2961 16n 94979'-4• 1121 PRECAST 554 622 1160 1625 2564 2811 3302 762 1245 1643 2564 I 4705p, 6M 10'-6'(1261 PRECAST 475 5m 890 1247 20l3 2777 2153 2616 643 1052 1533 2013 2711 3843 4754 11'-4'(136') PRECAST 362 WE 945 1366 1944 2423 3127 4006 582 945 1361 1846 2423 3127 4008 12'-0' (14A7 PRECAST 337 540 As 1254 1584 2'93 2605 3552 540 873 1254 1684 2193 2905 5.52 13' 4'(160 PRECAST 296 471 lss 1075 1426 163e 2116 2ew 471 765 1075 142' 18J8 2311 14'-0"(1667 PRECAST 219 424 Oi 1002 1328 1 7 2127 442 705 1002 1320 1697 2127 14'-6'(176') PRESTRESSED N.R. NR NR NR NN NA N4, 58 763 1370 1902 2245 251715'-4'(1841 R263PRESTRESSEDN.R NI NR NA la41271071IT5073I733203a2] 2017'-4'(2D8') PRESTRESSED N.R. N!NRNtNRKR Hal 3w 549 mo 1328 1409 1849 2047 19'-4"(232') PRESTRESSED N,R. NR NR XR NA NR IA ITS 420 150 1037 1252 1515 17t8 21•-4'(255' PRESTRESSED N.R NR NR NR NR NR NR Alt Iw 340 m m 1114 11% 1418 22'-0'(264) PRESTRESSED NR Nit NR NR NR NR NR NR 165 115 550 734 1047 1285 I3l9 24'-D'(2881 PRESTRESSED NIL Nt NA RR 121 250 450 154 G4 1092 Im n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RE9AR SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. SEE GENERAL NOTES - OF 1r SAFE LOAD PLF TYPE LENGTH 8U8 8P8 RCMU 3•-6" (421 PRECAST 1025 1024 1598 4'-0' (481 'PRECAST 765 763 1309 4'-6- (54 PRECAST 592 591 1073 5-4- (64') PRECAST 411 411 1 745 5'-10'(70') PRECAST 340 339 616 6'-6- (781 PRECAST 507 721 490 i-6' (201 PRECAST 424 534 363 9'-4- (112-) PRECAST 326, 512 230 10'-6'(12SI PRECAST 284 401 180 11'-4" (136') PRECAST 260 452 154 12'-0" (1441 PRECAST 244 402 137 tY-4-(ISDI PRECAST 217 324 110 14'-O'(1681 PRECAST 205 293 100 14'-8'(1761PRESTRESStD N.R. 284 91 15'-4-(1E41 PRESTRESSED N.R. 259 83 17'-4-(2087 PRESTRESSED N.R. 194 64 19'-4' (2321 PRESTRESSED N.R. 148 52 2V-4"(2561 PRESTRESSED N.R. 125 42 22'-0-(2641 PRESTRESSED N.R. 116 40 24--0-(288') PRESTRESSED N.R. 91 33 4-4-1 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH OM -II 8F8-2T 8FIZ-17 SF12-21 0F16-17 8F16-2T ar10-1T IF20-2T aF)1-IT SF24-21 eF2S-IT 4F28-21 5F32-IF SF32-2F Y-6' (421 PRECAST 1562 2655 524 4394 5253 6132 70o) 1569 26SS 3524 4324 5261 6132 7001 4'-0' (481 PRECAST 1763 2305 JOw 3815 4570 MM 6079 1343 23M 30w 3315 4570 5775 wn V-6" (541 PRECAST 1207 204D 2707 3375 4043 4711 5379 1207 2040 2707 3375 4043 4711 5379 5'-4' (64') PRECAST IOIS I71 2276 2a18 33" 3061 4522 1016 1715 2276 2636 3399 3361 On 5'-10'(70 PRECAST 909 1567, 20. 2593 3107 3520, 4133 9" 1557 20110 2593 3147 3620 4133 G-6- (78' PRECAST 436 9 140 1 1329 273,. 3251 3712 835 1407 1868 2329 2790 3751 1712 1-6- (90' PRECAST n7 ID n 1624 2025 2425 2827 3228 . 727 t224 1624 2025 2420 2127 3225 9'-4' (1121 PRECAST 59S 70e 1.3 1136 • 1474 C4 1815tx 2157C. 25MIX 591 862 13fe 1843 1939 22% 2619 10•-6•(1261 PRECAST 53D 575 916 11181w,IA91 173C 2011 t. 530 695 Ilw 1472 1783 2055 2346 11'-4'(136' PRECAST 474 504 100 1037 1274 1513 1753 pi 494 607 1042 1372 1943 1115 Al 2117 , 12'-1Y (144' PRECAST 470 450 724 US 1153 1369 1595 Ep 470 sw oo 1302 , 1 181 ,0 2015 13'-4-(1601 PRECAST 4%3 W6 w7 765 164 1i43 137] 426 • 450 780 1159 1418t.t6 tn7 14'-O'(168 PRECAST 114 358 eml w nol 724 489 1054 410 4I5 717 1DU 5a2 em 14'-8"(17V) PRESTRESSED 2' 334 520 cIz 97e 249 3" 963 1w 518 15'-4•(1841 PRESTRESSED 224313 186 627 Itt 1734 230 391 16 109 14w 17'-4-(2081 PRESTRESSED fez 21 11 521 751 192 306 we 740 1271la.492 19'-4-(2321 PRESTRESSED 162 221 34A 447647 747 cm 166 263 429 523 ,105! 1227 21•-4-(2561 PRESTRESSED 142 1 17 393566 655 142 232 373 537905 1041 DO 22'-0-(2641 PRESTRESSED ts7 I97 2!5 3n11c am 13) 22] 351 5f3 ,8N PRESTRESSED 124 I70 21 342492 567 t24 fit 1 319 SS , 606 757 876 SEE GENERAL NOTE NO. 16 ON SHEET 3 OF 3. U) 71 PotoD11Cf e,JI"7Fn w IpN1y1Cod. AwFpt•„44. t4o Q ton 13ae b3 odl,cl4:oll Imt: 0SW I7.G'l0-'ie- FTC. — FG' WC 71Q ry TRD4THESIS ARE PERCENT REDUCTIONS FOR GRADE 40 tI 4 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. CEN y,} n / PRODUCI'RfiVISOD Fi,,9«^i mdr Orriw tloNda ARrpl.ne•NoL 0 o Z TE IF / CRAIG PARRINO [1 Fm bn D•i• . 7` $ e . 6324 CR 579 O R T G\?: SEFFNEA. FL 39594 u n1 •C"4 FL P.E. LIC. NO 44758 ' 67nRlttr 5T— CRETE 8" LINTEL FABRICATION DETAILS 14 OR41111 IT: C)A16 MAUD. 1t - 116 W. A4736 I SI:AtE, NOT 10 SCALE r- SAFE GRAVITY LOADS FOR 8" PRECAST wl 2" RECESS DOOR U-LINTELS J) THE NUMBERS N PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ,ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES wla.r 12) L1.Ir. •. _.W-d W1 5-1/2, Pmd MIA..1 Or W. w .a.rlW Fe e p .,t wo • 4m pi " 16W cd rdatrd.l rd S. Vj. fc pedr.rel i.lr • ow pi 13) 11...IVNr ecd- N raw 'sIsm k .W. —,A m. • am h- fe 1 Paw - 30110 p: er s.um ah 6eh wvyx. . e-G q d W- Ppko :.w.w.e. u AMU "21 .w ppW d w0y. era. ,..wq ti,1. CJiU) 90 FstY n0 .lh nwn.im n rce rn,peesx. , 1900 pd 14) U.W Iwo/ :m4 72 rU verY:.l (1wr2f' « .0.111) W q.r16Y tM1.N) a5« pi ASN A61! W 1d bW roil kclack/ br 0c u.M' Iw6q .6f uw to •:. pr , I. sxend per In. A411 '" 230 Mr aY,din r..Nr I. ASIII a7D 7p. u .. s App4:w wr6W W/Iw+ + 1A r.a no&.+a 1w S Lo 2) Al We W aww ww n rA0 . 4 ien rwd,d bw%til. we . *.I kws.I. P.d.ar b.e Lus&S W. bad. 6r Fadd yp. 6U6 ..l Mi —11. IS) F« —put. reed wqm W nn.• ro aW •.d hrn rrd I....IgN .Own A9N yy 2pX d aim Wglh I. I- Uw 1 1!2 nrlre MIs) F« lad kh6(h2 W .M.. u3. We Iwe W. 1.0 "It layh .v.n 3) Pr dd. V •.Mr e.d M hwd )O tL 17) Sr. bN. u. •7•d.M•••+ r1.."Im Wd. 4) TW a by b pmdhnb b4ce . the pacal yd.clb. I« III) $a. 1,a0. 6.e.1 w r,6.or d.."••1• pn Aa s» M MCI 311 6r.d. 40 90 .eW r.W. jars 7 -6• Urd 6F32-19 ,W r w"iy boo - 6472 01 19) AW" ldm br wp.o17 w M .61:d h I ftn 67 F.WM .Ml'w1 15{ re xsm 1 1477 Ua 1 M Pd r:/.rcM cant. m,.wy tie (p7UP) .6w6 Ne L W. Sw dow hd.n: 50 M Weis mat of wcW_ _L%310 d"M Fucah16N.Um FrwV1Im 24011100111 T 4• wl U, e b Gmiee 1. wrdlim rre.im B. FI..W 0uifn6 Cole S«i.w Ia1.7.1 a voko5k 5) Shwe Bed Wed .e nVa.d. 7) Ow 17 r.lw may he ••,AM W In 15 rebwL a) My ft.1loch—A d inW Awl comply d0 Um .rch0,chrd e4/,U.elwd d.mne.ls M deign., ••/ w imh e. IMe7 k ft W. W W. kw I.W. by WAIL" Ue of— r." nwrwd and *" d d-" km U. 11. law r .. 10)P$• Nd mw 11) edln M .dld id. k 6& bwW d W MAI.m r O, dad e•di7• 1/2- CUR T SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 8" PRECAST wl 2" RECESS DOOR U-LINTELS 4--el- cm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPEN675 aRF10- 1 eAF 10- ZI 8Ui4-1 W71-21 BRFle-I aRF16-21 dGn-IT ZI RF76- ITEPF30- 11 aRF76-27 aRF30-21 4'-4", ( 52'} PRECAST 7ia6 2l62 3056 445 5140 16at 2357 305{ 44s 5N0 4'-6" ( 54') PRECAST 1W4 n72 2!]! 275 4943 1W4 2m 2939 27s 1941 8" (68'} PRECAST 1 1797 2326 3352 3911 1269 1707 2326 3362 3911 5'-10•( 70' PRECAST QS4 1207 174{ 2259 f2a54MU 3M 2729m 1233 1746 2259 3236 2729 6'-B" ( 807 PRECAST 570 929 1530 19d0 i HIS 570 Imo IWO I"D 2079 3329 7'-6" ( 90") PRECAST 506 742 1364 x 1765 2567 2965. 506 age 1364 I76S 2567 2666 9'-8" ( 116-) PRECAST 395 455 aa4 1722 le" 2I00395 560 1072136620192331THENUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR OWE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 TYPE DESIGNATION 73F12 IZ F F - Fri1f0 Nml CROOf U utfumc 6wmOF 15 REM AT nriol. 41F u. an cwrt mIT]8F16-1B/ iIT 09" wormJ L-. omam or Is 19'-- gg N0m REIGIO J MW AF TOP ff,%f ..i Y. SEE SAFE LA1ERIL LOAD TABLES FOR LOAD RATING ffn ft FOR EACJI ABWlONKL L REINFORCED CUU (RCW FULL COURSE 7R0DUCf RBNEwED COMP),% c"i1h au FlarW& 15 REBAR B v„{ Cock 0 a OR60 Aee!yr No!b o1?.6. Top sR9EIM1)1 ATn•4YEM C cm 05 IG:[ 01 Al 101100 rr WEL Cori 80T7OY RE60 = 7- 6• AOX KOMI) N 1[IIa Y N W1 I00 t wjjm pR01)UCTIU3YIST0) IJ" WI Utithe kmida Aeeeplyrca Na ! OZ CRAIGPARRNO 4v1,u1ar / 6 6324 CR 679 By ' SEFFNER. FL 3M ra[ p• rnr:>sl6; alli:rns 663.m: A Td+[ li•/1; 7aIf. I rF:I[Tl ' AR . I,••" I.3GiJ f11c711t7 hL9 , fZYL.TI L\CN9[H7:17: FT 45VI1YU10 l:9'iYYR[!0177 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION F ,D - Application No: Documented Construction Value: $ 3,920.00 Job Address: 2470 Waxwing Way Historic District: Yes No Parcel ID: 17-20-31-502-0000-1520 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description. of Work: Install ,New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Phone: 407-886-3729 ext. 163 Fax: Title: Pre -Construction Coordinator Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct City, State Zip: Orlando FL 32810 Name: Street: ' City, St, Zip: Bonding Company: Address: Fax: State License No.: CAC1816317 Architect/ Engineer Information Phone: Fax: E- mail:,— Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST, BE RECORDED AND POSTED ON THE JOB SITE'BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE _OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet,standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks; and air conditioners, etc. FBC 105.3' Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 r\ Permit Application t 1 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requ irements,of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agcnt's Name Date Signature of Notary-Statc of Florida Date 4,4k2/18 Signature ofContracto Agent Date Robert Kul i 094;,. Notary Public State of Florida Ationna C Rosenwinkel c My Commission GG 14703a or w Expires 10/01/2021 8 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced 1D Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES:: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application WORK ORDER Job #: 33337 Date: 8/2/2017 144700 Subdivision I Phase Bid UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 152 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 2470 Waxwing Way CITY/STATE/ZIP: Lake Mary, FL 32746 City/ State / Zip Sanford FL 32773 Model/Bldg:: 11200 Atlantis Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP030L00 A/H-2 or Furnac( 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: MUST BE ACCURATE AND COMP Efficiency 14.00 SEER / 8.2 HSPF Efficiency A/H-3 or Furnace A/H-4 or Furna_cf 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: HoneywelVJohnstone Vent. Damper Y8150A1017 My 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 IZD6 B Pass Damper #2 IZD7 PO Numbers Qty Yes No Qty. Yes No a## Grs.Stamped Stl. 9 X Flue Pipe: X Grs.Stamped Ret_urr 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 Conc. 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 14.84 222.5304-Installation Labor 06-Piping Labor 6.13 104:13 Trim 1,925.00 14-Kitchen Vent Trim 897.7102-Material/Tax 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 2.50 42.5012-StartupLabor Job M Starlight - Wyndham Performed for. Lot 152 - 1200 TL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyNr, Ct Orlando, FL 32810 Phone: 407-8863729 www.energyair.coni GRenner@energyair.com Scale: 1/8" = 1'0" Page 1 RightSuite& Universal 2017 17.0.08 RSU17013 2017.1un-17 12:50:06 m Preserva%Lot 152 - 1200 TL.rup FINAL BOUNDARY SURVEY I LOT 132 z7R 010V9. 1 N N O 515', N to O o LOT 151 z zO 0 Om Ow03 LOT 131 40.00' S89'40'51 10.0 PAD 00 o 3- 29.0 1 STORY RESIDENCE N 2470 WAXWING O WAY FFE= 29.30' M 2.3 f6 AREA = 4,400 S.F. 0 rn 21.0 - LOT 130 FIR LOT 153 16.0' z f N a Z CN)1 41A W 10' UTILI7 213 7 F7R `L1 EASEMENT 4 .00' N89'40'51 " i0 w SIDEWALK p 0 coNc cuRe 0WAXWINGWAYL 50' RIGHT—OF—WAY N o o P P — (PRIVATE ROAD) v7 120.1 CENTER S89'40'51"W 606.15' PCP LINE BUILDING LAYOUT NOTE: I Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. r . may.. ,,,.,.. LEGEND:ADUSSD-Accese/Drainage/Utilities/SidewalkLB -Licensed vsBFP-Backflow Prerevertenter Sight Distance Easement S rvey PRM -Permanent Ref. Monument R -ReSuported PCP -Permanent Control Point D -Description FP&L -Florida Power & Light P -Plat FIFE -Finish Floor Elevation D.B. -Deed Book Water Meter r O.R.-Official Records Book D4-Water Valve P.B. -Plat Book tf-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 E3 -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 —OU--Overhead Utilities PVC -Polyvinyl Chloride 0-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 XNT 4-Irrigation Control Valve P.K.-Parker Kolon Nail p-Sign SIR -Set 1/2" Iron Rod LB7768 wD4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 IR-Gas MeterFIR -Found 1/2" Iron Rod LB7768 Existing Grade FIP-Found 1/2" Iron Pipe LB7768 FPKD-Found P.K. Nail & Disk LB7768'^_-Drainage a -Blow -off Valve ' Flow Direction FCM-Found 4"x4" Concret8e Proposed Design Grade Monument PRM LB777s-Built/Existin12A GradQQ Note: Some items in above legen may not be applicable) REVISIONS Description I Date I Dwn. Ck'd I P.C. I Order No. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side 5' 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. Last Date of Field Survey: 2/16/2018 This certifies that a survey of the hereon described property was made under my supervision and meets the Standards of Practice set forth by the Florida Board of Professional Surveyors & Mappers in Chapter 5J-17, Florida Administrative code, pursuant to Section 472.027, Florida Statutes. fames D. Leviner LS6915FLORIDAPROFESSIONALSURVEYOR & MAPPER NO . .................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER m 3= v al m c _ a rN W vs 0 00J 0) O O v '_ V)) v v mC0v mom° WYNDHAM PRESERVE LOT I S2 PB 81, PG 93) DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone A" DESCRIPTION: LOT 152, according to the plat of "WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records of Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone. (321) 270-0440 A Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: MTP I Checked: JDL I P.C.: Data File: BrissonEart-Plat Date:2/21/18 Dwg:9rb=fast-1Dt152 Order No.: — SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Rk: — CITY OF SANFORD BUILDING & FIRE PREVENTION D PERMIT APPLICATION Application No: 1-4 - 2Cp 5 3 Documented Construction Value: $ Sq 25 Job Address: Cg G IWGIkc [ G l c 7 Historic District: Yes No Parcel ID: Residential [9 Commercial Type of Work: New D Addition Alteration Repair Demo Change -of Use Move Description of Work: Ed- i SZ Plan Review Contact Person: 171C,;"5 6e',t Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name P_ ke_i-eL, •-,. _11,_.xnbi nPhone: '32-3— 243 `3833 Street: I "x._c-1 „-,.n I Fax: t-10_i- 2e-+D - q 14 ee-, City, State Zip: O,- l c. >_—Jc; 2-aZ9 State License No.: CrC G2.y342 Architect/ Engineer Information Name: r 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 of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 9507 State Road 52 I 123 Miller Road, Hudson, FL 34669 Valrioo, FL 33594 727-863-5486 813-661-0707 Proposal No: 717-13524 r , - ti. V, R.J. KiELTY PLU14SING • HEATING , COOLING 9701Bachman Road_ I Established 1973 Orlando, FL 32824 www.RJKleity.com 407- 855-2636 State License # CF-0O20 Page: 101 Proposal Date: 7/26/2017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Atlantis - 1200 Lake Mary FL 32746 - We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $5,925.00 Payment to be made as follows: 40% Rough In 300% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed in a workman like manner according to standard practices. Any alteration or deviatlor from specifications below involving antra costs will uteri only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon stri accidedel nd our cont erto car ire, tornado, and other necessary insurance. Our workers are coveredbyworker's compensati j I./ 1 AUTHORIZED SIGNATURE: THIS PROPOSAL MAY' B{EJWIITHDRADIF NOT ACCEPTED IN 30 Dj We hereby submit specifications and estimates for: Master Bath 1 Shower Sterling Accord 60x34 Base 72270100 White With Wells And Moen Chateau TLI82 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet YS. Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord_ 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: EXCLUSIONS Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 49 Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made outlined above. I agree to pay reasonable atlomey's fees court costs in the event of legal action. A monthly service charge of 1 112% will be added after days. Any sewer taps deeper than 4 1 /2 feet or requires bacichoe or dewatering will be an extra charge. SIGNED: DATE OF ACCEPTANCE & PAGE Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 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 Print Owner/Agent's Name Date 1 Signature of Notary -State of Florida Date Signature of Contractor/Agent Date Print Contractor/Agent's Name 9: PAT SUSI h1r coHtialssloN ;t FF 120904 a EXPIRES: August 25. 2018 of Bonded Ttuu Notary Public UndemVers Owner/Agent is Personally Known to Me or Contractor/Agent is(— Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: ' ' of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application a ' Wad TRI-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT Y PROCTOR CONTRACTOR ' ` SPECIFFCATION: REPORTED TO: OPTIMUM MOISTURE: / Z ' 1 % LOCATION: I 1' MAXIMUM DRY DENSITY: /ns• Z MATERIAL: 1 ' ' '' `wv t° ` DATE TESTED: LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT OF MOISTURE INCHES lbs. cu. k. lbs. cu. ft. MAX. DENSITY PERCENT i, 98,E y./ 5tnj — o , 3.. 0C'j y,c 3 r CuhmiffPd hv. 4' acr WYNDHAM PRESERVE - LOT 152 SPECIFIC PURPOSE SURVEY FORMBOARD) 1 I I I I LOTI;131 LOT 130LOT13440.00' S89'40'51 "W 20 _ N N O O 5.5' 1 5.6--------- T5:4- 5.5 i 29.0 r PROPOSED i p O I STORY RESIDENCE 2470 WAXWING tW wAY on 0 N 1200 ATLANTIS LOT 151 z ;'o ELEVATION - T z GARAGE -LEFT O r FORMBOARD) o FFE= 29.30' 1.7 5.5 I I, n LOT 153 0) m j 2.3 `O LOT 1521i ;, O AREAw 3 i 4.400 S.F. i 5.5 21.0 ----- I' N N W W 10' UTILITY EASEMENT (P) 4 .00' N89'40'51 " PROPOSED 5' w o CONC SIDEWAL K O - orn O corlc CURB oWAXWINGWAY 50' RIGHT-OF-WAY N PRIVATE ROAD) N 120 1 P FCENTERS89'40'51 iW 606.15' P P LINE 1 BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and Immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at users sole risk. mem LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalkrcr-roof ed uelm.sLB -Licensed BFP-Bockflow Preventer Sight Distance Easement S-Survey PRM-Permanent Ref. Monument R)j-Reported PCP -Permanent Control Point FP&L -Florida Power & Light S- Description Plot FFE -Finish Floor Elevation Deed Book 12-Water Meter O.R.-Official Records Book tea -Water Valve P.B.-Plat Book Yf-Flre Hydrant Pg.-Page RCI®-Reclaimed Water Meter Elev.-Elevation RCDG-Reclaimed Water Valve Cone. -Concrete Cable Box BP -Brick Paver m-Telephone Boa SW -Sidewalk m-Electric Box FFE -Finished Floor Elevation 0-Utility Pole Cl -Curb Inlet Guy Pole GTI-Crate Top Inlet Light Pole P.U.E-Public Utility Easement Guy Anchor RCP -Reinforced Cone. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride D-Storm Sewer Manhole NCS-No Comer Set (Falls in Water) B-Sanitary Sewer Manhole SF-Squars Feet ENHo -Electric Handhole D.U.E.-Droina a Utility Easement Coo -Clean Out FMGD-MAG NAIL & DISK CVDa-Irrigation Control Valve P.K.-Parker Kolon Nail I' -Sign SIR -Set 1/2" Iron Rod LB7768 WpC-Gote Water Valve SPKD -Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2" Iron Rod L87768 t11•' -Existing Grade FlP-Found 1/2" Iron Pipe L87768 al -Blow -off Valve FPKO-Found P.K. Nail & Disk L87768 ----Drainage now Direction FCM-Found 4"x4" Concrete 10.0-Proposed Design Grade Description I Date I Dwn.ICk'd I P.C.IOrder No. I I Building Setbacks N • Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front' - 25' Rear l- 20' Side - 5' 1 11 SURVEYOR'S NOTES: 1. Current title Information on the subject property had not been furnished tol GeoPoint Surveying, Inc. at the time of this plot plan. 1 2. Roads, walks, and other similar items shown hereon were token from engineering plans and are subject to survey. III" 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). II I 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) i1 r n sssussss This certifies thatt QssE Iof ttpp was made under ply hsjdr2' Proctice set alb h '}llet}'t<9p Surveyors & MQp{i3 Bc"Cha.{ter ! code, puduaT3t,i6 S Rbf 47 oy J es D. LeJir g)J,a1SuN1 ORIDA PROFESSIONAL URVPYOIHa NOT VALID WITHOUT THE SIGNA WYNDHAM PRESERVE LOT I S2 Proposed) DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "X" DESCRIPTION: LOT 152, according to the plat of "WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records of Seminole County, Florida on described property 555 Winderley Place, Suite 109WetstheStandardsofMaitland, FL 32751 pig of Professional Phone: (321) 270-0440 1 Mrido Administrative Fax, (813) 248-2266 Florida Statutes. Licensed Business No. LB 7768 GeoPoint Surveying, Inc. ER NO.LS.6.915 Drawn:MTP Checked: JDL P.C.: Dote FlBrbIe:sonEast-Rat AND THE ORIGINAL Date: 11 /28/17 1 Dwg:RiwonFml-Islt52 1 Order No.: URVEYOR AND MAPPER SEC. 17 - TWN.20 S. - RNG. 31 E. I Field Bk: r--» V 0