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464 Red Rose Ln 17-3254 ; NEW SFHCOUNTY OF SEMINOLE /1 - 3 a s - IMPACT FEE STATEMENT STATEMENT NUMBER: 17100008 DATE: November 06, 20173BUILDINGAPPLICATION #: 17-10000815 BUILDING PERMIT NUMBER: 17-10000815 UNIT ADDRESS: RED ROSE LN 464 27-19-30-510-0000-1530 3 1 c/-7 r TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 464 RED ROSE LANE / THORNBROOKE PH 4 LOT 153 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A 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 Family Housing 5,000.00 1.000 dwl unit 5,000.00PARKSgle 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 RTATEMENTECEIVED BY: 1 11IA1) -SA j'{K)15R SIGNATURE: PLEASE PRINT NAME) DATE: Z I 6IIy2-L NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND n ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** y O pSEMINOLECOUNTY ARE IROADED THFIRE/RESCUEA LIBRARY AND/OR EDUCATIONAL THE ISSUANCE OF A BUILDING PERMIT. CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE IroP 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. l IIII11 III11 IIIII I(111(I111 i(1l11 Parcel ID Number:,,,/,-'f/ 41,000 16"30 Prepared By Kim Carter and Taylor Morrison Homes Return To: 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER SK 9019 Ps 792 QP9s ) CLERK'S * 2017112216 RECORDED 11/06/2017 12:07:10 PM RECORDING FEES $10.00 RECORDED BY tsmith The undersigned hereby gives notice that improvements 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. 1. Description of property: LOT / Legal Description: Thornbrooke Phase, according to the plat thereof, as recorded in Plat Book_fl Page;;[of the public records of Seminole County, Florida. Addresses : IAC.Q Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address: Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitlan I,'I275 q k'I 6. Surety: N.A. 7. Lender: N.A. SE'IN 8. Persons within the State of Florida designated by the Owner upon whom notices orheieetime y be served as provides by 713.13(i)(a)7., Florida Statutes: N.A. tie 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. 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 INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed: Signature of Owner's Agent: Joh Asa Wright Taylor Morrison of Flo?ida Inc. Sworn to and subscribed before me this by John Asa Wright who is I known to me. r 0 1 01 Notary Public DA Clark tuft l L r My commission expires: 6/27/19 :`••'••4; CA « O N Serial No. FF 209108 No gnature: « AnpFP W' a CITY OF SANFORD NOY OR BUILDING & FIRE PREVENTION D PERMIT APPLICATION Application No: — 3 Z6 Documented Construction Value: S 5Job Address: (- K3s-L L &4^'L, 3'77 (Historic District: Yes No 0 Parcel ID: 1-19-30-5-I6 -0000- /53 0 Residential U Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER : 63 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: 1.111'n''lll '- II M'' 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-0940 Street: 151 SOUTHHALL LANE #200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E-mail: Mortgage Lender: N/A 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: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Si ureofOwner/Agent Date TAYLOR MORRISON 0 ORIDA INC Print Owner/Agent's Name Signature of Notary -State of Florida Date 4 L::r //- 2- /% ature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's Name Signature of Notary -State of Florida Date w Nk* Wry OOMItIIS a t FF 209108 * * MY COMMISSION t FF 209108 EXPIRES: June V.2019 EXPIRES: June 27, 2019 B apOp O J'. ` Oe Bw tl Thm OW90 Noory Soniree Owner/Agent is ](ESS Wally Known to Me or Contractor/Agent is 1 S Personally Known to Me or Produced ID N/A Type of ID Produced ID _Na_ Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical® Mechanical [R Plumbing[R Gas[] Roof Construction Type: 0 Occupancy Use: {2.3 Total Sq Ft of Bldg: 3;L '-+-7 Min. Occupancy Load: Flood Zone: ztkct{eJ of Stories: Z New Construction: Electric - # of Amps 2A30 Plumbing - # of Fixtures % 5 Fire Sprinkler Permit: Yes[] No g # of Heads APPROVALS: ZONING: I UTILITIES: _ ENGINEERING: FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious areashownonplan. 31R. -71. ^ PArla-s' O'S %q , &L Fire Alarm Permit: Yes NQ WASTE WATER: BUILDING: S'F l- 29-1, Revised June 30.2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION g PERMIT APPLICATION Application No • 3 2-6 Documented Construction Value: $ tq (q q 70 Job Address: 93s-L 397-7 ( Historic District: Yes No Parcel ID: -,X-19-30-5/G -0000- 63 0 Residential [) Commercial Type of Work: NewEl Addition Alteration Repair Demo Change of Use Move Description of Work: _ NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER : 153 Plan Review Contact Person: Daphne Clark Title: l- 11-n'111 ' II ' II Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: Name: Street: City, St, Zip: MAITLAND FL 32751 Bonding Company: N/A Address: State License No.: CBC1257462 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR MPROVEMENTS 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, eta 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 a= June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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. 4 Z L;;; _/ / - 2-/ %'4,Z//- Z- /% rre of Owner/Agent Date nature of Contractor/Agent Date TAYLOR MORRISON 0 ORIDA INC JOHN ASA WRIGHT Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date D. a CIARK D. A BARK W c01RiIISSION I FF 209108 , MY OOMMISSION I FF 209108 e OrEXPIRES: June 27, 2019 EXPIRES: June 27, 2019 1hN W Nyty S4rdW f-'rFOBatded Bru eodget Nohry Serdw Owner/ Agent is YES ?Wgnally Known to Me or Contractor/Agent is l S Personally Known to Me or Produced ID N/A Type of ID Produced ID WA— 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:- - - - — - UTIL-ITIES:— -/I-' -•--WASTE-WATER:---- -- ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application PI 1 0 mil City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 464 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1530 Phone Number: 407-629-0077 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: NSA Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-3254 Reviewed by: Michael Cash, CFM Date: November 21, 2017 REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 11- 3 "X5 L4 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: t-/L.J RcA ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLUMBIWG=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 L),,, Application for Right -of -Way Use for Driveway, Walkway & Landscape O R Department of Planning & Development Services1877 300 North Park Avenue. Sanford, Florida 32771www.a.nrordn.yov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as pan of this permit. 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 size and location of the existing right-of-way and use shall be provided or application could be delayed. C mie..tanbeloea 7Na I/W B=W G4/ / / 1 3 Calledail- to 1. Project Location/Address: LX a -4-v- )a4i JO XiC-r- 2. Proposed Activity: Driveway Walkway F1 Other: 3. Schedule of Work: Start Date r,. Completion Date Emergency Repairs 4. Brief Description of Work: MI!/PWAY &CA t Maintenance Responsibilitieslindemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenanoe of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorizatkm, remove said installatioMmpnwement fully restoring the right -of -ray 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 rightof-ray. If the Requestor does not continuously maintain the Improve- ment and area in acoordance with previously stated criteria, or completely restore the tight -of -way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a Gen on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requester agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against arty and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequentlaQ, or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement and reasonable attorneys 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 Clys right-of-way. I have read and understand the above statement and by signing this application I agree to tls berms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: permit shall be posted on the site during construction. Please call 407.688.6080. Ext. 6401.24 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: SeptemW 2010 ROW Use Ddvawmy.pdr 0 SCPA Parcel View: 21-19-30-510-0000-1530 http://parceldetai I.scpafl.org/Parcel Detai I I n fo.aspx?PI D=2119305100... fWA4hn er R erx.iN O C 0a. rr I A Ond^ Parcel Information Legal Description LOT 153 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Prooertv Record Card Parcel: 21- 19-30-510- 0000-1530 Owner: TAYLOR MORRISON OF FL INC Property Address: 464 RED ROSE LN SANFORD, FL 32771 Value Summary 2018 We Values Valuation Method j Cost/ Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value i Land Value (Market) 1 $26. 050 Land Value Ag T JustlMarket Value " ' $26.050 Portability Adj Save Our Homes Adj i $ 0 Amendment 1 Adj 24,241 PSG Adj--- 0 Assessed Value 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Taxes Taxing Authority Assessment Value Exempt Values I County General Fund $1, 809 $0 Schools $26,050 $0 City Sanford -- ----- ---------- - ---- - ------------- -- ---- --- -- - $1,809----- ----- -- --- -- $0 SJWM(Saint Johns Water Management) $ 1,809— $0 iCounty Bonds $1.809 $0 Sales Description I Date I Book I Page I Amount I Qualified No Sales I of 2 11 /3/ 2017, 4:09 PM LIMITED POWER OF ATTORNEY DATE: IL 3- 11 EREBY NAME AND APPOINT: Daphne Clark, Gustav Botes, Jennifer White, KarenMcAdams, Alison Perrotti, Anthony Perrotti EACH AN AGENT OF: TAYLOR MORRISON TO BE MY LAWFUL ATTORNEY IN FACT TO ACT FOR ME AND APPLY TO THE BUILDING DEPARTMENT OF: 5& Q r--log , FOR A BUILDING PERMIT FOR WORK TO BE PERFORMED AT LOT NUMBER : n SUBDIVISION: -Nor-"Q Pee= ADDRESS: q& c/ g a E" a 3 a%n l PARCEL ID: 2-1"Iq-30- 516 -0000- l5 O AND TO SIGN MY NAME AND DO ALL THINGS THAT ARE NECESSARY TO THIS APPOINTMENT. JOHN ASA WRIGHT NAME OF CONTRACTOR.) ISIGNOURE OF CONTRACTOR.) STATE CERT. # CBC 1257462 CONTRACTOR'S STATE REGISTRATION NUMBER.) The foregoing instrument was acknowledged before me this: DATE: 1 % - a l 7 BY: JOHN ASA WRIGHT Who is personally known to me and did not take an oath. STATE OF FLORIDA COUNTY OF ORANGE. NAME: IGmberty Carter My Commission # FF229021 My Commission Expires 9f7 NOTARY: 20199SIG RE F r RY• NOTARY SEAL CMTF9 ti•'gS10N. '•, iO ioFn r 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 I53ThornbrookeAnlaslasiaGLNE Street: 146 4sc. L^-R' Builder Name: Taylor Morrison Permit Office: 30's bJ IAING y Ud City, State, Zip- FL , SQnnyo- -3,-"? ( t Permit Number: SANFOR0 Owner: Jurisdiction: #9454 - 3 2 5 4 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) OFP AR 1. New construction or existing New (From Plans) 9. Wall Types (3137.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1481.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1481.00 ft 6. Conditioned floor area above grade (ft') 2582 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. R= ft' 11. Ducts R ft' 7. Windows(369.2 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 305.21 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC. SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEERA6.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBlu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heal Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.647 ft Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 ft' 15. Credits Pstat Glass/ Floor Area: 0.143 Total Proposed Modified Loads: 73.91 PASS TotalBaselineLoads: 76.64 I hereby certify that the plans and specifications covered by Review of the plans and C STg1, this calculation are in compliance with the Florida Energy specifications covered by this tiOo 0, Code. calculation indicates compliance with the Florida Energy Code. O PREPARED BY: `,""' Before construction is completed Z° DATE: _ __ 9/5/17 _- - __ __ this building will be inspected for y compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. COD withtheFloridaEnergyCode. v OWNER/ AGENT: BUILDING OFFICIAL: - DATE: 3-0 DATE: - - - I- 1 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. 9/ 5/2017 12.35 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R4n5-2n14 PROJECT Title: Lot 153ThornbrookeAntastasia Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation, No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 136431 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ---- ---- 13 ft' 19 0 0 1 2 Slab -On -Grade Edge Insulalio 1st Floor 147.4 ft 0 1467 ft' 0.43 0 0.57 3 Floor Over Other Space 2nd Floor ---- ---- 1102 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emit( Emill Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ft' Medium 0.85 N 0.85 No 0 266 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft' N N 9/5/2017 12-35 PM EnergyGauge(D USA - FlaRes2014 Section R405.4 1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type_ 1 Under Attic (Vented) 1st Floor 30 Blown 12 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below Omt- To-Wall_T.ype R_Value-Ft-In Ft_ln_ Area ____ RValue Fraction--- Absor._Grade%_ 1 N Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 459 ft' 0 0 0.6 0 2 NE Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 3 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft' 0 0 0.6 0 4 SE Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 5 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 6 SW Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 7 SW Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft' 0 0 0.6 0 8 NW Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 9 NW Exterior Concrete Block - Int Insul 1st Floor 4.1 52 6 9 4 490.0 ft' 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 25 9 9 4 240.3 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Heigh( Area Ft In Ft In 1 N Wood 1st Floor None 39 2 10 8 22.7 ft' 2 Wood 1st Floor None 39 2 9 6 8 18.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. J Wall Overhang Orn( ID Frame Panes NFRC U-Fac(or SHGC Area Depth Separation Int Shade Screening 1 ne 2 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 se 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 It 0 in 1 ft 0 in Drapes/blinds None 3 se 5 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft' 1 It 0 in 11 ft 8 in Drapes/blinds None 4 sw 6 Vinyl Low-E Double Yes 0.34 031 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 sw 6 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 It 0 in 1 It 0 in Drapes/blinds None 6 sw 7 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 It 0 in 11 118 in Drapes/blinds None 7 sw 7 Vinyl Low-E Double Yes 0.58 0.32 64.0 ft' 10 It 6 in 0 It 0 in None None 8 nw, 8 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 nw 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 It 0 in 1 ft 0 in Drapes/blinds None 10 nw 9 Vinyl Low-E Double Yes 0.34 0.31 5.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 11 nw 9 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft' 1 It 0 in 11 ft 8 in Drapes/blinds None 12 nw, 9 Vinyl Low-E Double Yes 0.34 0.31 38.9 It' 1 ft 0 in 11 ft 8 in Drapes/blinds None 9/5/2017 12.35 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 384 ft' 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heal Pump Split Split HSPF:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 075 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SelPnl Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cerl # Company Name None None Collector Storage System Model # Collector Model # Area Volume ft' FEF DUCTS 1 2 Supply --- Location R-Value Area Attic 6 293.4 It Attic 6 223 ft' Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF Attic 73.35 ft Default Leakage 2nd Floor (Default) (Default) 2nd Floor 55.75 ft Default Leakage 2nd Floor (Default) (Default) HVAC # Heat Cool 1 1 2 2 9/5/2017 12:35 PM EnergyGauge® USA - FlaRes2014 Section R405 4 1 Compliant Software Page 4 of 5 1611W&Ei ,IIIW40 1LI TEMPERATURES Programable Thermostat• Y Ceiling Fans: Cooling(( Jan Feb Mar A r Ma X Jun X Jul X Au Se Oct Nov Dec Heatin X Jan X Feb Mar Apr May Jun Jul AuSeP Oct Nov Dec Venting Jan Feb X Mar Apr May Jun Jul Aug Se Oct X 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 9/5/2017 12:35 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor• N/A SHGC. d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=4.1 1 c. Frame - Wood, Adjacent R=13.0 4 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=30.0 2582 b. N/A R= Area c. N/A R= 305.21 It' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup- Attic, Ret: 2nd Floor, AH: 2nd Floor 64.00 ft' ft' 6 2.647 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Floor Over Other Space R=0.0 1102.00 ft' c. other (see details) R= 13.00 ft' 12. Cooling systems a. Central Unit b. Central Unit 13. Healing systems a. Electric Heat Pump b. 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: A Date: % l 3 -19 Address of New Home:( aS (ii.2. City/FL Zip: Sq,, 3 a?'?/ Area 1521.00 ft2 1375.90 ft' 240.33 ft' W Area 1481.00 ft' ft' ft' R ft' 6 293.4 6 223 kBlu/hr Efficiency 25.2 SEER:16.00 25.2 SEER:16.00 kBtu/hr Efficiency 21.8 HSPF:8.50 21.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat ofTttE STgr XC§00 W ro A IW Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/5/2017 12:35 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: Lot153ThornbrookeAnta... DEL --AIR Date: 6/4/2014 tuma 6 AM 08Nmro mla ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax 407.333.3853 Web: WWW.DEL-AIR COM Project• • For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 19115 Btuh Entering coil DB: 76.0°F Outdoor design WB: 76.3°F Latent gain: 2784 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 21899 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 21273 Btuh 111% of load Latent capacity: 1315 Btuh 47% of load Total capacity: 22588 Btuh 103% of load SHR: 94% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19455 Btuh Entering coil DB: 69.1°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22412 Btuh 115% of load Capacity balance: 38 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 870/6 of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. AtPaage + wrightsoft` Righl-Suile® Universal 2017 17 0.23 RSU24011 2017-Sep 05 13:ge 1 IA aslasiaGLNE\Lo1153ThornbrookeAnlaslasiaGLNE.rup Calc - MJ8 House laces: NE 1' DEL -AIR Manual S Compliance Report KWTM° • = C0N0 M1010 ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407.333.2665 Fax: 407.333-3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Design Conditions Job: Lot 153ThornbrookeAnta... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 17139 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.30F Latent gain: 2943 Btuh Entering coil WB: 63.90F Indoor design DB: 75.0°F Total gain: 20082 Btuh Indoor FIR 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18380 Btuh 107% of load Latent capacity: 2335 Btuh 79% of load Total capacity: 20716 Btuh 103% of load SHR: 89% Design Conditions Outdoor design DB: 41.70F Heat loss: 13624 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 86% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. wri htSOffi' 2017-Sep-0513:06:13 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 ACCI" ...aslasiaGLNE\Lot 153ThornbrookeAntastasiaGLNE rup Calc - M.18 House laces: NE DEL -AIR Component Constructions Job: Lot153ThornbrookeAnta... Date: 6/4/2014 11m8"aw1o o Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR COM Project• For: Taylor Morrison Design Conditions Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M 8WM12-"F ft •F/&uh 8Wh/I2 BWh BWh/M SWh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 24 0.201 0 5.69 134 4.35 102 board int fnsh ne 51 0.201 0 5.69 292 4.35 223 se 470 0.201 0 5.69 2671 4.35 2044 sw 158 0.201 0 5.69 897 4.35 686 nw 433 0.201 0 5.69 2462 4.35 1883 all 1135 0.201 0 5.69 6455 4.35 4938 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int ne 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud se 461 0.091 13.0 2.58 1186 2.34 1079 sw 200 0.091 13.0 2.58 515 2.34 469 nw 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 222 0.091 13.0 2.58 572 1.44 320 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, Or innr, 1/4' gap, ne 30 0.340 0 9.62 289 22.9 687 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium: 1 ft se 30 0.340 0 9.62 289 21.9 656 overhang (5 ft window ht, 1 it sep.): 6.67 it head ht sw 30 0.340 0 9.62 289 21.9 656 sw 40 0.340 0 9.62 385 21.9 875 nw 15 0.340 0 9.62 144 22.9 343 all 145 0.340 0 9.62 1395 22.2 3217 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, se 39 0.340 0 9.62 374 23.5 913 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium: 1 ft sw 58 0.340 0 9.62 561 23.5 1369 overhang (6.3 It window ht, 11.67 it sep.); 6.67 It head ht nw, 39 0.340 0 9.62 374 22.9 889 all 136 0.340 0 9.62 1308 23.3 3172 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" sw 64 0.580 0 16.4 1050 16.8 1078 gap, 1/8" lhk; NFRC rated (SHGC=0.32); 10.5 ft overhang (8 ft window ht, 0 ft sep.): 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, nw 6 0.340 0 9.62 58 22.9 137 1/8" lhk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window hl, 1 it sep.): 6.67 ft head ht 2017-Sep-05 13:06,13 C W tl I1fl SOft" 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 ACCK . astasiaGLNENLoI I53ThornbrookeAntastasiaGLNE.rup Calc = MJ8 House laces: NE 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, nw 5 0.340 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 13 0.340 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (4.2 ft window ht, 11.67 4 sep.); 6.67 it head ht Doors 11 DO: Door, wd sc type n 23 0.390 n 18 0.390 all 41 0.390 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 veil ins, 1/2" 1482 0.032 gypsum board int Irish Floors 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 0 9.62 51 22.9 121 0 9.62 125 22.9 296 0 11.0 250 12.0 272 0 11.0 202 12.0 220 0 11.0 453 12.0 492 30.0 0.91 1342 1.74 2572 19.0 1.41 18 0.71 9 0 28.0 4126 0 0 C wri htsoft' 2017•Sep•05 13 06 13 AM^_ g Right -Suite® Universal 2017 17 0.23 RSU24011 Page 2 astasiaGLNE%Lo1153ThornbrookeAntaslasiaGLNE.rup Cale a MJ8 House laces: NE DEL --AIR Component Constructions Job: Lot 153ThornbrookeAnta... Dale: 6/4/2014 IQAMG-AMCOMOn10M010 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 COOISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 It Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M BWh/h "F 112--FiaWh BWh/IP 8Wh 8Wh/112 BWh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ex1 bd ins, 8" thk, 1/2" gypsum n 24 0.201 0 5.69 134 4.35 102 board int fnsh ne 51 0.201 0 5.69 292 4.35 223 se 470 0.201 0 5.69 2671 4.35 2044 sw 158 0.201 0 5.69 897 4.35 686 nw 433 0.201 0 5.69 2462 4.35 1883 all 1135 0.201 0 5.69 6455 4.35 4938 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, se 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft sw overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 it head ht nw all 2A-2ovd: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" sw gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.5 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, clr innr, 1/4" gap, nw 1/8" lhk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl Irm mat, clr innr, 1/4" gap, nw 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window hl, 11.67 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n n all 222 0.091 13.0 2.58 572 1.44 320 39 0.340 0 9.62 374 23.5 913 58 0.340 0 9.62 561 23.5 1369 39 0.340 0 9.62 374 22.9 889 136 0.340 0 9.62 1308 23.3 3172 64 0.580 0 16.4 1050 16.8 1078 5 0.340 0 9.62 51 22.9 121 13 0.340 0 9.62 125 22.9 296 23 0.390 0 11.0 250 12.0 272 18 0.390 0 11.0 202 12.0 220 41 0.390 0 11.0 453 12.0 492 C htsoft• 2017-Sep-0513:06:13 Wrl 9 Righl-Suile® Universal 2017 17.0.23 RSU24011 Page 3 aslasiaGLNE\Lot153ThornbrookeAnlaslasiaGLNE rup Calc = MJ8 House laces NE Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 12 0.032 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 wrightsoft• Right -Suite® Universal 2017 17.0.23 RSU24011 astasiaGLNENLO1153ThornbrookeAntastasiaGLNE.rup Calc = MJS House faces NE 30.0 0.91 11 1.74 21 0 28.0 4126 0 C 2017-Sep-05 13:06:13 Page 4 DEL -AIR Component Constructions Job: Lot153ThornbrookeAnta... AnNo " rrollao Date: 6/4/2014 AM ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407.333.3853 Web WWW.DEL-AIR.COM Project• • For: Taylor Morrison Design Conditions Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain n= BtuhlW--F a=--F/BWh Bohm' emh Btuhmt Binh Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board inl fnsh, 2"x4" wood frm, 16" o.c. stud Partitions none) Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 It overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 20P-191: Flr floor, frm flr, 12" Ihkns, r-19 cav ins, gar ovr ne 240 0.091 13.0 2.58 618 2.34 562 se 461 0.091 13.0 2.58 1186 2.34 1079 sw 200 0.091 13.0 2.58 515 2.34 469 nw 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 ne 30 0.340 0 9.62 289 22.9 687 se 30 0.340 0 9.62 289 21.9 656 sw 30 0.340 0 9.62 289 21.9 656 sw 40 0.340 0 9.62 385 21.9 875 nw 15 0.340 0 9.62 144 22.9 343 all 145 0.340 0 9.62 1395 22.2 3217 nw 6 0.340 0 9.62 58 22.9 137 1469 0.032 30.0 0.91 1331 1.74 2551 13 0.050 19.0 1.41 18 0.71 9 htft" 2017-Sep-0513.06.13 MCA ' r' Wrl9soRight-Suile® Universal 2017 17.0.23 ASU24011 Page 5 aslasiaGLNE\ Lot 153ThornbrookeAntastasiaGLN E. cup Calc = MJ8 House laces NE 1 DEL -AIR Project Summary Job: L4/2014hornbrookeAnta... 1 7 Date: 6/4/2014 NUMG • AM CCXBffWMG Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax: 407.333.3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22116 JA LS 4/4/16 JA LS 6110/16 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 26189 Btuh Ducts 6890 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 33079 Btuh Infiltration Method Construction quality Fireplaces Heating Area (ft2) 2582 Volume (ft3) 26929 Air changes/hour 0.41 Equiv. AVF (cfm) 184 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 26693 Btuh Ducts 9487 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Ratelswing multiplier 1.00 Equipment sensible load 36180 Btuh Simplified Latent Cooling Equipment Load SizingAverage 0 Structure 4164 Btuh Ducts 1562 Btuh Central vent (0 cfm) 0 Btuh Cooling 2582 Equipment latent load 5726 Btuh 26929 0.21 Equipment Total Load Sen+Lat) 41907 Btuh 94 Req. total capacity at 0.70 SHR 4.3 ton Heating Equipment Summary Trade n1a Model n/a AHRI ref n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a Cooling Equipment Summary Trade Na Cond n/a Coil n/a AHRI ref n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsott• 2017-Sep-05 13 06:13 i4CCA Right-Suile® Universal 2017 17 0.23 RSU24011 Page I astasiaGLNE%LoII53ThombrookeAntastasiaGLNE.rup Calc - M.18 House laces: NE DEL -AIR Project Summary Job: Lot 153ThornbrookeAnta... 1 7 Date: 6/4/2014 MIMIC. 41a OoN0rr10m1G ahv 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD, FL 32771 Phone: 407-333-2665 Fax, 407.333.3853 Web WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA Desi-gri Information Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 16862 Btuh Ducts 2593 Btuh Central vent (0 cfm) 0 Stuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19455 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Area (ft) He 146g Coolin 46727 Volume (ft3) 13706 13706 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 87 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 38 OF Backup: 8.5 HSPF 21800 Btuh @ 470F 24 OF 840 cfm 0.043 cfm/Btuh 0.30 in H2O Input = 5 kW, Output = 16909 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 16370 Btuh Ducts 2745 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 19115 Btuh Latent Cooling Equipment Load Sizing Structure 2608 Btuh Ducts 176 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2784 Btuh Equipment Total Load (Sen+Lat) 21899 Btuh Req. total capacity at 0.75 SHR 2.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AH R I ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Sep-05 13 06 13 ACC*.Righl-Suile® Universal 2017 17 0 23 RSU24011 Page 2 astasiaGLNE\LO1153ThornbrookeAntasias!aGLNE rup Calc - MJ8 House laces: NE 1 DEL -AIR Project Summaryanu2 Job: Date: By: Lot 153ThornbrookeAnta... 6/4/2014 FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA Design Information Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9327 Btuh Structure 10378 Btuh Ducts 4297 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13624 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 17139 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1556 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Coolingg none) Area (ft2) 1115 1115 Equipment latent load 2943 Btuh Volume (ft3) 13223 13223 Air changes/hour 0.44 0.22 Equipment Total Load (Sen+Lat) 20082 Btuh Equiv. AVF (cfm) 97 49 Req. total capacity at 0.75 SHR 1.9 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.049 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wr1 iltSOft" 2017-Sep-0513:06,139Right -Sure® Universal 2017 17.0.23 RSU24011 Page 3 A..astasiaGLNE\LotI53ThornbrookeAniaslasiaGLNE.rup Calc - M.18 House laces: NE QDEL--AIR Right-J® Worksheet 0.1101 '"'°'° Entire House DEL -AIR HEATING & AIR CPFax: 531CODISCOWAY. SANFORD. FL 32771 hone, 407.333.2665 407.333.3853 Web: WWW DEL-AIR.COM Job: Lot153ThornbrookeAntasta... Date: 6/4/2014 By: FJF I Room name Entire House ahu 1 2 Exposed wall 316.4 It 147.4 fl 3 Room height 9.2 It 9.3 It 4 Room dimensions 5 Room area 2938.3 112 1469.0 (12 Ty Construction U-value Or HTM Area (III Load Area (III Load number Blutvlt2-IF) Bluh/ft2) or perimeter (ft) Btuh) Ior perimeter (it) Bluh) IHeatICodGrossIN/P/S Heat I Cool 1 Gross I N/P/S Heat I Cod 2A- 20v 2A- 2ov 0. 091 sw 2.58 2.34 0. 340 sw 9.62 21.87 0, 340 sw 9 62 21.87 0. 201 sw 5.69 4.35 0. 340 sw 9.62 23.50 0. 5m sw 16.41 16.85 0. 091 nw 2.58 2.34 0. 340 nw 9.62 22.89 0 340 nw 9.62 22.89 M9 I1 58 1 u 0 0 4 IS 11 33 462 22JMIG12A-2rnr 0.340 340 nw 9.62 221M 413 430 2 25391 0- 1296 4131 4 OI 2325I 1296 889 12C- Osw 0.091 - 2.58 1.44 320 6 c) AED excursion 1527 1277 Envelopeloss/ gain 20481 21090 14151 11716 12 a) Infiltration 5709 1808 2711 859 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 6 1380 6 1380 Appliances/ other 2415 2415 Subtotal ( lines 6 to 13) 26189 26693 16862 16370 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 26189 26693 16862 16370 15 Duct bads 269/6 1 36% 1 6890 9487 151/6 1 170/6 2593 2745 Total room load 33079 36180 19455 19115 Air required (clm) 1680 1680 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Sep-0513.06 13 ZcA Right -Suite® Universal 2017 17.0 23 RSU24011 Page I astasiaGLNE\ LOI153ThornbrookeAnlaslasfaGLNE.rup Calc - M.18 House faces: NE RDEL--AIR Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY. SANFORD. FL 32771 hone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL•AIR.COM Job: Lot IS3ThornbrookeAntasta... Date: 6/4/2014 By: FJF I Room name ahu 2 2 Exposed wall 169.0 It 3 Room height 9.0 It 4 Room dlmensiors 5 Room area 1469.3 112 Ty Construction U-value Or HTM Area (ft Load Area Load number Bluh/fl;•F) Bluh/ft or perimeter (It) isI h) or perimeter Heal Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 Vy 13A•2ocs 0.201 n 5.69 4.35 0 0 0 0 0 1100 0.390 n 11.04 11.99 0 0 0 0 yl 12C-Osw 0 091 ne 2.58 2.34 270 240 618 562 G 2A-2ov 0.340 ne 9.62 22.89 30 0 289 687 11 W 13A•2ocs 0.201 ne 5-ICJ 4.35 0 0 0 0 y/ 12C•Osw 0.091 se 2.58 2.34 491 461 1186 1079 G 2A•2ov 0.340 se 9.62 21.87 30 8 289 656 4.35 0 0 0 013A-2ocs 0.201 se 5.1 2A:2ov 0.340 so- 9.62 23.50 0 n 0 0 12C-Osw 0.091 sw 2.58 2.34 270 200 515 469 2A-2ov 0.340 sw 9.62 21.87 30 8 289 656 28-21v 0.340 sw 62 40 10 385 875 Val 13A•2ocs 0.201 sw 5.69 21.87 4.35 0 0 0 0 2A•2ov 0.340 sw 9.62 23.50 0 0 0 0C L--(i 2A•2ovd 0.580 sw 16.41 1685 0 0 0 0 12C-Osw 0.091 rtw, 2.58 2.34 491 470 1209 1100 2A•2ov 0.340 nw 99.62 22899 6 C 0Al 58 137A. 1 U.2A.2ov20V 0. 9. 340 nw, I 9.62 89 22.89 0 OI OI O I Lr1s-rYA VA-1111111111N11111 ttttttr I 61 c) AED excursion 1304 Envelope loss/gain 6330 9429 12 a) Infiltration 2998 949 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9327 10378 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9327 10378 15 Duct loads 1 46% 65% 4297 6761 Total room bad 13624 17139 Air required (clm) 0 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4d- wrightsoft- 2017-Sep-0513:06,13 45Z5k Right-SuileO Universal 2017 17.0.23 RSU24011 Page 2 astasiaGLNE\LoII53ThornbrookeAntastasiaGLNE.rup Calc = MJ8 House laces: NE DEL --AIR ruaim • am oamrtmmro Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 327C ND407ION26655 fax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot 153Thornbtoo keAntasta... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 1 147. 4 it 9. 3 It 1469. 0 W msir rm 42. 0 it 9. 3 It heal/cool 17. 0 x 15.5 It 263. 5 112 Ty Construction number U- value B( utVI12-*F) Or HTM at III Area ( It2) I or perimeter (It) Load Stuh) Area ( III or perimeter (It) Load Stuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 VI/ a 13A• 2ocs 1ID0 0. 201 0. 390 n n 5. 69 11. 04 4. 35 11. 99 46 23 24 23 134 250 102 272 0 0 0 0 0 0 0 0 V)! G 12C• Osw 2A- 2ov 0. 091 0 340 ne ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 W 13A-2ocs 0.201 ne 5.69 4.35 51 51 292 223 0 0 0- 0 yl G- 12C- Osw 2A- 2w 0. 091 0_ 340 se se 0. 00 0_ 00 5. 69 9. 62 0. 00 0_ 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 l G 13A- 2ocs 2A 2ov 0. 201 0. 340 se se_ 4. 35 23. 50 508 39 470 0 2671 379 2044 913 89 0 89 0 504 n 386 0 V612C- Osw 2A- 2ov 28_ 21v 13A- 2ocs 2A- 2ov 2A• 2ovd 0. 091 0. 340 Q30 0. 201 0. 340 0. 580 sw sw Sw sw sw sw 0. 00 0. 00 0_ 00 5. 69 9. 62 16. 41 0. 00 0. 00 0_ 00 4. 35 23. 50 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G Ca 280 58 64 158 0 128 897 561 1050 686 1369 1078 145 58 0 86 0 0 491 561 0 376 1369 0 Vjl 12C-Osw 2A• 2ov 2A- 2ov 0. 091 0. 340 0. 340 nw nw nw 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y! f 13A- 2ocs 2A- 2ov 2A- 2ov 2A- 2ov 0. 201 0. 340 0. 340 0. 340 nw nw nw nw 5. 69 9. 62 9. 62 9. 62 4. 35 22. 89 22. 89 2289 490 5 13 39 433 0 0 0 2462 51 125 374 1883 121 296 889 159 0 0 0 159 0 0 0 902 0 0 0 690 0 0 0 PL- D0 12C-Osw 1100 0. 091 0. 390 n 2. 58 11. 04 1. 44 11. 99 240 18 272 18 572 202 320 220 0 0 0 0 0 0 0 0 C 1613-30ad 0 032 0.91 1.74 12 12 11 21 0 0 0 0 F 2OP-19t 0.050 0.00 27. 99 0_ 00 0 000 146) 0 0 0 0 0 0 0 F 22A-1pl 0_9¢9 147 4126 0 264 42 1176 Q 6 c) AED excursion 1277 318 Envelope loss/gain 14151 11716 3634 3139 12 a) Infiltration b) Room ventilation 2711 0 859 0 772 0 245 0 13 Internal gains. Occupants @ 230 Appliances/ other 6 1380 2415 1 230 600 Subtotal ( lines 6 to 13) 16862 16370 4406 4213 14 15 Less external load Less transfer Redisinbution Subtotal Duct bads 15% 1 17% 1 0 0 0 16862 25M 0 0 0 16370 2745 15% 15% 0 0 0 4406 661 0 0 0 4213 632 Total room load Air required (c(m) 194551 840 19115 840 5067 219 4845 213 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2017 17 0.23 RSU24011 20t7-Sep-05 t F6:13 3 aslasiaGLNBLOII53ThombrookeAntaslasiaGLNE. rup Cale - M.18 House laces: NE Page DEL --AIR Right-J® Worksheet DEL -AIR HEATING & AIR C9NDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone: 407.333-2665Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lott 53ThornbrookeAntasta... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mstr bth 12.0 It 9.3 It heat/cool 12.0 x 8.0 it 96.0 IR mstr wic 0 It 9.3 It heat/cool 6.5 x 7.5 It 48.8 Il' Ty Construction number U-value 1310/I0%*F) Or HTM Bluh/Il2) Area (Ill or perimeter (It) Load atuh) Area (III or perimeter (It) Load Etuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 W 0 13A•2ocs IIDO 0. 201 0. 390 n n 5. 69 11. 04 4. 35 11. 99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl t- G 12C- Osw 2A- 2ov 0. 091 0. 340 ne ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 W 13A-20cs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 yl G 12C- Osw 2A_ 2ov 13A- 2ocs 0. 091 0_ 340 0. 201 0. 340 se se se se_ 0. 00 0_ 00 5. 69 9. 62 0. 00 0 OO4. 35 23. 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y-G. ..2A-2ov 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F-- G v 1 f-( 12C- Osw 2A• 2ov 28_ 2Iv 13A- 2ocs 2A• 2ov 2A• 2ovd 0. 091 0. 340 0_ 340 0. 201 0. 340 0. 580 sw sw sw sw sw sw 0. 00 0. 00 0 00 5. 69 9. 62 16. 41 0. 00 0. 00 0. 00 4. 35 23. 50 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V! F-( f' 12C- Osw 2A- 2ov 2A- 2ov 0. 091 0. 340 0. 340 nw nw rnv 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 P 12C-Osw IIDO 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C M- 30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 F 2OP- 191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A• tpl O.S89 27,E 0_00 96 12 036 0 6 c) AED excursion 37 0 Envelope losstgain 973 450 0 0 12 a) Infiltration b) Room ventilation 221 0 70 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 5 Subtotal ( lines 6 to 13) 1193 520 0 5 14 Less external load Less transfer Redistnbulion Subtotal Duct loads 15% 15% 0 0 0 1193 179 0 0 0 520 78 15% 15% 0 0 0 0 0 0 0 0 5 t r15 Total room load Air required ( clm) 1372 59 598 26 0 0 5 0 Val 13A- 2ocs 0.201 nw 5.69 4.35 112 112 637 487 0 0 0 0 G 2A• 2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 2A•2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 2A•2ov 0.340 rnv 9.62 22.89 0 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - wrightsolFt' Rgnt-Suite®Universal 20V 170.23 RSU24011 2017•Sep-05 13:09e.1 PaastasiaGLNEILott53ThornbrOOkeAntastasiaGLNE. rup Cak = MJ8 HOuSe (aCeS: NE 1 DEL -AIR Right-J® Worksheet Ilrmm•oaom rtmmro ahu 1 DEL -AIR HEATING 8t AIR CONDITIONING 531 CODISCO WAY. SANFORD. FL 32771 Phone: 407.333.2665Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot153ThornbrookeAntasta... Date: 6/4/2014 By: FJF I Room name mslr we study 2 Exposed wall 0 It 10.5 II 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 5.5 x 3.5 It 19.3 Its 10.5 x 11.5 It 120.8 I12 Ty CCorrrtberction U-value Or HTM Area ((Is Load Area Ml Load Stuh/ItzIF) atuh/It2) or perimeter (It) atuh) or perimeter (It) Stuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 13A-2ocsII0L 0201 0.390 n n 5.69 11.04 4.35 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 ne 0.00 000 0 0 0 0 0 0 0 0 2A-2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 W 13A-2ocs 0.201 ne 5.69 4.35 a a n n n n n n 12C-Osw 0.091 sw 0.00 0.00 0 0 0 0 0 0 0 0 2A-20v 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 2B_2(v 0_340 sw 00 0_00 0 0_ 0 0 0 0 0 0 13A-20cs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 I--G 2A-2ov 0.340 sw 9.62 23.50 0 0 0 0 0 0 0 0 2A-2ovd 0.580 sw 16.41 16.85 0 0 0_ 0 0 0 0 0 12C-Osw 0.091 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A-20v 0.340 nw, 0.00 0.00 0 0 0 0 0 0 0 0 7A_M.. AMA Z. AM AM A A A n 01I2A- 0.340I rnv 51- 4 9. 62 22.8899I OI 0 OI 0 39I OI 374I 889I v.v .I - 1 c.l ..-I V VI 61 c) AED excursion 10 369 Envelope losstgain 0 0 1004 Isis 12 a) Infiltration 0 0 193 61 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 5 1197 1577 Less external load 0 0 0 0 Less transfer 0 0 0 0 Reddstributian 0 0 0 0 14 Subtotal 0 5 1197 1577 15 Duct bads 151/I IS%I 01 11 15% Is*/.I 180 236 Total room load 0 5 1377 1813 Air required (clm) 0 0 59 80 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Sep-05 1 :06:13 5 aslasiaGLNE%Lo1153ThornbrookeAntastasiaGLNE rup Calc a M.18 House laces: NE 9 DEL --AIR Right-JO Worksheet rUMM-NawwwKin ahu 1 DEL -AIR HEATING & AIR CONDITIONING 631 CODISCO WAY, SANFORD. FL 32771 hone' 407.333.2665 Fax: 407.333.3853 Web: WWW DEL -AIR COM Job: Lot 153ThornbrookeAntasta... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 6.5 It 12.0 11 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.5 x 6.5 It 42.3 I12 6.5 x 6.5 it 42.3 It' Ty Construction U-value Or HTM Area (119 Load Area (Itg Load number Btuh/flt•F) BtulVfig or perimeter ((l) Bluh) or perimeter (it) Stuh) Heat Cod Gross I N/P/S Heat I Cod Gross I N/P/S Heat I Cod 2A-20V•2ov 28-2Iv 13A•2oc 2A•2ov 2A-2ovd Vjl 12C-0sw Imo- fCa 2A-20v 2A-2ov R 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0_340 se_ se 9.00 5.t39 0_00 4.35 0 0 0 0 0 0 0 0.201 0 0 0 0 0 0 0 0.340 se_ 9.62 23.50 0 0 0 0 0 0 0 0.091 sw 0.00 0.00 0 0 0 0 0 0 0 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0,340 sw 0 00 0 _00 0 0 0 0 0 0 0 0 0 0 0 0 0 00.201 sw 5.69 4.35 0.340 sw 9.62 23.50 0 0 0 0 0 0 0 0_580 16.41 t6.85 0 0 0 0 0 0 0 0.091 sw my 0.00 0.00 0 0 0 0 0 0 0 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 4 l 13A•2ocs 0.201 nw 5.69 4.35 61 48 271 208 61 55 315 24t I--C 2A-v 0.340 nw 9.62 22.89 0 0 0 0 5 0 51 121 I_fG 2A-2ov 0.340 nw 162 22.89 13 0 125 296 0 0 0 0 2A•2ov 0.340 rnv 9.62 22.89 0 0 0 0 0 0 0 0 0.091 - 2 58 1 6 0.091 - 2 58 1 6 c) AED excursion 74 18 Envelope loss/gain 578 578 993 603 12 a) Infiltration 120 38 221 70 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 697 1216 1214 673 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redisinbution 0 0 0 0 14 Subtotal 697 1216 1214 673 15 Duct loads 15% 15% 105 182 15% 15% 182 101 Total room load 1102 1398 1396 774 Air required (c(m) 35 61 60 34 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 wrightsoft' 2017-Sep-0513:06:13 ZrA Righl•Swte® Unrversal2pt7 17.0.23 RSU24011 Page 6 astasfaGLNE\Lot 153ThornbrookeAnlastasiaGLNE.rup Catc = M.18 House laces. NE QDEL-AIRItmlwo • as oomnllma Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot IS3ThornbrookeAntasta... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area family rm 35.0 It 9.3 It heat/cool 20.5 x 14.5 It 297.3 It2 dining rm 10.0 It 9.3 II heat/cod 1.0 x 210.0 It 210.0 fl2 Ty Construction number U-value Btuh/W-•F) Or HTM BlutVlt2) Area (It2) or perimeter (It) Load Btuh) Area (III or perimeter ((I) Load Btuh) Heat cod Gross N/P/S Heat cod Gross N/P/S Heat cod 6 VM 13A 2acs 1100 0.201 0.390 n n 5.69 11.04 4.35 1199 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yy0 I--G 122C-osw 2A-2ov 0.091 0.340 ne ne 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 If IN C 13A-2ocs _ 12c-Os -- 2A-2ov 13A-2ocs 2Ar2ov QC-Osw 2A-2ov 2B_21v 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.091 o_310 0.201 0.340 0.091 0.340 0_340 0.201 0.340 0.580 ne 619 4.35 o 0 0 0 0 0 0 0 se se se se_ sw sw Sw sw sw Sw 0.00 o_o0 5.69 9.62 0.00 0.00 0,00 5.69 9.62 16.41 0.00 0_00 4.35 23.50 0.00 0.00 0.00 4.35 23.50 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yyll C 191 0 0 0 0 191 0 0 0 1088 0 0 0 0 832 0 0 0 0 93 39 0 0 0 54 n 0 0 0 310 374 0 0 0 237 913 0 0 0 G t--G 135 0 64 71 0 64 405 0 1050 310 0 1078 0 0 0 0 0 0 0 0 0 0 0 0 Val 1--G G 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 nw nw nw 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-20cs 2A-2ov 2A-2ov 2A-2ov 0.201 0.340 0.340 0.340 rnv nw my my 5.69 9.62 9.62 9.62 4.35 22.89 22.89 22.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G P L--0 12C-Osw 1160 0.091 0 390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C I_fiB-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F- 22A=lpl 0-00 27_j9 0_0.0 297 3.5 eo 0 210. Io 260 0 6 c) AED excursion 588 136 Envelope loss/gain 3524 2809 963 1286 12 a) Infiltration b) Room ventilation 644 0 204 0 184 0 58 0 13 Internal gains: Occupants @ 230 Appliances/other 4 920 0 1 230 0 Subtotal (lines 6 to 13) 4t67 3933 11147 1574 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 15% 15% 0 0 0 4167 625 0 0 0 3933 590 15% 15% 0 0 0 1147 172 0 0 0 1574 236 Total room load Air required (c(m) 4792 207 4523 199 1 1 157 1319 1810 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Sep-05130613 rA Righ1-Suite® Universal 2017 t7.0 23 RSU24011 Page 7 aslasiaGLNE\Loo 153ThornbrookeAnlastasiaGLNE.rup Calc a MJ8 House faces: NE QDEL-AIR Right-J® Worksheet nuunw- MDEL-AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL32771 Phone:407-333.2665 Fax:407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot153ThornbrookeAntasta... Date: 6/4/2014 By: FJF I Room name pantry kitchen 2 Exposed wall 0 It 19.4 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 6.0 x 3.5 It 1.0 x 308.0 It 5 Room area 21.0 p2 308.0 ft2 Ty Construction U-value Or HTM Area (112) Load Area (fl2) Load number BtuhAt2-•F) 131uh/111 or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W- 13A•2ocs 0.201 n 5.69 4.35 0 0 0 0 46 24 134 102 O 11Do 0.390 n 11.04 it. 99 0 0 0 0 23 23 250 272 yl 12C-Osw 0.091 ne 000 000 0 0 0 0 0 0 0 0 G 2A•2ov 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 W 13A-2ocs 0.201 ne 5.69 T-3 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 se 0.00 000 0 0 0 0 0 0 0 0 2A-2ov 0_340 se 0 00 0_00 0 0 0 0 0 0 0 0C yI 0 0 0 0 135 135 770 58913A-2ocs 0.201 se 5.69 4.35 l ._2A_2ov 0.340 se_ 9.62 23.50 0 0 0 0 0 0 0 0 12C-Osw 0.091 sw 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 28_21v 0_340 sw O.fx) 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0v 13A-2ocs 0.201 sw 5.69 4.35 1--C 2A•2ov 0.340 sw 9.62 23.50 0 0 0 0 0 0 0 0 C 2A•2ovd 0.580 sw 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw 0.091 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 7A _'A- 0.340 A 'Mn nw w 0.00 I 0.00 A M 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 6913A-20cs '6. Ed 2A 2ov 0.340I nw I 9.62 22.89I 0 0I 0 0I OI 0 0 O 1Z11-usw I u.uy1I - I Z.701 I.ggl ul ul ul ul Zgu1 ZZZI 0/4 6 c) AED excursion 0 187 Envelope losstgain 0 0 2482 1337 12 a) Infiltration 0 0 358 113 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 10 5 28401 26W Less external load 0 0 0 0 Less transfer 0 0 0 0 RecLstrlbutlon 0 0 0 0 14 Subtotal 0 5 2840 2650 15 Duct bads 1 15% 15% 0 1 17% 261/6 489 688 Total room load 0 5 3329 3338 Air required (clm) 0 0 144 147 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Sep-05 13.06:13 ZrA Right-Suile® Universal 2017 17 0.23 RSU24011 Page 8AlC.. aslasiaGLNBLo1153ThornbrookeAntaslasiaGLNE.rup Calc - MJ8 House laces: NE JDEL-AIR Right-JO Worksheet WAMW•°°' ahu 2 DEL - AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot 153ThornbrookeAntasta... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169. 0 It 90 If 1469. 3 f12 rm 2 39. 5 It 9. 0 If heat/cool 14. 5 x 15.5 It 224. 8 02 Ty Construction number U- value Bluh/ 10*F) Or HTM at fig Heat Cool Area ( fig or perimeter (11) I Gross N/P/S Load Btuh) Heat Cod Area ( fig or perimeter (11) Gross N/P/S Load Btuh) Heat Cod 6 Vy L- O 13A• 2ocs 1t00 0. 201 0. 390 n n 0. 00 0_ 00 0. 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yJ 1- C 12C- 0sw 2A- 2ov 0. 091 0. 340 ne ne 2. 58 962 2. 34 22. 89 270 30 240 0 618 289 562 687 0 0 0 0 0 0 0 0 11 W 13A-2ocs 0.201 ne 0.00 0 00 0 0 0 0 0 0 0 0 y! 12C-0sw 2A- 2ov 13A• 2ocs 2Ae2ov 0. 091 0_ 340 0. 201 0. 340 se se se se_ 2. 58 9_ 62 0. 00 0. 00 2. 34 21. 87 0. 00 0. 00 491 30 0 0 461 8 0 0 1186 289 0 0 1079 656 0 0 86 0 0 0 86 0 0 0 220 0 0 0 200 0 0 0 V 1 f G 12C- 0sw 2A• 2ov 28_ 21y 13A- 2ocs 2A- 2ov 2A- 2ovd 0. 091 0. 340 0. 340 0. 201 0. 340 0. 580 sw sw sw sw sw sw 2. 58 9. 62 9_ 62_ 0 00 0. 00 0. 00 2 34 21 87 21 87 0. 00 0. 00 0. 00 270 30 40 0 0 0 200 8 10 0 0 0 515 289 3t35 0 0 0 469 656 875 0 0 0 140 30 0 0 0 0 110 4 0 0 0 0 282 289 0 0 0 0 257 656 0 0 0 0 T= 12C- 0sw 2A- 2ov 2A- 2ov 0. 091 0. 340 0. 340 nw, nw, nw 2. 58 9. 62 9. 62 2. 34 22. 89 2289 491 6 15 470 0 0 1209 58 144 1100 137 343 131 0 0 131 0 0 336 0 0 306 0 0 PI L -0 12C-0sw I1 DO 0. 091 0. 390 n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C I68.30ad 0.032 0.91 1.74 1469 1469 1331 2551 225 225 204 390 F 2OP•191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tpl 0_980 0_00 0_f)_0 0 0 0 0 0 0 0_ 0 6 c) AED excursion 304 123 Envelope losstgain 6330 9429 1330 1932 12 a) Infiltration b) Room ventilation 2998 0 949 0 701 0 222 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 9327 10378 2031 2154 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46/. 65% 0 0 0 9327 4297 0 0 0 10378 6761 460/ 65% 0 0 0 2031 936 0 0 0 2154 1403 Total room load Air required (cfm) 13624 840 t7139 840 2967 183 ISM 174 13A• 2ocs 2A• 2ov 2A• 2ov 2A • 2ov 0. 20t 0. 340 0. 340 0 340 nw nw nw nw 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk- wtrigF>ItSoft' Right•SuileGD Universal 2017 17.0.23 RSU24011 2017• Sep-OS 13:06.t3 Pag e a51a5iaGLNE\ LO1153ThornbrookeAnlaslasiaGLNE.rup CaIC = MJ8 House laces NE QDEL--AIR Right-J® Worksheet laanm• ea cmmrtlmmro ahu 2 DEL -AIR HEATING & AIR CgNDITIONING, 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL•AIR.COM Job: Lot 153ThornbrookeAntasta... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 It 11.5 It 3 Room height 9.0 It heal/cool 9.0 It heat/cool 4 5 Room dimensions Room area 9.0 x 6.0 It 54.0 It2 ILL x 6.0 It 69.0 ft2 Ty Construction U•value Or HTM Area (Itq Load Area (III Load number Bluh/h2-*F) 81uh1111 or perimeter (Il) let h) or perimeter (ft) Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Y 0 13A•2ocs t1 DO 0.201 0.390 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)I 12C-0sw 0.091 ne 2.58 2.34 0 0 0 0 0 0 0 0 2A•2ov 0.340P0.201 ne 9.62 22.89 0 0 0 0 0 0 0 0 11 W 13A-2oCs ne 0.00 0.00 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 se 2.58 2.34 0 0 0 0 0 0 0 0 C 2A-20v 13A-2ocs 0340 0.201 se se 9_62 0.00 21.87 0.00 0 0 0 0 0_ 0 0 0 Vjl 0 0 0 0 0 0 0 0 L-G..2A3ov 0.340 se- 0.00 0.00 0 0 0 0 0 0 0 0 12C-0sw 0.091 sw 2.58 2.34 0 0 0 0 0 0 0 0 2A-20v 21v 0.340 Q340 sw sw 9.62 9_62 21.87 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 13A-20cs 0.201 sw 0.00 21_87 0.00 00 0 0 0 0 0 0 0 I- 2A-20v 2A-2ovd 0.340 0.580 sw sw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G Vjl 12C-Osw 0.091 nw 2.58 2.34 81 75 193 176 104 104 267 243 F-fC 2A-2ov 0.340 nw 9.62 22.89 6 0 58 137 0 0 0 0 2A-2ov 0.340 nw 9.62 22.89 0 0 0 0 0 0 0 0 f 13A•200s 2A•20v 2A•2ov 2A-2ov 0.201 0.340 0.340 0.340 nw nwnw nw nw 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 0.091 - 0.00 0.00 C V V V V V Q 0 0 0 0 94 69 69 62 120 0 0 0 0 0 61 c) AED excursion 130 40 Envelope loss/gain 300 436 329 322 12 a) Infiltration 160 51 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 459 4871 533 387 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 459 487 533 387 IS Duct loads 461/. 659% 212 317 46% 65% 2461 252 Total room load 671 804 779 638 Air required (crm) 41 39 48 31 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AGCA wrightsoft' Right•Sune® Universal 2017 17.0 23 RSU24011 2017•Sep•OS Page 10 astasiaGLNSLo1153ThornbrookeAntastasiaGLNE.rup Calc - M.18 House laces: NE 9 DEL --AIR wurwo • ate amtmtltamm Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CPFax: 531CODISCOWAY, SANFORD, FL 32771 hone: 407.333.2665 407.333-3853 Web WWW.DEL-AIR.COM Job: Lot153ThombrookeAntasta... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 4 28. 0 (t 90 ( t heal/cool 14. 0 x 14.0 It 196. 0 112 rm 3 wic 7. 0 It 9. 0 It heat/cod 9. 5 x 5.0 It 47. 5 112 Ty Construction U-value 810012-• F) Or HTM at ll2) Area ( It2) I or perimeter (11) Load 8tuh) Area ( 112) or perimeter ((t) Load 8( uh) Heat Cod I Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 y! t- O 13A- 2ocs 11DO 0. 201 0. 390 n n 0. 00 U- 00 0. 00 0_ 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 y/ C 12C- Osw 2A- 2ov 0. 091 0. 340 ne ne 2. 58 9. 62 2. 34 22. 89 126 15 111 0 286 144 260 343 45 0 45 0 116 0 105 0 W 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 O 0 0 Vw G 12C- Osw 2A- 2ov t3A- 2ocs 0. 091 0_ 340 0. 201 0. 340 se se se se_ 2. 58 9_ 62 0. 00 0. 00 2. 34 21_ 87 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl C .. 2A.-2ov 0 0 0 0 0 0 0 0 0 0 0 n 0 0 1 I-- C 12C- Osw 2A- 2ov 28_ 2(v 13A. 2ocs 2A- 2ov 2A- 2ovd 0. 091 0. 340 0. 340 0. 201 0. 340 0. 580 sw sw sw sw sw sw 2. 58 9. 62 9 62 0. 00 0. 00 0. 00 2. 34 21. 87 21. 87 0. 00 0. 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LIT= 12C-Osw 2A. 2ov 2A- 2ov 0. 091 0. 340 0. 340 nw nw nw 2. 58 9. 62 9. 62 2. 34 22. 89 22. 89 126 0 15 111 0 0 286 0 144 260 0 343 18 0 0 18 0 0 46 0 0 42 0 0 13A- 2ocs 2A- 2ov 2A- 2ov 2A- 2ov 0. 201 0. 340 0. 340 0. 340 nw nw r1w rrw 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 0 12C- Osw 11 DO 0. 091 0. 390 n 0. 00 0_ 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 166.30ad 0.032 0.91 1.74 196 196 177 340 48 46 43 82 F 2OP-191 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 2?1Aj 0 989 Q00 0 A0 0 0 0 0 0 0 0 0, 6 c) AED excursion 110 26 Envelope loss/gain 1038 1437 221 212 12 a) Infiltration b) Room ventilation 497 0 157 0 124 0 39 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 1535 1594 345 1 251 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 46% 65°/a 0 0 0 1535 707 0 0 0 1594 1039 46°/u 65% 0 0 0 345 159 0 0 0 251 164 Taal room bad Air required (cfm) 2242 138 2633 129 504 31 415 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - wrightsoft' Right-SuileO Universal 2017 17.0.23 RSU24011 2017-Sep-05 13: e: 13 11 aslasiaGLNE% Lotl53ThornbrookeAnlaslasiaGLNE rup Calc a M.18 House faces: NE 9 DEL -AIR Right-JO Worksheet warm-nacmmmmmro ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot 153ThornbrookeAntasta... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area nn 3 24.0 11 9.0 It heat/cool 13.0 x 11.0 It 143.0 fR loll 11.5 It 9.0 It heat/cool 11.5 x 11.0 It 126.5 It= Ty Construction number U-value Bluh/It-F) Or HTM 81uh/111 Area (ft 1 or perimeter (11) Load Stuh) Area (119 or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 V1! 0 tj 2ocs 1100 12C-0sw 2A•2ov 0.201 0390 0.091 0.340 n n ne ne 0.00 0.00 2.58 2.62 0.00 UAO 2.34 22.89 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj! G_ 99 15 84 0 216 144 197 343 0 0 0 0 0 0 0 0 W 13A-20cs - 0.201 0.091 0.340 ne _ se se 0.00 2.58 2_62 0.00 0.00 0 0 0 0 0 0 0 0 V1l G yyJJ G 12C-Osw 2A_2ov 13A-2ocs 2A_2Dv 2.34 21_87 0.00 0.00 117 0 117 0 301 0 274 0 104 30 74 4 189 289 172 656 0 0 0.261 0.340 se se_ 0 0 0 0 0 0 0 0 0 0 0 0 0 e G LL--GG 12C-0sw 2A-2ov 28_21v 13A-2ocs 2A-2ov 2A-2ovd 0.091 0.340 Q340 0.201 0.340 0.580 sw sw Sw sw sw sw 2.58 9.62 9_62 0.00 0.00 0.00 2.34 21.87 21.87 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl C f 12C-0sw 2A-2ov 2A-20v 0.091 0.340 0.340 my nw nw 2.58 9.62 9.62 2.34 22.89 22.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)/ 13A-2ocs 0.201 nw P L --D 12C-0sw 11 D0 0.091 0.390 n 0.00 0_00 0.91 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16830ad 0.032 1.74 Ig 143 130 248 127 127 115 220 F 2OP-191 0.050 L.4I 0,00. 0.71 0_Qp 1 1 2 1 0 0 0 0 F 22A-tpl 0_989 0 0 Q 0 0 6 c) AED excursion 61 240 Envelope loss/gain 793 1002 593 1288 12 a) Inldtration b) Room ventilation 426 0 135 0 204 0 65 0 13 Internal gains. Occupants @ 230 Appliances/olher 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1219 1137 796 1352 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 65°i 0 0 0 1219 561 0 0 0 1137 741 46% ss°i 0 0 0 796 367 0 0 0 1352 wl Total room bad Air required (clm) 1780 110 1878 92 1163 72 2234 109 0.00 0.00 0 0 0 0 0 0 0 0 2A •2ov 0.340 nw 0 00 0.00 0 0 0 0 0 0 0 0 2A-Zov 0.340 nw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 nw 0_QO 0_00 0 0 0 0 0 0 0 0ACCalculationsapprovedbyACCAtomeetallrequirementsofManualJ81hEd. A - wrightsoft' Right•Suite® Urnversal2017 17.0.23 RSU24011 2017-Sep•05 13:9e:2Pa astasiaGLNE\Lo1l53ThornbrookeAntastasiaGLNE.rup Cak ° MJ8 House laces: NE DEL --AIR Right-J® Worksheet If1r.1G•C01nN11 ahu 2 DEL -AIR HEATING & AIR CNDG 531 CODISCO WAY, SANFORD, FL 32771 qhone407-ON665 Fax 407-333.3853 Web. WWW.DEL-AIR.COM Job: Lot 153ThornbrookeAntasta... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area open to below 35. 0 It 9. 0 it heat/cool 20. 5 x 14.5 It 297. 3 112 stairs 3. 5 It 9. 0 It heat/cool 1. 0 x 311.3 it 311. 3 112 Ty Construction number U- value BluW( 12-•F) Or HTM at fig Area ( 112) or perimeter ((t) Load Btuh) Area ( fig or perimeter (it) Load Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 y/ L- O 13A- 2ocs 1100 0. 201 0. 390 n n 0. 00 0. 00_ 0. 00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ T_ G12C- Osw 2A- 2ov 0. 091 0_ 340 ne ne 2. 58 9 62 2. 34 22_ 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 W 13A-2ocs 0.201 ne 0.00 6-60 0 0 0 0 0 0 0 0 Hi -- 12C-Osw 13A- 2ocs 2.: 2ov 0. 091 0_ 340 0. 201 0. 340 se se se se_ 2. 58 9_ 62 0. 00 0. 00 2. 34 21. 87185 0 185 0 475 0 432 0 0 0 0 0 0 0 0 0 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v f G 12C- Osw 2A- 20v 28_ 21v 13A- 2ocs 2A- 2ov 2A- 2ovd 0. 091 0. 340 0_ 340 0. 201 0. 340 0. 580 sw sw sw sw sw sw 2. 58 9. 62 9. 62 0. 00 0. 00 0. 00 2. 34 21. 87 21. 87 0. 00 0. 00 0. 00 131 0 40 91 0 5 233 0 3135 0 0 0 212 0 875 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl I- Ct 12C- Osw 2A- 2ov 2A- 2ov 0, 091 0. 340 0. 340 rnv nw nw, 2. 58 9. 62 9. 62 2. 34 22. 89 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 32 0 0 81 0 0 74 0 0 13A- 20cs 2A- 2ov 2A- 2ov 2A- 2ov 0. 201 0. 340 0. 340 0. 340 nw nw nw, nw, 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L- D 12C- Osw 1100 0. 091 0. 390 n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 18830ad 0.032 0.91 1.74 297 297 269 516 311 311 282 540 F F== 2OP- 191 L- td - 0. 050 0 1. 41 6.71 0 0 0 0 0 0 0 0 0. 00. 0& 0 0 0 0 0 0 0 0 6 c) AED excursion 209 60 Envelope loss/gain 1362 2245 363 554 12 a) Inldtraiion b) Room ventilation 621 0 197 0 62 01 20 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 1 1983 2441 425 574 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 65% 0 0 0 1983 914 0 0 0 2441 1591 46% 65% 0 0 0 425 196 0 0 0 574 374 Total room load Air required (clm) 2897 179 4032 198 621 38 948 46 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. wrightsoft' 2017-Sep-05 13:06:13 Right- Suile® Universal 2017 17.0.23 RSU24011 Page 13 aslasiaGLNE\ LOI153ThornbrookeAntaslasfaGLNE.rup Calc - MJ8 House laces: NE 1 DEL -AIR Duct System Summary Job: Lot 153ThornbrookeAnta... atrwo . Nortrotmfe Date: 6/4/2014 am ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax 407.333.3853 web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mad Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm c 1810 57 80 0.196 6.0 Ox 0 VIFx 27.1 95.0 stl famiyrm h 4792 207 199 0.183 8.0 Ox0 VIFx 36.2 95.0 stl kitchen c 3338 144 147 0.212 8.0 Ox0 VIFx 18.0 95.0 stl mslr bth h 1372 59 26 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mslr nn h 5067 219 213 0.148 8.0 Ox 0 VIFx 52.0 110.0 st3 mslr We c 5 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st3 mslr wic c 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 5 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr h 1396 60 34 0.199 5.0 Ox 0 VIFx 25.5 95.0 stl study c 1813 59 80 0.164 6.0 Ox 0 VIFx 36.2 110.0 st3 util c 1398 35 61 0.199 5.0 Ox0 VIFx 25.5 95.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 337 319 0.148 619 10.0 0 x 0 VinlFlx SO SO Peak AV 840 840 0.148 602 16.0 0 x 0 VinlFlx C wri htsoft' 2017-Sep-0513:06:14 9 Righl.Sude® Universal 2017 17.0.23 RSU24011 Page 1 ACCA...aslasiaGLNSLo1153ThornbrookeAntastasiaGLNE.rup Calc = MJ8 House laces: NE Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk W Ox 0 840 840 0 0 0 0 Ox 0 VIFx 1 A * wrightsoft' Righl-Sude® Universal 2017 17.0 23 RSU24011 2017-Sep-05 13:ge 2X—CPageaslasiaGLNE\Lo1153ThornbrookeAnlaslasiaGlNE.rup Calc . MJ8 House laces: NE 1 DEL -AIR Duct System Summary t1OMO - I11fl 00MM1111111151 ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407-333-2665 Fax 407.333.3853 Web: WWW DEL-AIR.COM Project• • For: Taylor Morrison Job: Lot 153ThornbrookeAnta... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.202 in/100ft 0.202 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk b1h 2 h 671 41 39 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 779 48 31 0.311 4.0 Ox 0 VIFx 7.1 70.0 left c 2234 72 109 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 open to below c 2016 89 99 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 2016 89 99 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2967 183 174 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1780 110 92 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2242 138 129 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 948 38 46 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 222 0.202 502 9.0 0 x 0 VinlAx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx t + wrightsoft, Right•su,te® Universal 2017 17 0 23 RSU24011 2017-Sep•05 13 06 14 A Page 3 AC0aslasiaGLNE\La1153ThornbrookeAnlaslasiaGLNE.rup Calc a MJfi House laces: NE FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot i 53ThornbrookeAntastasiaGLN E Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner. Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the 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 9/5/2017 12.35 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 9/5/2017 12:34:4t PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name. Lotl53ThornbrookeAntaslasiaGLNE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction- 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single_ or Multi Point Test Data HOUSE PRESSURE Leakage Characteristics CFM(50): FLOW: I 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 al 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 lest, 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 Where required by the code official, -fliE STa, performance results demonstrate compliance testing shall be conducted by an with Florida Energy Code requirements in approved third party. A written accordance with Section R402.4.1.2. report of the results of the test shall be signed by the third party conducting the test and provided to SIGNATURE: the code official. PRINTED NAME: DATE: 9/5/2017 12:35 PM BUILDING OFFICIAL: DATE: - - EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Q1unr; oaY O I+J R A COD WE Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS. Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402 4.1 1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1. as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. 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, and 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 al 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. Healing and cooling systems, if installed at the time of the lest, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square fool (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1 Post -construction test. Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0 1 inches w g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage lest is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/5/2017 12:35 PM EnergyGauge® USA - FlaRes2014 - Section R405.4 1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water healers not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 '/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water healing systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water healing systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 9/5/2017 12.35 PM EnergyGauge® USA - FlaRes2014 - Section R405.4 1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heal pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403 6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or healing system is utilized to provide cooling or heating to the major entertainment areas. 2 A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool healers shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space healers shall have a minimum thermal efficiency of 82 percent for healers manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4 0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on healers and pumps according to a preset schedule shall be installed on all healers and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19 Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 9/5/2017 12:35 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 a m 0TYPICALMASONRYm WINDOW SCHEDULE ruw n.00i i:rC ell WINDOW WIDTHS r I r R v Wrnw I-mlemla L O N ` L^ wlMmwuu4urs i r'i m m O ou,1O.i d 6 qj — ell t( Cl 3 E Ouroranwnwaw WT rr Dw Maw nw low rmiu Aio! fl¢ 9 A M v O y3 G4L1• TOP l`.Jj r Yw eww 11w IIw p OUC both duct O- a Lr Bw nsw >sw - 3 to wall Cap o wall C. p_reYri•ir L iL nr LB 20 1DM v/SKV r2.0v IPM w/fan fan acpdtww,asrLewl 42X42 A/C SLAB IB.1o l.n oy Nutone 696RN p_rwra,r Iwatao"°la'uwl"'' BY BLDR MIN ai trorn YIiICTJf71 •D eHlrJlbe LCili a/B'.1'0• Bti:ononnASla/mto.i.. 2' FROM WA lmnllit M166lLAa90•C)ISARW M flM fG! 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ARCHWAY O 200 L. d 11'. $' B t I 1 .-.• nt ,. 1 — . 1 ALAW• i 1 1I tun It' ice, n lO' IIM I r•: Ijt W11!•®1,QriiiWON —Zir— (I B• N V- '-r I• Ifol• rW1 I A _• NI N ri 1 - 1 r-' oa 1 1 1I V I 1 i i7 1 tw iurm I. 11 W 1 II1 O1 fry 1 1 J.w Ih- rc-- C- K V 1 t-------= Yr aIs • • M a ImOIi..Jw lol J Ow•.' ilr lronfllrdYetf/.IrL Lrtl 'sitedInComolom, Ith Llorldo Rrsldlntbl L M Z ylpp BYLWq Caor - M1602.i Bilencrd Re AM,:%eptlent, 1-3. BYIWr 7• YItCMn vMt to • ell Cep LJ w,st W01169 u ritrkt d on — 1.,C.t doc s to Ih• reale1 Vl Y teen,. Q o 0N w MaQNmo C] Z U ai+ lloaL E 17F2t ir w Q 1-- O l.t_ a ImR411iifrmu.om 1!e maiwlemlYQ Z O = 1 rs,..... n..l iwwl•r• •rwwuelrYm A. liw!l w w Q J D L, z l Pr•Ib Iilr11•TOrOWIP1•gt!•ri a1• l.+w! onuie..•L:•rs1"vei••u wulfm OillOrr:riii Alol MC!lCtrAn - Iql rfDCLY1fY. frmi•I<rtlep.piMlMi r, a,,,,aYr• Rating I4Yrrll• •emu lrnluAi• 1l YY•YtlAn•.•r dVVOIrA4 An O A ILIwlesl rl YllY•iOirlarlO•M usa wAlsw a I IrYia•A•IlYw ll•[7 ••rOTln OIOe1Ml•Ol11i CYmlAO rIIr.ilAl•pwL1 IMIY• I Irtei•IC rPYNOIr•M:w mrINIq•1!WIi lrrmliAL•Y nlr•n eC1llYrl wwmrm Pd.IrrYYY 14!'mrYtA I' ws S mi 4MI r W V' / 1 • y L' W GZ co J Q H co a3 Z l3 IJ Qutrlwlwrwr rers a1!l rtllli •I'IL m •n J 0 Q aC r.'ra wwm•i '' un Cleo h 5 around t h tot gy co e. All duct haS on ri6 Insulotbn value. m o- _J N 0 0 I )e 1 16, 1 w wINOWY fnLLCM wa ww teela I qla J Ot'a EGe.a ICe.a .d/a Jy OCY MfaY faoeY Y)0Y I WW NIrY )WW YYW SON tAOY )ROW YOOY NOW dMW 1p1Y qOW 6: rtIV! awQedm Nll41IQaA MIUSIJ! Ip ISI4lIro• NI .da MII RIN/ ICIt1U NO ITPC1110a wva ItAeat I11! o doa t'di)Illci! N14W JCBB•1.Oc.011e® fsAl6lal u somnOrrt sd' relr:mn.ns In'ou•nelo.eu 2.0 ION V/SKV e24ov IN Io-I' plrn Olen eyO rtlricel. •1/'•1'0' 14,110 I,cd n 3' bath duct to roof cop Ironif.r tluC tc/gr.l.c ch.d InW/fan cpWYnce .IU norWo Resrentkl Nut one 696RNB wrtlhp code - M1a02.. Ioloncrtl R.turn .r, ..c.Dtbns 1-1 h/der oust 0,0"" unrrstrlcted 1 Inch rse N TI. K untl.rcut an doors 10 hebltaol. Ms)r• l nl rOOns. I Iz.alr.g 9ea 12.12 ro IC Nc. I..r a• I 11 . 010.6 tWd 10.a 111 O a 1 Q ee 111 o, m wPIIpLrsotlla NYdr. I 1y l 1 P/IrleO 4 1 nrwsrl 1 12 cd Im 1 I 112 rep I HAd r ell Med toellMedto1 Provide e/c duct Cllefl11171.cd 1 111 s 1 e. I Must hove a nWnun clea,arKe of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. a IZ OJ Z (VJ c C.4 to tt> tf\ 6Z. O G Ali S 0 y0lf>IW.elllbrll Itllr r,l/1 wwlo Dona .mu tdlrrtlroVrsV o ree asram.uo tlr.,....NI M•1 n e Vb Vt.eerelYl tl ie0 Iww.rOOwourele y raww.rlve eMdTAMa omrwarlowlsla nelw ewerrweunulOrsl+. Pvrlmele. Q a a a Q SIAUCIUUL NOIES N m u lrlrtl err•. r. u®uoewraeeursn uomlaluremoor..m Z0 kD Ol.Cs elr.rp.Y w w U OM ON uoororusirrrwomvelmacn lre1P010.Oemllal Z n W Y oa o o '- n N aZ0cti a J F— Rating o } y m w > z z c ui 3 O J O 5 Q CC DEL J(NOO TAYLOR MORRISON HOMES THORNBROOKE S.F. v LOT 153 HOUSE TYPE: ANASTASIA W/OPT: LAUNDRY TUB 2ND LAV IN BATH 3 2ND FLOOR 3" WASTE STAG( FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR S Aj v W O o N Url r ' TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 153 HOUSE TYPE: ANASTASIA W/OPT: LAUNDRY TUB 2ND LAV IN BATH 3 1ST FLOOR AAV I - KITCHEN 8' WAsTe STACK FROM 2ND F(0011 TERMIUMNO TO THe ismo0R " 3A 4151 H 3 L/T j MASTER BATH b,I& W/M POWDER BATH f DESCRIPTION AS FURNISHED: Lot 153, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. 30, RECORD COPY UN p B C114J CO !?0A0 LOT 152 BP 17 - 325y AAZNINDATEVia' Ok to construct single family home with setbacks and impervious area shown on plan. 39. 7 % AwJ +2 S to 0. L t7rL LOT 154 ESMT. 0-03'22'38' y R-100.00' ti L=5.89' C1 5' WALK (; P.C. OPF LOT AREA C:.LCI+i LOT • 11i; D=18024'53 ,y LIVING r ITNIRY = 71 r: L = 32.14 ' CURB 3' 3' LANAI - I FLARES FLARES BREEZEWAY = PI/A :X.r • C=32.00" DRIVEWAY' = 40C S -J. CB=S 1204548" E RL-'D R01: LAND WAKWAY = S r uMrRVJOUS = 39.7 50' RI') = 2.621 Q, p 500 = 3._175 ;G i Orr LOT AREA _L•.UI T+._•;"•: Q PROPOSED = FINISHED SPOT GRADE ELEVATION R/'W' _ ;C. `, PER DRAINAGE PLANS RUILOINC SETBACKS: *PLOT PLAN ONLY' SIL'L'WALK = 1 c , PROPOSED DRAINAGE FLOW FRONT a 25' ( SNOTA URVIS Y) SOD LOT GRADING TYPE A REAR n 15' T.)7 AN: — PROPOSED INFORMATION SHOWN AH£A = 6,843 SI1.. TPROPOSEDF.F. PER PLANS a 25.4' SIDE - 5.0' DASED ON SUPPLICO PLAN DRIVEWAY = 456 S::.iSIDECORNER - 10' ANU/OR 1NSTRUCTIONS PER SIDEWALK = 22.5PROPOSEDGRADEPERCONSTRUCTIONPLAN + CLlEN1 NUT 17E10 vCRIr2U SO!) - 4,014 5:. 7. CRUSI.'NMEYER-SCOTT & ASSOC., INC. - LAND SUR11TT.Y0.1?S LCGEND - LCGCHD - P PLAT PUL POINT ON LINO 5400 E. COLONIAL DR. ORLANDO. FL. 32807 407—277-3232 FAX 4071-658-14;36 r • flttD K NOBS: 1TP. • TY IC/ P. • IRON PIPC PAL. • POINT OF PCVERtC CURVATURC 1. THE UNOERS"rD ODES HEREBY CERRrr THAT THIS STIRVLr MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIN BOARD Or R. • IRON ROD PLL. • POINT Or CGOOWID CURVATURE PROFESSIONAL SURWtORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADNNKTRAr1VE CODE PURSUANT 10 SECTION 472.027. FLORIDA SrATUM1CX • C04CPETE N0IAINENT RAO •RADIAL 2, UNLESS EMBOSSED WRTI SURVEYOR'S SIONVURE AND ORIGINAL RAISED SEAL nos SURVEY MAP OR COPIES ARE Nor vAUOSETLP. • VY VC ./OLD 1390 NR TAN -RADIAL 3. THIS SURVEY WAS PREPARED FROM IRLE WfORM4noN FI RN191CO TO THE SURVEYOR. THERE MAY BE OTHER Rf3TRICOONS PREC.,O0 • RCCOVERCD CAL • WITNESS POINT PAD. POIHt OT OCGIM4ING CALL. CALCILAtCO OR EASEMENTS THAT AFFECT THIS PROPERTY. PAC. • POINt Or CONNEILYNCNT PAX PERHAtENT REFERCNCC NONUWAT 4. NO UNDERGROUND IMPROVEMENTS NAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. 4. CENTCRLINC fr. FINISHED FLOOR CLCVAt10N e. THIS SURKY IS PREPARED FOR INC SOLE BENEFR OF THOSE CERTIFIED TO AND SHOULD NOT BE REUED UPON er ANY OTHER cum AV • NAIL L DISK. DSL. • BUILDING SMACK LINO B oIMENs10Ns SHOWN FOR THE LoCAOON of WPROVEMENIS HEREON SHOULD Nor BE usco TO RECONSTRucr BOUNDARY WVES. IV OT-vAY OX . OCHC/01ARK CASCH 7. BEARINGS, ARE I)AM ASSUMED'DANM AND ON THE LINE SHOWN AS BASE BEARINGESNT. • CASENCNT D.D. . DASC BEARING (B BRAIN. DRAINncC e. ELEVATIONS. E SNOw:6 AR[ BASED 0w rgllOrlAt CEOOEIIC DATUMM Or 1929, UNLESS OTHCMERWIS[ NOTED. UT II.. UTILITY 9. CERTIFICATE DF AMORIZA1ION A'0. 4390. CLFC. CHAIN LINK rCHCC VOFC. • VOOD I'CNCC C/D • CONCPTC BLOCK SCALE 1- - P.C. • POINT COT CURVATURE 20•—' DRAWN BY: P.T. POINT OF TANGENCY QATE ROER NOhest. • OCSCRIPrION CERTIFlEO 9Y. RADIUSAM1.CIAIH PLOT PLAN 09-08-2017 392U-1% D DELTA C D CHORD DEARUA NOR174 L _ THIS BUILDING/PROPERTY DOES.NOr LIE WTHIN T11E ESTABUSHEO 100 YEAR FLOW PLANE AS PER nRM• ZONE 'XI MAP / 12117C 0055 F. x CRu E'JM'YER. R.L.S. /'4714 S V/. SCOTT. R.L.S 1 4801 STATE CERT .LIC EC13003716 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy STRADAN NEC 2011/FBC 107 SANFORD.FL 877-9061113 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: 6N6fiTASA BUILDER TAYLOR MORRISON SUBDMSON VOLT/AMPS LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 1 15672 Includes Heat Pump and Heal Strips on together 0100%. Square feel living area I 2685 3 volt/am s 7755 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 mise mist TOTAL OTHER LOAD 34355 FIRST 10KVA@100% 10.000 REMAINDER @ 40% 9742 LARGEST LOAD 1557 TOTAL LOAD 35 314 V.AJ 240VOLTS= 1 147 SIZE RECOMMENDED 1 200 MINIMUM PER 150 SERVICE SIZE: I I NEC 2 2.5 3 3.5 4 5 4032 10000 6500 5040 10000 6500 5280 10000 6500 6168 8000 5200 6888 8000 5200 8160 10000 6500 C1:i TON OTY KW 1.5 2990 5000 3250 0 2 1 4032 5000 3250 7282 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3.5 6168 5000 3250 0 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 lPOOLJP5WIRtiES z_ AMPS y•.'.'.-240 0 60 t-`+_f35 240ri1l1F= 0 100 r ^J 240 Mrd Note, This Load Calc is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. 1 O v e CA 10 70 to A Ftir LTI r n 0 n 0 tits - 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: TBO153 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: T130153 Model: Anastasia Tampa, FL 33610-4115 Lot/Block: 153 Subdivision: Thornbrooke 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: 45.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. Seal# IT12179733IF04Truss Name Date 1 T12179716 ClA 10/4/17 18 10/4/17 121 T1 2179717 1 C1 B 1 10/4/17 119 I T12179734 I F05 1 10/4/17 13 1 T 121797181 C3A 1 10/4/17 120 I T12179735 I F06 1 10/4/17 4 T12179719 C38 1 10/4/17 21 T12179736 F07 10/4/17 11 5 T12179720 C5A 10/4/17 22 1 T1 21797371 F08 10/4/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - 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. I rEN No 41 • 10 O : TAT E O F •: P; • -i ,z. N At - Julius Lee PE N0.34669 MITek USA. Inc. R. Cert 6634 6904 Parke East Blvd. Tampa RL 33610 Date: October 4,2017 Lee, Julius 1 of 2 RE: TBO153 - Site Information: Customer Info: Taylor Morrison Lot/Block: 153 Address: City: Sanford Project Name: TB0153 Model: Anastasia Subdivision: Thornbrooke No. Seal# I Truss Name I Date 35 T12179750 I HJ7 10/4/17 36 T1 21797511 T01 10/4/17 137 I T12179752 I T02 1 10/4/17 1 138 I T12179753 I T03 1 10/4/17 139 I T12179754 I T04 10/4/17 1 140 I T12179755 I T05 1 10/4/17 141 I T12179756 I T06 1 10/4/17 142 I T12179757 I T07 1 10/4/17 I 143 I T12179758 I T08 1 10/4/17 I 144 1 T12179759 I T09 1 10/4/17 I 145 I T12179760 1 T10 1 10/4/17 46 IT12179761IT11 10/4/17 47 T12179762 T12 10/4/17 48 IT12179763IT13 10/4/17 49 1 T12179764 1 T14 10/4/17 150 I T12179765 I T15 1 10/4/17 1 151 I T 12179766 I T 16 1 10/4/17 1 152 I T12179767 I T17 1 10/4/17 153 I T12179768 I T18 1 10/4/17 54 IT121797691VOl 10/4/17 55 1 T12179770 1 V02 10/4/17 56 IT121797711VO3 10/4/17 57 1 T12179772 1 VO4 10/4/17 58 1 T12179773 1 V05 10/4/17 State: Florida 2of2 Job Truss I (USb I ype ty Pty T12179716 T801a3 CIA Jack -Open I t Job Reference(optional) tsue0am heetbaurce. I anva, rlam Gay, I-Imisa 33bee otyvr r mnausmes, tn. a vv vU.vw zvrw0ld10:0837CakNCJU5yd1wfattNTLtlYtg125H71Av8vof11eWcGjOP?rRIyBt svh 1001002x4 = Scale = 1: 7. 1 LOADING ( psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1. 25 BC 0.01 Ven(rL) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(rL) -0 00 2 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 3 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No. 2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 1=44/Mechanical, 2=34/Mechanical, 3=10/Mechanical Max Horz 1=22(LC 12) Max Uplifll=-5(LC 12), 2=- 23(LC 12) Max Grav I=44(LC 1), 2=34(LC 1), 3=20(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7- 10; Vult= 140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsh h=25ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Elaedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at Joint 1 and 23lb 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. 7) '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.' Q WARNWG - VoAry dedpn pmometart attd READ NOTES ON TNJS AND L14CLUDED 11JREK REFERANCE PAGE NfF7473 tev. IaMMIS BEFORE USE Doslgn valid for use only wllh Mllol0 convectors. Ms desIW16 based only Upon Ixeamoters shown. and Is lot an Yv:9vkkrat "ding component. not a truss system. Befoto into. the txLWg dastgnor must verily the orolcablity of design rxaaltotats and Ixopeny trlcogotote Ihlt design Into Ito ovorall txdding design. Bloclrg I KkcFlod Is to rxovant budding of trldrok W truss web and/ot chord members only. Additional Iorn"ay, and permanent bracing M!Tek' k always te(ood lot sIdAtly and to rxovotd collt{ne wtih ponl Ae porsotKg t*jrV arKJ rxopeny U[rnage. For genial gJtlatco tagathg the ktxk:atkxt slotage. dellvaiy, aioclion and Lxoctrg of tmrses alct tram systems. soeANSIM I Guatity Cdtoda, DS"9 and SCSI Bulkang Component 6904 Parka East Blvd. Safety Inlormallon available train trait Plato institute. 218 N. too Strool. Stlto 312. AlottaxJda, VA 22314. Tampa, FL 33610 Job Truss I fuss I ype oty ply T12179717 TBOt53 Cis Jack -Open 2 1 Job Reference(optional) Builders FaslSource. Tampa. Plant City. Florida 33566 7.640 a Aug 16 2017 kkTek Industries. Inc Wed Oct 04 08 05.39 2017 Page 1 ID:0837CakNCJUSySDiOmCDdrtydl I m-oGlEbpMVOs?xv49Thgh8g7LpHRgmLiyYdf5?HayWsvg 144 1.0.0 Scale = 1:6.2 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(fL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hort(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP NO-2 REACTIONS. (Ib/size) 3=-11/Mechanical, 2=159/0-8.0, 4=9/Mechanical Max Horz2=34(LC 8) Max Upldl3=-11(LC 1), 2=-102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp /Max Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=S.Opst; h=25ft; Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the Bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 102 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. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular bullding Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " 0 WARNING - Ved/y dosrgn pararrtetaro and READ N07ES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M0-7473 rov. IM212015 BEFORE USE Design valid for use only with Mllek®conneclors. M design Is based only upon parameters shown. and Is for an b Aducil building component. not a Itusssyslem. Before use. Ite bxBalng cleslgret must verily tfo appiicotAlty of design lotarneters and proporiy incor otate this daslgn Into Ina ovetall btBdng design. Bracing Indicated is to bucWing of IndNklual Russ web and/or chord members only. Adfilllonal lomporary and permanent bracing M!Tek' preventIs always teprlred tot sk"lly and to pievenl eollcgme wlltt pusstAo petsonaltW+y and fSorxaly clarnage Foigerietal gulautee tegardbtg Ire 6904 Parke East Blvd. labtk:allon, slotoge, delivery, efocilon and bracing of busses and tniss systarns, secANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component Tornpa. FL 33610 Safety Information availablefrombrasRateInstitute. 218 N. Lee Street. Suite 312. Alexardria, VA 22314. Job Truss Truss Type Oty pry T1217y7,e T80163 C3A Jack -Open 1 Job Reference (optional) auddeo Fasisoufce. Tanya. Fain Gay. Fiona 33556 /.fNV b Nuy le zvl / 6e IeR IROVimee. RIG. W eR VGI W Ve:V0.3tl Z I / aye I 10:0B37CakNCJU5ySDiOmCOdrryd 11 m•oGlEbpMVOs?XwjgTt1g11Bg7LnhRpRLryYdiS?HayWsvg 3-0-0 I 3-" 2x4 3.0-0 Scale = 1:12.3 LOADING(psf) SPACING- 2-0-0 CSI. OEFL. In floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 8C 0.09 Ven(TL) 0.01 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n1a We BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 SOT CHORD 20 SP N0.2 REACTIONS. (lb/size) 1=129/Mechanical, 2=101/Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Uplift I =- 1 7(LC 12), 2=-65(LC 12) Max Grav 1=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc puffins. SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 65 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. 7) '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' WARNWG . VerIty destyn paramofas and READ NOTES ON THIS ANDWCLUDED NITEK REF£RANCE PAGE A98.7473 rev. 1693 I5 BEFORE USE Doslgrn vdid la ttso only vAlh NUleW connoclots Ms design Is lased only upon paanetefs sfwN n, and Is lot do Individual building component. not a truss system. Bolae use. the brlldhg doslgnot must vedfy the c"Acabltty of dcslgn paanetea aryl rxopody lncogwfate this design Into the overall Irking design. Bracing Indicated Is to buckling of Irncavldud truss web and/of dyad membots only. Additional lempotary and peorrnanefnt txacl ng M iTek' rAovont Is dways toealted fa stability and to fxevenl eollapue with rxm"e personal Yryuy and rxoparly damage. Fof gery end guidance tegaadng M 6904 Parke East BlvdIdxlcallon, stotago. del". arecllon and Lxcr-N of fnasses and Inrss systems. saoAN51/rPl I Quality Cdfedo. 038.89 OW SCSI SuBding Component Tafnpa. FL 33610SafetyInformationavdWblefromit= Plato InsUnAo. 218 N. Lee SSool. Salto 312. Alexandriaa, VA 22314. Job ruse Truss Type tY T,2179719 MOM C38 Jack -Open 2 Job Reference tronal Budder& FegSoutce. Tor pa. Plant Gly. Fonda 33566 r.wv & n.9 6 evr r M yes i— "w —i v vo.vanv ay. r W. . I D:0837CakNCJUSySDiOmCOdnyd 11 m-GTOco9N7897NYsFIFOCNDKtzir8y49ChsJrYq 1 ywsvl 1-0-0 3-0-0 r 1:0.0 -- — 3-0.0 i Scale n 1:9.6 20 = r 3-0-0 3-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl . L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 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(rL) -0.00 3 n/a We BCDL 10.0 Code F802014/TPI2007 Matnx) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ibtsize) 3=67/Mechanical, 2=234/0-8.0, 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-43(LC 12), 2=-114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=S.Opsh h=25ft Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C EMedor(2) -1.0.0 to 2-0-0. Inledor(1) 2-0-0 to 2-11.4 zone;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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3 and 114 lb uplift at Joint 2. 6) 'Seml-rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) '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.' WARNING. VeA/y dedya perarnetere and READ NOTES ON THIS AND INCLUDED KITEK REFERANCE PAGE M67472 ray. IG03MIS BEFORE USE Design valld refuse orgy with Mllek®Connoofors. INS doslgn !t tx>sod orgy ul»n paanoters shown, aril is tot at hdlvkAal Ixddk,g component, not a truss sysl Wive use. the Ixildk,g designer must vedry the of)FAk:al%lly of design patanefers and ptopwly Incotpaato "design Into the overall txddkrg design. Bracing Indlcoted is to provent lxlclding of trldlvkhld truss web and/or chard morntwrs only. Acldllonal tetnpotary and potmanont txock,g MOW Is always roclukod lot sktD9try and to ptovenl cdk.Sxo with posstAe pctsonal"aid ptopeny danage. For general guidance togadlrQ Ow 6904 Parka East Blvd. ktbrlcalkm. storage. delNory. erection arKI txack,g of trusses aid tug systems, soeANSI/IPI I Quality Criteria. DSB-89 and SCSI Building Component Tanpa. FL 33610SafetyInftxrnatlanavallablefronttrigRateInstitute, 218 N. Leo Slteel. suite 312. Aloxandrks. VA 22314. Job I russ Truss Type Oty Ply T12i79720 T60153 CSA Jack -Open t 1 Job Reference Donal Budder FusuSource. Tanya. Plant Cay, Florida 33566 20 = 5O-0 5-0-0 7 640 a Aug 16 2017 IATeK Industries. Inc. Wed qd 04 08:0540 2017 Page 1 10:0837CakNCJUSySDiOmCDdnyd 11 m-GTOco9N 7B97NYsFfFOCNDKts5r5X49CfsJrYq 1 yW svl Scale - 1.17.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(rL) -0.08 1-3 >691 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Holz(rL) -0.00 2 n/a n/a BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 16lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. pb/slze) 1=219/Mechanical, 2=171/Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upllfll=-31(LC 12), 2=-109(LC 12) Max Grav 1=219(LC 1). 2=171(LC 1), 3=98(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cal. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exledor(2) 0.0-12 to 3-0-12, Interior(1) 3-0-12 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOB-=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl 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 31 lb uplift at joint 1 and 109 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. 7) '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.' Q WARNWG - Vedl/ , dealgn pen netera and READ NOTES ON THIS ANO INCLUDED UREK REFERANCE PAGE NP7473 rev. 100=016 BEFORE USE Oeslen vdid for ttso only with Mllek®conneclois. this dosl ;n Is basod only ulxxl paameloa shown. and Is for ani dlMclu l txrldtrl0 coinporlont, not cr lrtss syslein. Botoro use, Iho IxBalrwj designot inusl verity Iho g)f:dlca1AIIy of du9Un Ixaainolois atdl properly I corpoicrto this design Into lho overall txAdrlp doslen. bating Uxllcated is to lxovont buckling of Irtdvkfual Ifusswob and/ai Chord rnembets only. Addliond temporary and I)ermanenl txactrlp MOW k always reyuiied rai skib illy and to rxevenl co9apse with pustule personal Ivry anal property dtmage. For Uenwal OJrknce regadkV the 1dxk:atbn, sto(cW. dellvery. erection oW brockl0 of trusses and truss sysloms soeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormallon cm>faUle train truss Plato Institute. 218 N. Lois Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty T12170721 T80153 C5B Jack -Open 2 1 Job Reference Lionel ti. n. nr.•nc•.n om v o.... tsuaaersfaLlJource. rarpa, ream—Y,rwrmaa Joo -•---6 W---"- - GT - 9N10:0831CakNCJU5yS010mCOdnyd 11 m-GTOco9N7897NYsf IfOCNOKMr5349ChsJrYq 1 yW svf t 44 5-0-010p5-0-0 20 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.26 TC 0.44 TCDL 15.0 Lumber DOL 1.25 8C 0.26 8CLL 0.0 ' Rep Stress Incr YES W B 0.00 8CDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=148/Mechanlcaf, 2=314/0.8-0, 4=46/Mechanical Max Horz2=89(LC 8) Max Uplift3=-85(LC 12). 2=124(LC 8) Max Grav3=148(LC 1), 2=314(LC 1). 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale. 1:12.9 DEFL. in (loc) Weft Ud PLATES GRIP Ven(LL) -0.03 2.4 >999 240 MT20 244/190 Vert(TL) -0.07 2-4 >820 180 HOrz(TL) -0.00 3 n/a We Weight: 17 lb FT = 209e BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc punins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 8CDL=5.Opsh h=2511; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterlor(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 4-11.4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 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. 7)'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' wARNING - Vedry dodgn pameatats and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE Mo-7473 rev. 1403,2015 BEFORE USE Design voild for use only wllh Mllek®cormocros. this design h Ltasod only rgxxn Ix9amolorl Brawn. and Is for an hdNk]ual bdlding component nor a truss system. Booe use. the bltoling dosglnor must vodfy file oWiccdlllty of doslgn Ixnolnefors and Ixorxnly kncogtorate this design Into It* overallAdc00ondlem"ory and Ixocing WOWclingdoslgnBracingIndicatedIstorxovontbucahngofIrWNkluc/ fruss won and/o chod on(-mtxxs only. pormonont isalways regJred for skt ANy and to rxovenl eotltg)w whh p0ss0Ae porsorlcl k*" efrxJ rxopeny dnnOgO F01gerwral QUIda 0 regcsdInU fine lalxkallon. storage, deltvery. election crud txackV of fnrss ca,nl lnrstsysions. seoANSI/fPI I Quality Cdterla. OSS-89 and SCSI Bulldhq Component 6004 Parks Eoel Blvd. Tempe. FL 33610 Saleltr InformationavalabofromItussPlatoInsNltdo. 218 N. Leo Shoot, SJte 312. Alexanddo. VA 22314 Job Truss russ ype ty T12i79722 T80153 CJ1 Jack•Open 19 1 Job Reference (optional)' 9urldeM 1`11e1150WCe, renga. Plant Wy, 1-10to a 33b66 r.o.v • nvr w avi 1 m" - - % W. I D:0837CakNCJU5ySDiOmCDdnyd 11 m-kf_?UOtyTFE90grp5kcmY09kFVDpcSr5za6MTyW sve 1-0.0 1-0-0 1-0-0 1-0-0 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber OOL 1.25 BC 0.01 Ven(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a Ida BCOL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-5/MeChanical, 2=154/0.3.8, 4=10/Mechanical Max Horz 2=38(LC 12) Max Uplllt3=-5(LC 13), 2=-48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7 1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl.. GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone;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 5 lb uplift at joint 3 and 48lb uplift at Joint 2. 6) -Semi-rigld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) -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.' Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MF EK REFERANCE PACE MO.7473 mv. 10AM IS BEFORE USE. Design valid lot use only wltil Ml leW connOetas. inls design Is based only upon paanefom Shown, and is Not an hdMd1al buldkle cornponont. not a (russ systuln. Bolero use. Ira txllalng deslgnot roust verily the applicabllly of design pafamolels otxl Ixo edy hcoglotale rots deslan Into the ovotall building design. Blocing Inclicatod Is to ixovont Duckling of Individual fruss web and/or chord mombers only. Addllbnal fernporaty and permCrterd Ixocklg M iTek' Is always tocoraxJ la stability and to rxovont eolkSlae with possItAe personal"arJ rxop dy danage. For gotaral gJUcnee rogaalng to latxicatkxn, stotago, dolivoty. election axt brockV of trusses and Ittrs systems. seeANSIfIPI I Quality Clterld, OSS-419 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallalo horn lrus Plate ms11Mo, 218 N. Lee Shoot, Srlte 312. Alexandria. VA 2231 A. Tampa, FL 33610 Job I ruSs Truss Type oty ply nxn97x3 MOM CJ3 Jock -Open Is 1 Job Reference (optional) BWI001e Fee15WMG. Ianpa. Yrant Gay, I.10naa JUb66 /.wv nup w cv, r im-k mu.-- me - , i cwi r W. i ID:0837CakNCJUSySDiOmCDdrnyd I 1 m.kf_1UOIyTFE90grp5kcmYO8tFUBpcSr5za6MTyW eve 1-04 3-0-0 1.0-0 3-0-0 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 TCDL 15.0 Lumber DOL 1.25 SC 0.08 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=67/Mechanical, 2=234/0.8.0, 4=26/Mechanical Max Horz 2=79(LC 12) Max Upllft3=-52(LC 12), 2=-56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.3 DEFL. In (loc) Well Ud PLATES GRIP Vert(LL) -0.00 2.4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a rVa Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc puffins. SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf: h=2511: Cat. 11; Exp C; Encl.. GCpf=0.18; MW FRS (envelope) and C-C Exterlor(2) -1-0-0 to 2-0.0, Intedor(1) 2-0-0 to 2.11.4 zone: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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 56 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. 7) '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.' WARNING - Verily design peremetare and READ NOTES ON THIS AND INCLUDED UI EK REFERANCE PAGE MD-7473 rev. 100M15 BEFORE USE Deign vdkl fa use only win Mrtek® Connoclors. M design Is Ix ised only upon parameters shown. and Is for an IndtAcM l buldWU component not a truss system. 8010to use. Ito IxAdh g deslynw must vorily Iho aprAlcatAlby, of do*p paarnotc4s and rxoporly I ncotporato this deskin Into Ire ovotdl Wding dosWn. Bracing Indicated Is to Iwckllrng of Individual truss web and/or chord members only. Additional tempwary and permanent Ixactnrr WOWrxevont Is always uxtnlrod fa std101fy and to rxovent collapse with posslole personal Irni ry and properly, darnoge. For ge etal Unlaknce tog cov the 6904 Parke East Blvd. falrk:olbn, slaatpo. ddNaY. erection and bracing of trusses aald tnm systems. SoeANSI/rPI I Quality Criteria, OS8-89 and SCSI Building Component Tampa. FL 33610SafetyInformationavdbablohornWasPlateInslllute. 218 N. too Sheol. Suite 312. AloxarKW% VA 22314. Job Truss Truss Type oty ply T12179724 T80153 CJS Jack -Open t5 t Job Reference (optional) Moment 1-Itstbource, r aripa, t-Mnl udy, 1-I01108 Jubee / OW a nuy .a CV, / We FOR IaVYilnOe...G ea —1 W VO:VO.gC CV 1 / I.W. ID:0837CakNCJUSySDiOmCDdnydilm-CrYMDgONjnNSnAP2MpFrllzDEenAY3i KdKItfvyWsvd 5.0-0 t •0-0 5.0-0 20 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 15.0 Lumber DOL 1.25 8C 0.28 BCLL 00 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=158/Mechanical, 2=305/0.3.8, 4=48/Mechanical Max Horz 2= 121 (LC 12) Max Uplifl3=-104(LC 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.3 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(rL) -0.08 2-4 >727 180 Horz(TL) -0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf: h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1.0-0 to 2-0-0, Intedor(1) 2-0.0 to 4-11-4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) 'Semi-ngid pilchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7)'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." WARNING - Vmlty design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M&7477 rev. 9692MIS BEFORE USE. Design valid for use only VAth Mllek® Conneclots. this design Is Leased orgy upon Parameters shown. (alai Is for an Individual building component, rat a truss system. Below use, the building deslgnwr must verify the arNxka 1Alty of deslpn polamelers aaxt rAotody hcogorulo this dosign Into the ovaxall building design. IAache Indicated Is fo prevent buckling of IndNkluai teas web and/or chord mernbets orgy. Addlional lempotaay and permanent txachg is always lectulred for stability and to rxovetsl collcrse with possible personal hkay and prorx-dy damage. for genet l gukknce rega ding the MOW 6904 Parke East Blvdlatxicatlomstotago, delivery. otecdan and Ixaclrl0 of misses arxt tnra systems. seoANSI/IPI I Quality Cdtwla, OS1-69 and BCSI Wilding Component Tampa. FL 33610safetyInformationava/la ble from truds Plate hslltulo. 218 N Loo Streel. Stile 312. Aloxanddu. VA 22314. Job ruse ruse Type ty T12i79726 T60153 16.7A Jack -Open 6 1 Job Reference Lionel tsunaers t-oattiource, t ofrpa. rtom cny. monaa aaeee r aw a AUff I zul r MI tees rnausines. Inc woo %xi u4 ue.ua:/z zv r rape i ID: 0837CakNCJUSySDi0mCDdnyd l l m-CrYMDg0NInN5nAP2MpFfllzSVeiGY3t_KdKftfvyW svd 7- 0.0 7. 0-0 3x6 = LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 591 240 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.34 1-3 246 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 Na n/a BCDL 10.0 Code FBC2014f rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( Ib/slze) 1=309/Mechanical, 2=217/Mechanical, 3=92/Mechanteal Max Horz 1=148(LC 12) Max Upliftl=-44(LC 12), 2=-129(LC 12) Max Grav1=309(LC 1), 2=217(LC 1). 3=135(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale a 1:22.2 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=S.opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0.0.12 to 3.0.12, Interlor(1) 3-0-12 to 6-11-4 zone;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 glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at Joint 1 and 129 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. 7)' Thls 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.' Q WARNING - Verfly design poramerars ern! READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI.7473 rev. I803?015 BEFORE USE Design valkl for use ody wllh MI IeM connectors. Ms alesign Is based only uim paramotersshown. and b lot an kndMclual Ixddkng component, not a ItLas systotn. Betao use. the txAdng desklrnet must verify the atxlllcalMlN of de*p fxaanotets and Ixopedy incorporate M doslgn Into the ovetall IxAdng design. BrockV Irndk:atod Is to provent txrcaing of IndNktual truss wob and/a chord memb ets only. Atlmllond temparay alms permanent btocing M iTek' S always togthed fa skdAlty and to rxevent cdlafm with posWe perwrgl tVt+y and ptopedy damage. Fot genceal gUclatco togadng the faLdcollm storage. delivery. orecnon aid btackng of tnraes arxt frtm systems. socANSI/TPI I Quality Cdfeda. OSS49 and SCSI Sulkli ng Component 6904 Parke East Blvd. Safety Infotmotlon available Item Russ Rate Imflarto, 218 N Leo Slreel. StAo 312. Alaxaldda, VA 22314. Tampa. FL 33610 Job ruse Truss Type oty Pry T12179726 780153 E78 Jack -Open 4 1 Job Reference (optional) Builders FualSOUrCe, Tampa, Plant City, Florida 33566 r.64u a Aug t 6 ZV1 r ee I OR Inauamlea. Inc. wee VCI U4 ea va 4J 2e1 r roge t ID:0837CakNCJU5ySDIOmCDdrlyd 11 m•h26kOAP7U4VyPKzEwW m4rzVKtQ31H Wy7YH3COLyW svc 1-04 7-" 1-0-0 7" 30 = 7-0.0 740 Scale: 3/4'= V Plate Offsets (XY)-- 12:0-1-t0.Edgel LOAOING (psf) SPACING- 2.0-0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.10 2-4 825 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.52 Ven(TL) 0.27 2.4 295 180 BCLL 0.0 Rep Stresslncr YES WS 0.00 HOrz(TL) 0.00 3 n/a rVa BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb(size) 3=205/Mechanical, 2=400/0.8.0, 4=83/Mechanical Max Horz2=117(LC 8) Max Uplift3=-106(LC 12), 2=-140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1). 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind. ASCE 7-10: VUI1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) -1.0.0 to 2.0-0, Inteffor(1) 2-0-0 to 6-11.4 zone: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 106 lb uplift at joint 3 and 140 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'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 I as referenced by the building code.' A WARNING • Verify dealign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 ray. 1602MIS BEFORE USE. Design vdkl lot use only Win MI lok® connectors. Sls design is txned orgy upon Ixfrolnotors shown. ontd Is for at Individual bulding component, not a Iluss systonl. Bufcxo use. Ito building deskInot must verify Ile aUxlcaNity of doslgn petal notots taxi ptopotly Inco(poiclle Oils design Into Ile ovolall bulls rig design. MocN Indicolod Is to Welding of Individual truss web aryl/or chord members orgy. Adaillorel formpxxay, and permononl tracing WOWrxovonf 6 alwoys required nor stability cind to prevent collcilw wpm possible personal "ancf rxor>Fnly dcanogo. Fat geretch guldarco rogading tto robtk:ollm slorago, delivery, otecpbn cryl Lxactno of trusses on a tans systems seeANSI/rPI I GuaOry Cdtedd, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Item Plate I tsSMo. 218 N. Lee Sueol. Sllto 312. Alexuyldu. VA 22314. Tampa. FL 33610 Job runs Truss Type Ory ply T12179727 T801S3 EJ2 Jack -Open a 1 Job Reference (optional) auaaers f1fsibource, 1 anpa, 1-lam day, ranaa 3J.r' as r "V a Aug 16 zu] r M taK 1noustnea, Inc. wee %XI W un:ua:+s "zu1 r rage 1 ID:0837CakNCJUSySDiOmCDdnyd 11 m-h26kQAP7U4VyPKzEwwm4rzVUD28HHWy7YH3COLyWsvc 1-0-0 1.10.8 1.0-0 1.10.8 Scale = 1:9.4 20 = 1.10-e LOADING (psf) SPACING- 2-0.0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCOL 15.0 Lumber OOL 1.25 BC 0.04 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a n/a BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 8 lb Fr = 200S LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP N0.2 REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0.3.8, 4=le/Mechanical Max Horz 2=56(LC 12) Max Uplift3— 33(LC 12), 2=-46(LC 12) Max Grav3=44(LC 1), 2=175(LC 1), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10.8 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL=5.Opsf; h=25fl; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.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 33 lb uplift at Joint 3 and 46 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'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.' Q WARNING - VaAly dsalgn parameters and READ NOTES ON THIS AND INCLUDED IU EK REFERANCE PAGE Ma7473 rev. 1003,1015 BEFORE USE. OesIW1 valid for tao only wtlh Ml lek®connoctots. afh doslpn Is Ltasoci only upon paamotors shown, o W Is rot an kxll*W "ding component, nor a Russ system. Bofoto uso. tho IxLding doslgnot must verity Iho apPlIct"Ity, of do9Wl p ato netots orKI prolody Uncorporate phi dosfgn Into Iho overall IxBdng design. erasing Indicated is to pxovent buckling of Individual truss web and/or chord members only. Additional lempotary, and permanent btaclng MiTek' lscdways eegtirod lot steb9lty aW to proven edlcgm with posslble pxrsoca"arxJ rxopxMy carnage Foe genotal gukkneo atgadng tho klxk: allm slomoo, defivoty. erection and barchug of lntsses and tnrss systems. sectANSI/TPI I Quality Criteria, OSS-89 and SCSI Sullding Component 6904 Parke East Blvd Safety information atvelklxe noun truss Plate klsllluto, 218 N. Leo Skeet. Suite 312. Aloxaxlria. VA 22314. Tarepa. FL 33610 Job Truss Truss Type Qty Fly T12170728 T80153 E.17 Jack -Open 16 1 Job Reference (optional) euilders FaslSource. Tanpa. Plant Gay. FlOada =66 r We f Aug 10 ZVI r inIaR mauWRes. RIG,rug. I ID:0837CakNCJUSyS0 r0mCOdrlyd 11 m•h26kOAP?U4VyPKzEwW m4rzVKS230HW y7YH3COLyWsvc 74-0 1-0.0 7" LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.06 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.10 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. All beatings Mechanical except Qt=length) 2=0.8.0, 5=0-11-5. lb) - Max Horz2=163(LC 12) Max Uplift All uplift 100lb or less at Jolnt(s) 2,5 except 3=-124(LC 12), 4=-121(LC 1) Max Grav All reactions 250 lb or less at joint(s) 3, 4 except 2=359(LC 1), 5=306(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale a 1:22.2 loc) I/dell Ud PLATES GRIP 2-5 >999 240 MT20 244/190 2-5 >643 180 3 n/a rVa Weight: 24 lb FT = 20°e Structural wood sheathing directly applied or 6-0.0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=2511; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) -1.0.0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;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 100 lb uplift at joint(s) 2, 5 except Qt=lb) 3=124,4=121. 6)'Sem1-rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) '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.' A WARNINO . V*dy design paranWere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117179 rev. 16VIMIS BEFORE USE Design wall for use Orly with Mnok® connoclors. Inls design E based only upon Manetors shown, c fxd is for an Individual b ldln0 component. not a puss system. &flaw use. the txlkLnd dcslonra must verify the alXAcabllly of do*p pcaaf voters and popolly k-40(Wato m6 design Into the ovordll building design. aacing fndicated Is to povent buddh g of tndlvlduxl Miss Web and/of chord members only. Adddortal temporary and pormarent brachg MiTek' S always soct ltod (of slatblty and to prevent colk;xe with possible Ibrsorwl Miry are poperty darnudo. rer Oenrxul eu klcnco repaclrsrd the 6904 Parke East Blvd. kitmicotion, storage• delivery, erocllon and btacing of Misses cnd Inns systems seoANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610SatetyInlormalonavo9ahxefromInsPlateInstfluto, 218 N. Leo Shoot. Su/te 312. Alexartdaa, VA 22314. Job Truss IsS I ype ty T12179729 TBOt53 F01 Floor I f Job Reference (optional) Buddera FaatSource. Tampa. Plant Cay, Florida 33566 7.640 a Aug 16 2017 MTek Induatriea. InC. Wed ON 04 08-05:45 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdrryd I 1 m-dOEVrsRGOdgee7d2xoYwObcuspnlFKOObYJVEyW sva 0.1.8 H 1 1-4-0 a A Fph I °f *1.3.0 Scale = 1:33.4 1.5x3 II 1.Sx3 = 30 = 30 = 34 FP= 3x4 = 1.S6 II 1.5x3 II 5x6 = 3x4 = 30 = Sx6 II 1 2 3 4 5 6 7 a 9 10 1112 13 26 1.5x3 = 3x6 FP= 5x6 II 3x6 FP= 6x8 = 9 8 0 18.5.4 10rh12 0 9-8-0 1 8.9.4 — Plate Offsets (X.Y)-- 13:0-3.0,Edoe1.125:0-1.8,0.0-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.02 16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 V8n(fL) 0.05 16 999 240 BCLL 0.0 Rep Stress Incr NO W B 0.71 Horz(TL) 0.01 13 rVa rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 133 lb FT = 20%F, 11016E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 11.13: 2x4 SP No.2(flat) end verticals. SOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 20 SP No.3(flat) REACTIONS. All bearings 9-4-0 except Q1=length) 13=0-3-0. lb) - Max Gray All reactions 250lb or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3).21=905(LC 1), 20=1916(LC 1). 20=1916(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5-6=0/973, 6.7=0/973, 7.8=0/973, 8-9=-875/0, 9-10=-1717/0, 10.11=-1040/0, 11.12=-1048/0, 12.13— 1040/0 BOT CHORD 24-25=0/278, 22-23=-468/0, 21.22=-468/0, 20-21=-973/0, 17-18=0/1711, 16-17=0/1711, 15.16=0/1703 WEBS 12-15=-355/0, 13.15=0/1494, 2.25=-385/0, 2.24=-634/0, 3-24=-537/0, 3-23=-758/0, 5.23=-291/237, 5.21= 931/0, 6-21= 304/0, 10-15= 966/0, 9.18=-1255/0, 8-18=0/1332, 8.20= 1803/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise Indicated. 3) Bearing at jolnt(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss With 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8)'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 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven:14.25=-10,1-13=-320 Q WARNING - VaNy deslpn pnermefore and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE AID7473 rev. 1=702015 BEFORE USE Dedgii valid rot tree or dy veldt Mllek®connoctors. lhfs doslgn Is b osod only upon pararnoters shown. and Is too an I d11vidw1 txilding component not a Ituss system. Sofow use. the bxldlrog dosgdnot inusl vudry tiro a Alcat lllly of design txernnetots axI Ixopedy heapaale 91ts design Info tho ovev., txldtrlg design. Bracing Indicated is to prevent bucMV of tndMdual truss web and/a Chad mombois only. Addlllonal temporary and petmonont bfactng MOW Is anvclys oequled foisk"Ily a dl to prevent edlcftne wan possBNe personal k#y anti FAOpLdy damage. Foe general gJtkneo regare9rlg file 6904 Parke East Blvd. klbxlcatimstorage. delivery. erection and txochtg of trtmes and inns systems. soeANSVFPI I Quality Criteria, DS649 and QCS18uilding Component Sauey Irdarmation avalkiblo from truss Plato Institute. 218 N. Lee Strool, StAte 312. Aloxandla. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply Tt2t7973o T80153 F02 FLOOR f 1 Job Reference Donal ousaers rasfaource. r amps. ram may, rmnua a a 0.1.6 H 111-4.0 t.5x3 It I.SX3 = 1.50 = 1 2 3 4 123 122 1-9-4 I.SX3 II 5 6 ID:0837CakNCJU5ySDtOmCOdnyd 11 m-5dot3CRun?IXGnOeJnTb7oZG?6l1p9aEFIt 1 gyW SVZ 1 3 1.3.0 3x6 II 3x6 11 24 7 25 a 9 10 11 Scale = 1 33.3 I.SX3 II 34 = 1.54 11 LOADING (psf) SPACING- 2-0.0 CSI. OEFL. in (loc) Well Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.92 Vert(LL) -0.18 18.19 >756 360 MT20 244/190 TOOL 10.0 Lumber DOL 1.00 BC 0.91 Vert(rL) -0.28 18-19 >483 240 BOLL 0.0 Rep Stress Incr YES WB 0.29 Hor1(IL) 0.03 13 n/a We SCOL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 104 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT CHORD 20 SP No.I (flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. All bearings 0.7.4 except Ql=length) 11=0.3.0, 16=0-4-0, 14=0-4.0. lb) - Max Uplift All uplift 100 lb or less at joint(s) 11 Max Grav All reactions 250 lb or less at joint(s) 11, 14 except 13=731(LC 13), 21=744(LC 13), 16=548(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1026/0, 3.4=-1568/0, 4.5=-1426/0, 5.6=-1426/0, 6.24=-913/0, 7-24=-913/0, 7-25=-585/0, 8.25=-585/0 BOT CHORD 20.21=0/627, 19.20=0/1414, 16-19=0/1642, 17.18=0/1426, 16.17=0/1426, 15-16=0/833, 14.15=0/362,13-14=0/362 WEBS 2.21_ 934/0, 2-20--0/611, 3.20=-593/0, 4-18=-329/0, 8.13=-686/0, 8-15=01358. 7. 15=-380/0, 7-16=-212/252, 6.16_ 879/0, 6-17=0/260 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 4) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) ' 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' tD WARNING- Vorlfy dedgn parameters er,d READ NOTES ON THIS AND INCLUDED N?EK REFERANCE PAGE MO.7473 rev. f0 MIS BEFORE USE Design valid lot wo only Win Ml lek®connoctors. this design Is Uasocl only upon Ixxamolers shown. and Is ter an IndlvkAral building component. not wt aIncasyslon,. Boloto uso. the WicOrKI designee muss vedry ite ctlxA lca bllty of design paramelors cn d Ixopotly Incorlwrcrto this design Into the overall banding design. Bracing Indlcatod is to rxovont budding of Individual truss web and/a chord membors only Addlllonal lomporary and pamxn,ent txocing WOW S alwOys 1eg01od for stability and to ptevent collgbse with possible personaal tr1Ray arKI ptor-ity dunnage. rot general g ld nce regarding the kaxicotlon, storage, detNery. orocllon on d Ixac ft of trusses and Inrss systems, seeANSVIPI I Quality Cdteda. OSB-69 and! SCSI Building Component 6904 Parka East Blvd. Wary Information available Ootn bras Rate Institute. 218 N. Leo Skeet. Sulte 312. Aloxandrio. VA 22314. Tango. FL 33610 Job fuss fuss I ype Qty ply T12178731 700153 f02A floor 1 1 Job Reference tonal Budders FtratSource. Tempo, Plant Gay. Fbnda 33566 0.1.8 H 114- 1.50 II 1.Sx3 = 1.56 = 22 21 7.640 s Aug 16 2017 1ATek Industries. Inc. Wed Oct 04 08 05:46 2017 Page 1 10:0837CakNCJU5ySDiOmC0dnyd 11 m-Sdot3CRun?tXGnipbednTb7oW?UUpSaEFlt l gyWsv2 Scale = 1:33.3 1.Sz3 11 3x6 11 3x6 11 5 6 23 7 24 8 9 10 11 1.50 II 3x6 = 1.Sx3 II 11.11.12 i 14.7-0 185.4 1 12 11.11.12 2.7d 3.1a-d 3. Plate Offsets ()t%Y)-- 16:0-1-8,Edoel.117:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.91 Vert(LL) -0.18 17-18 >770 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Ven(TL) -0.28 17.18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(rL) 0.03 11 rVa n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 104 lb Fr = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc puffins, except SOT CHORD 20 SP No.I (flat) end verticals. WEBS 2x4 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. All bearings 0.4.0 except at=length) 11=0-3-0, 20=0-7-4. lb) - Max Grav All reactions 250 lb or less at joint(s) except 11=292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1038/0, 3.4- 1590/0, 4.5=-146310, 5.6=-1463/0, 6.23=-956/0, 7.23=-956/0 BOT CHORD 19-20=0/633, 18.19=0/1431, 17.18=0/1671, 16-17=0/1463, 15-16=0/1463, 14.15=0/641, 13.14=0287 WEBS 11.13=0285, 2.20=-942/0, 2-19=0/619, 3.19=-601/0, 4.17=-315/0, 8.14=-272/0, 7-14=-741/0, 7.15=0/528, 6-15=-875/0, 6-16=0259 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n 6) CAUTION, Do not erect truss backwards. 7) '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.' 0 WARNING - Vedry design pmameron and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PACE M&?473 rev. f003MIS BEFORE USE Design valid lot use only With Mllek$ conneclors. M cW.Ag 1 Is based only Won paamolots shown. and is for an IndfAdal IxddbV component. not a bias syslotn. Bofore uso. Ina IMIding deskjrwt must verify the apgikatllity of doalgn pmametats aaxf propotly Incorpeato tl1B design into the overdl txAC&V design. Brachg Indicated Is to rAevonl txtcakV of Individual hues web and/or chard members only. Acidtkxxb lompaoryand permanent txoclrlg MiTek' BalwaysreelukedforslaUltyandtorxevonicollapsewithpossepersonalWayandprogenydamage. for Gcrwtal Cuicknce togcnc&V the ladxk: alkxi storage, dollvory, erection and btaclrlg of httsses aruf truss systems sooAN51/1PI I Quality Criteria. 038-89 and SCSI 8uildlng Component 6904 Parke East Blvd. Safely IMormallon a valic"o from buss Rate hulilute. 218 N. Lee Slreol. Suite 312. Alexan dflu. VA 22314. Tempe, fL 33610 Job I runs russ I ype ry T12179732 T80163 F03 Floor a t Job Reference (optional) Builders FkslSource, Tampa. Plem Cey. Florida 33566 0.1.8 H 1= i.Sx3 II 1Sx3= Sx3 = 4x6 = 22 21 1 Sx3 II 7.640 s Aug 16 2017 k4Tek Industries, Inc. Wed Oct 04 08:05:47 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdrtyd 11 m-ZpLFGYSW YJ?OtxH?9Mg0?pg2VIM_08miTv 1 OZ7yW svY 3°q '.0 Style = 1:33.3 3x6 II 416 II 9 10 11 R 4x6 = 1.Sx3 11 4x6 = 1.Sx3 11 18-S-4 1 -12 1e-5.4 3- Plate Offsets (X.Y)— f6:0-1-8,Edael.f11:0-3-O.Edael.f17:0-1-8,Edaei LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Ven(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Ven(rL) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 104•lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc punins, except SOT CHORD 20 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1000/0.3-0, 20=1000/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1485/0. 3-4=-2436/0, 4-5=-2933/0, 5-6=-2933/0, 6.7=-2732/0, 7.8=-2039/0, 8.9=-840/0, 9.10=-832/0, 10.11=-840/0 BOT CHORD 19-20=0/859, 18-19=0/2084, 17-18=0/2771, 16-17=0/2933, 15.16=0/2933, 14.15=0/2511, 13.14=0/1544 WEBS 11.13=0/1234, 2.20=-1280/0, 2.19=0/956, 3.19=-915/0, 3.18=0/539, 4.18=-511/0, 4-17=-85/519, 8-13=-1048/0, 8.14=0/757, 7-14=-722/0, 7.15=0/430, 6-15=-513/24 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) '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.' 0 WARNING- Yerfry design pamnwtan and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MD7473 rev. IMMIS BEFORE USE Design v lld for use orgy Win Milek®connoclots. Ms doslgn Is based only upon patunoton shown. and Is loran IndMdal txAdtrp component. not a buss system. Before use. the txBdrlg deslgnot must verity the cnpficattAlly of dt.slig1 rwtanoteis and rxop eny Incottoiato this design Into the ovoid. txAdng drsslgn. &acing trxlfcofod Is to Ixovonl Gucldlrlrl of WJMdual truss web and/ot chord members only. Addllonal tom"aly and permanent txacing MiTek' Is always tec."od for sidAlly arty to rxovain cdlapso wllh rossatle personal trlhay arat property damage. rot general glkkince ttjmdnrf the latxlcallon, stotarfo. cWtvery. erection and btactrxf of trusses and loss systems. weANSI/IPI I Quality Cntena. OSS-69 and SCSI Building Component 6904 Paike East Blvd Safety Information avak"o train truss Plate Institute. 218 N lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 F04 Floor Girder 10:0837CakNCJU6ySDiOmC0dnyd 11 m-1?vdTuTSJd7FV5sCj3MFY007R: 0.1.8 H 1 --I ck3 6 trr 23 22 1.5x3 II 1.Sx3 = 1.Sx3 = 4x6 = 1.Sz3 11 06 11 3x6 II 5x6 II 1 2 3 4 5 6 7 8 24 9 10 11 Style = 1:33.3 4x6 = 3xB MT20HS FP = 1.50 11 5x8 = 1.Sx3 II 1.Sx3 SP = 14.3.4 1a•5.4 1 12 14.3.4 4-2-0 3 Plate Offsets (),Y)-- 16:0.1-8.EdAel.111:0-3-O.Edael.[17:0-1-8.Edge] LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.96 Ven(LL) 0.22 15-16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Ven(TL) 0.34 15-16 645 240 MT20HS 187/143 BOLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.02 11 n/a nla BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 108 lb FT = 20*' F, 11%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat)'Except, 12-18: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. (lb/slze) 11=1377/0-3-8, 21=1093/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6=-3477/0, 6-7=-3421/0, 7.e=•2860/0, 6.24=-2e57/0, 9.24=-2ee3/0, 9.10=-1197/0, 10.11=-1197/0 BOTCHORD 20.21=0/944, 19-20=0/2327, 18.19=W3181, 17-18=013181, 16-17=0/3477, 15-16=0/3477, 14-15=0/3295, 13-14=0/2388 WEBS 11-13=0/1758. 2-21 =- 1406/0, 2.20=0/1082, 3.20=-1033/0, 3.19=0/651, 4.19=-654/0, 4-17=0012, 5-17=-303/0, 9.13=-1736/0, 9.14=0/705, 7-14_ 664/0, 6-15=-259/247, 6-16=-265/58 NOTES- (11) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise Indicated. 4) The Fabrication Tolerance at joint 18 = 11% 5) 'Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends of restrained by other means. 7) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 549 lb down at 14.9.4 on top 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). 11) -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 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 12-21=-10, 1-11-100 Concentrated Loads (lb) Vert: 24— 469(B) j& WARNING . Vedly dedon perrmefers and READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE ND-7473 mv. Id6 MIS BEFORE USE Doskyt valid for use Only With MI lok®COnnOCf013. Ihh design Is based only upon paromoters Stnowrl. and Is for an hdlvklual txAk"component, not a teas system. Soforo use. iho IxAdrnd closlgnor must verity the c"Aicablity of de9gi pxearnefors am] Ixolody Incatoralo Ihls akrsign Into Iho overall tx/drtd dosign. Macho hake od Is to prevent bucatng of UWNldual Truss web and/or chord merntors only. Addllonal lomreaay and permanent Ixactng MiTek' Is always regrlrod for stability and to prevent collapse wllh txoa9xe personal"and gopeny damage. for General grddanco rogaidino 0e fa blicalton, storaOo. dalNory, oloctlan and bxockV of tnrsws and truss systoms. seeANSIfM I Quality Criteria, OSS-89 and SCSI Su9ding Component 6904 Parke East Blvd Safety Information avaaable from Truss Plato Ins1IMe. 218 N. too Sheol. Suite 312. Alexaundda. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty T12i79734 TBOt53 FOS Floor 1 1 Job Reference (optional) dnydllrn 1?vdIuT8Jd7FV5sCf3MfY009n3i9yg31i2nz82yWsvX10:0837CakNCJU5yS0iSnZ 0.1-8 H 1-4-0 1-11-0 44 1.3-0 Seale = 1:26.3 1.Sx3 II 1.5x3 = 1.50 = 30 = 30 = 30 = 1.50 II 1.50 II 4x6 = 3x6 11 4x6 II 1 2 3 4 5 6 7 8 9 10 30 = 30 = 30 = 3x4 = 4x6 = 4x6 = 1.Sx3 II 14.7-0 14-11AI ._in an Plate Offsets (X,Y)-- 110:0-3-O,Edoel.113:0-1-8,Edgel.114:0-1-8,Ed0el LOADING (psf) SPACING- 2-0.0 CSI. OEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.19 14-15 >887 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Ven(TL) -0 29 14.15 >588 240 BCLL 0.0 Rep Stress Incr YES W S 0.46 HOtz(TL) 0.03 10 We Na BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 84 lb FT = 20' F. 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No. I(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 8-10: 2x4 SP No.2(tlat) end verticals. BOT CHORD 20 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 10=788/0-3-8, 17=788/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1105/0, 3.4=-1718/0, 4.5=-1673/0, 5.6=-1673/0, 6-7_ 1673/0, 7-8_ 653/0, 8-9=-660/0, 9-10=-653/0 BOT CHORD 16-17=0/667, 15.16=0/1529, 14-15=0/1840, 13-14=0/1673, 12-13=0/1139 WEBS 10.12=0/959, 2-17=-994/0, 2-16=0/670, 3-16=-647/0, 3-15=0/290, 4.14=-361/132, 7.12=-724/0, 7.13=0/e46, 6.13=-444/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-ngld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6) '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.' A WARNING - Vedly dedpn parametan end READ NOTES ON THIS AND INCLUDED AVFEK REFERANCE PAGE Af67473 mv. f002MIS BEFORE USE Design vdld lot use only with Mllek®conrectors. Ihis design B txned only upon paametors a w in. and ts for on trnd114dtxf lxddmng component. not a muss system. Belote use, Itw IAr9cNng deslgnor must verify the apAlca11111y of design pcaalnotarsand properly incorporato this design Into tho overdl IxIDdng design. Buatng Indicated Is to Ixovonl buckling of Individual muss web and/or chord rnambets only. Additional ternpolary and permanent bracing M iTek' is always rrgnLod for stability and to provenl collapse With poss"o petsorat fdn+Y and rxoparty dkanage. For general guidance rfgdrdlhng Sno fahrlcallon. storage, dollvory. erection and txacing of trusses and muss systems soeANSI/IPI I Quality Criteria, OSS-89 and SCSI LulWing Component 6904 Parke East Blvd Safety Infotmatlon avdWo morn truss Rate institute. 218 N. Leo Street, Suite 312, Ilona ndrlu. VA 22314 Tampa, FL 33610 Job ruse Truss Type oty ply T12t79735 TB0153 F06 Floor t 1 Job Reference(optional) 0.1.8 H 11— = —I 1.5x3 II t.Sx3 = 1.Sx3 = 1 2 17 16 3 1 D:0B37CakNCJU5ySOiOmCOdrtyd 11 m-VCT?hEUm4wG67FROHntU4E11?T4Ch940xOW Xe:'WsvW 2-1.12 1.Sx3 II 4 5 6 Wee = 1:25.7 1.5x3 II 1.5x3 7 8 1.5x3 II 3x6 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCOL 5.0 SPACING- 2.0.0 Plate Grip DOL 1.00 Lumber OOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.97 BC 0.64 WB 0.34 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.23 12-13 >749 360 Vert(TL) -0.35 12-13 >505 240 Horz(TL) 0.03 9 n/a We PLATES GRIP MT20 244/190 Weight: 82 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=796/0.7.4. 15=802/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/0, 3.4=-1770/0, 4.5— 1740/0, 5-6=-1740/0, 6.7=-1154/0 BOT CHORD 14.15=0/679, 13-14=0/1567, 12-13=0/1891, 11.12=0/1740, 10-11=0/1740, 9-10=0/682 WEBS 2-15=-1011/0. 2-14=0/687, 3.14=-671/0, 3.13=0/310, 4-12=-343/153, 7.9=-989/0, 7.10=0/722, 6.10=-872/0, 6-11=0/322 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6)'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 pet ANSI TPI 1 as referenced by the building code.' Q WARNING - Varl/y design panmefers and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE UP-M73 rev. rdMMI S BEFORE USE Design vclld for tno only Win Ml lok®connoctors. this design is based only upon pararnolers shown. and Is tot an individual IxAdng comporwnl. not a hnm system. Below use. the txdd g designer must verity the cg4AIcatAly of design lxnametors and propotly I ncorporale this doslgn Into Ile ovordl Ixldng design. ®acing kndcatod is to bucidi ng of Individual tans web and/ot chord mornbers only. Addtlond temporary and pcnmaneni txacing M iTe k' ptovent is always (ec9Led lot slabdity and to rxovont edlgne vAlh poss)le persael"cxvJ property ckrnage For general gnldcnce tegardng Ito klxicalkxn. storoge, dellvety, orecllon and txocfng of tarsses and tans systems socANSI/IPI I Dually Criteria, OSS-69 and SCSI Subding Component 6904 Parke Easl Blvd. Safety Intonnailon ovdk"o Kan U1as Plato Institute. 218 N. too Street. SWo 312. Alexandria. VA 22314. Tanya. FL 33610 Job russ runs ype ty T12i79736 TBO1S3 1,.07 fba Gitdet 1 t Job Referencetional Budder* F1tstSource. ianpa. Plant Goy. hone 3W66 r.Mu a nup w [ i i rw 9K mausmp, mr: —1 u w vovaAa 4Y I! r.V6 , ID:0837CakNCJUSySDiOmCDdnyd l l m-VCT1hEUm4wG67FROHntU4E1TpT8xttCoDxD W Xe1yW svW 1.4-0 3X4 = 1 30 II 2 3 30 = 4 3x4 II 3x6 = 3x6 = 3.7.15 3.7.15 Scale - 1:10.0 Plate Offsets (XY)-- f 1:Edge 0-t-81 12:0-1-8 Edfael. f3:0-1-8.Eduel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vett(LL) 0.01 7-8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) 0.02 7-8 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 5 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 27lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=569/Mechanical, 5=494/0-3.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7.8=0/539, 6-7=0/539, 5-6=0/539 WEBS 2-8=-708/0, 3.5=-708/0 Structural wood sheathing directly applied or 3-7-15 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3)'Seml-ngid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "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 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 5-8— 10, 1.4-=-100 Concentrated Loads (lb) Vert: 2=-688 0 WARNWG - Vedly dedpn poometete end READ NOTES ON THIS ANOWCLUDED Mr EK REFERANCE PAGE up-7473 tev. IdDY1015 BEFORE USE Dosign valkl too tfse only with MI lek®connoctors. This doslgt is IxIsad only upon paromolors shown. and Is (of an IndlWAX9 Wilding component. not a trusssystom. Boloro we. the txAc&V dosl0nw must verily lho oppllcabllty of doslgt pananolars and properly tncofrofato DLLs doslgn Into lho ovorall txldrtg doslpn. Brach Ind icatod Is to txtcldbV of Individual truss wob and/or chord members only. AddOlond temporary and! permanent IxackV M iTek' IxovontIs always setluted for stab61y, and to prevent cdtalose with p ossble pefsonal"and rxopeny damage. Fof Ucrxnal utlaknco rodatdtrsO the 6904 Parke East Blvd. latxlcaribnataa0e. dolfvery, eroctlon and txactrV of fumes and tnm syslorns, weANSI/IPI I Quality Cdlodo. OSS49 and SCSI Su9ding Component Tampa. FL 33610 SootyInformationavallatAefromtrussPlatoInstlMe. 218 N. Lao S1tooL StAte 312. Aloxandift VA 22314. Job Truss Truss Type ory ply T12178737 TB0153 FOB GABLE 1 l Job Reference(optional) auaam rrtaraource. i arrpa, rwm —Y. rqwu .aaow ........y ... ..... . ......._ -_.. . _*_ . ID:0837CakNCJU5yS65;aDdnyd11m-z01OLrZVOrEOzIPOagUO,dRIi gtalQhB99tG4ARyWsvV om 0He Scale = 1:25.5 1 2 3 4 5 6 7 8 9 10 11 12 13 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 30 4ap 29 LOADING (psf) SPACING- 2-0.0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(fl-) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a We BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 76 lb FT = 209bF, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(ffat) REACTIONS. All bearings 15-6.8. lb) . Max Grav All reactions 250 lb or less at Joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18. 17, 16, 15 FORCES. (lb) - Max. Comp./Max Ten.. All forces 250 (lb) or less except when shown NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) '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.' Q WARNINO - Va fly dadgn paemafan and READ NOTES ON THIS AND NCLUDED M/TEK REFERANCE PAGE M9-7473 rev. 160MIS BEFORE USE Design valid to use only with MI,ok® connoc tors. it* dl0slgn is Leased oily ur)o n patarnefers shovm, and Is for an Individual buld,ng component. not a truss systotn. Before use. the lxAalng dosl0r(x must verify the q)plicabllry of design twtatnelors and txoperiy I ncopxale this design Into the over,, txAalrng design. ®acing Indicated Is to buckling of Individual Inns web and/or chord members only. Addlliornal lornr"ory and rmi-rianent txoctrlg MiTek' povent Is always teprhdld for slabUBy rind to pevenl collapse wnh possible personal Injury and popery dkrn ago. For general guidance regdsddng 06 6904 Parke East Blvd. fabrication, storage, delivery, erection and txackng of tnnses and miss systems, sooANSI/110I I Quality Criteria, OSS-69 arW 8CSI Building Component Tanga. FL 33610SafetyIrdormallonavailableborntrigPlatoInstitute. 218 N. Lee Street. Sidle 312. Noxortdrla, VA 22314. Job Truss russ I ype oty ply T12179736 T80153 F09 I Fbor 5 t Job Reference(optional) Budder FiraSource, Tampa. Ptant Cdy, Florida 33566 0.1.8 H, 1 1.5x3 II 1Sx3= 1.SX3 = 7.64e a AVg 15 2017 am Iax Inaustnef, InC. Pap 1 ID:0837CakNCJU5ySD1OmCDdnyd l l m-zOl OuZVOrEOzIPOagUOidRl W AtLGOcE99tG4ARyW svV 1F-- 9 11--0-0 1.50 11 1.5x3 II 4 21 5 15tr8 15.6.8 OIL,-8 s6ale = L•26.9 1.5x3 11 1.5x3 = 1.5x3 = 9 20 19 Plate Offsets (KY)-- f 13:0-1-8,Edae1, 114:0-1-8,Edget LOADING(psl) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(rL) -0.25 12-13 >740 240 BCLL 0.0 Rep Stress Incr YES W B 0.35 HOrz(TL) 0.04 10 rVa n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 86Ib FT=20?bF, II%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid celling directly applied or 10-0.O oc bracing, Except: 2.2.0 oc bracing: 12-13. REACTIONS. (lb/slze) 16=834/0.7.4, 10=834/0-7-4 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1177/0, 3-4=-1979/0, 4-21=-1979/0, 5.21=-1979/0, 5-6=-1979/0, 6-7=-1868/0, 7.8=-1189/0 BOT CHORD 15-16=0/713, 14-15=0/1636, 13.14=0/1979, 12-13=W2038, 11.12-0/1649, 10.11=0/709 WEBS 2.16=-1062/0, 2.15=0/709, 3-15— 702/0, 3.14=0/648, 4.14=-342/0, 8-10— 1056/0, 8.11=0/734, 7-1 1=-703/0, 7.12=0/335, 6-12=-261/0, 6-13=-281/244 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1Od (0.131" X 3') nails. Strongbacks to be attached to walls at (helr outer ends or restrained by other means. 5) '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.' 0 WARNWO - Vorlly dadon paremarers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M47Q3 rov. 1413MIS BEFORE USE Design valid for use ordy vAlh Ml1ok19 connectors. this doslgn Is based only ulxxn rxacmetois shown. and Is for an Individual "ding component. not a truss system. Before use, rho txAdingl designer inusl verify rite cWic'71.1y of design pwafnotefs and propofly klcogxxa.o tlnk design Into the over'. txACOV design. Baca ng bwAcalod is to bucMV of Wiviclucl trim web and/of chord members only. Addillon' lernpaary and pwnX lent Ixcr &V WOWprevent Is always tartnlied far skri0tly and to prevent collcrfm wllh posstAo person[/ k*xy crvJ Ixopony damage. For g ivircl gnWunce regarding tie 6904 Parke East Blvd. fabrlcatkxi stotago, d'Noty, ofec don aril txaci ng of fumes and Muss systems, sucANS1/TPI I Quality World. DSS-89 and tCSI Butlding Component Tampa, FL 33610SafelyInfarmanmaval.cdxo from fam Plate Institute. 218 N. too Streel, Sulte 312. Alexandria VA 22314. Jobruns is I ype 0ty Ply T12f79739 T80t53 ft0 floor 4 t Jab Reference (optional) ouaay y rny.r+u e. ,u,vu. I.- a y, rw,wu ua vv 0.1-e H , 1 I.Sx3 II 1.Sx3 = t.Sx3 = 1 2 ID:0837CakNCJU5ySD10mCDdnyd I 1 m-Sabm6vVOcYW gMZbmOCvyAfgh8HiH93gJOX?dluyW svU 1 912 —A,—kAA-A 1.Sx3 11 1.Sx3 11 3 4 5 6 0 t1.(6 Palle a 1:26.3 1.Sx3 II 1.Sx3 = 7 6 9 60 15 14 13 12 11 ig 3x6 = 15-2.12 1 L9.19 Plate Offsets (X,Y)-- 13:0-1-8.Edgel 114:0-1-8,EdAe) LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well . Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(rL) -0.22 12-13 >822 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(rL) 0.04 10 IVA rVa BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 85 lb FT = 20%, F, 1145E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc; pudins, except BOT CHORD 2x4 SP No.2((lat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 2.2.0 oc bracing: 12-13. REACTIONS. (lb/size) 10=814/0.3.8. 16=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1154/0, 3-4=-1920/0, 4.5=-1920/0, 5-6=-1920/0, 6-7=-1827/0, 7.8— 1186/0 BOT CHORD 15.16=0/700, 14.15=0/1599, 13.14=0/1920, 12-13=0/1979, 11.12=0/1627, 10-11=0/723 WEBS 2-16=-1044/0, 2.15=0/693, 3.15=-681/0, 3-14=0/616, 4.14_ 328/0, 8.10=-1050/0, 8.11=0/708, 7.11=-674/0, 7.12=0/305, 6.12=-264/0, 6-13=-331/255 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.13V X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) '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 ` Q WARNING - Verily design peranwten and REAO NOTES ON THIS AHD INCLVOEO NnEK REFERANCE PAGE 111II.7473 rev. 1111003MI5 BEFORE USE Deslgl vclld ler use only with MnekA cornnecfers Ms design b based orgy l4Xrn pxicimetors shown, and Is for an holMdld Ixddling component, net a truss system. Boforo use. tho Ixlldin0 designer must verity the apolcat111ty, of design rXaanotots and poop orgy Incorporate Ms design Into the overall txld ing design. Bracing Indicated is to txscMkg of Indlviclua iron wob and/or chord members only. Addlillonal tern Wary and permanent txoclrt0 M iTek' proven Is always tegtited lot satAlfy and to prevent collcgAe with poaQxo personal In)tay and rxororty dlanago. For genial guidance regadling me 6904 Parke East Blvd. foUloatbrL slerdkp, delivery, eroctlon and Lxocing of muses and Irun systems. soeANSI/IPI I Quality Criteria, DSB-69 and SCSI Building Component Tampa, fL 33610SafetyInformationavollatAofromtrussWaleInstitute. 218 N. too Street. Stile 312. Noxandrlu. VA 22314. Job I fuss Truss Type ly Ply T,2,79710 T80153 Fit Flow Girder 1 tI Job Reference o konal Budders FirstSource. Tempe. Pleat City. Florida 33666 7.640 a Aug 16 2017 IATek Industries. Inc. Wed Oct 04 08 05:51 2017 Page , 10:0837CakNCJU5ySOtOmCOdnyd 11 m-Sabm6vVOcYWgMzbmOCvyAfgecHhG91 VJOX7dµuyW svU 0.1.8 H t1 ,-12 0 6 0 148 StAe e 1:26.3 1.Sx3 II 1.Sx3 = 1.54 II 1.Sx3 = 3x6 = 3x6 = 1.54 II 1.5x3 II 30 = 30 = 06 = 1.50 = n w w rw•w 7 I' w a w ll 30 = 3x6 = 3x4 = 30 = 30 = 06 = 3x6 = 15.2.12 15.2-12 t8 Q Plate Offsets (X,Y)-- 113:0-1-8.Edgel. 114:0-1-8,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.17 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 099 Ven(rL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO W B 0.48 Horz(TL) 0.04 10 We rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 85 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc puffins, except BOT CHORD 20 SP No. 1(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 10=1039/0.3-8, 16=906/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1299/0, 3.4=-2274/0, 4.5=-2274/0, 5.6=-2274/0, 6.7_ 2358/0, 7.8=-1590/0 BOT CHORD 15-16=01777, 14-15=0/1827, 13-14=0/2274, 12-13=0/2422, 11-12=0/2227, 10-11=0/935 WEBS 2.16=-1158/0, 2.15=0/797, 3.15=-807/0, 3.14=0/805, 4.14=-419/0, 8.10=-1358/0, 8-11=0/1001, 7-11=-974/0, 6.13— 539/0, 5.13=-20/330 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 31) nails. Suongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 11-3-4 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7)'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 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 10.16=-10, 1.9=-100 Concentrated Loads (lb) Vert: 7=311(B) Q WARNING - Verdy dearpn Paremerera and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MD-7472 rev. I&MW 15 BEFORE USE Design valid lot use only wlm MlleM conneclets. this doslgn Is lx rod only upon {iaorneters shown, and Is lot an IndIvldual IxAdktg componont, not a trust systoin. Before use. Ind Wdrtg closignot t nusl vedly the cgKxlcalrllty or dosW pawainofors and property ktcogxrato this doslgn Into Ilto ovacdl ding closlgn. Bracing IndIcatod Is to Ixovont tAiciding of kxlNidual trust wob and/or chord mor boos only. Addlkxwl tompotary and Fxxinononi htacktg M iTek' Is dwdys toci lted Ior sit"Ity drtd to pevent eollepse with posslWo fx:rsor" N*ry a YJ porx;ny ckanage. For Uonoccd gikuertee toWding aw kdxkatlm storoge, delivery. etectlon once txacing of misses oncl larst systeins. aeeANSI/IPI I Quality Criteria. 038419 and BCSI Building Cornpotant 6904 Parke East Blvd. Safety Information dvdtable from buss Plato Institute. 218 N. Leo Sltoet. Sulle 312. Alexandria. VA 22314. Temps. FL 33610 Job fuss Truss Type oty ply T12179741 TBOt53 1:12 Floor t t JrsD Reference(optional) uudoere trrarsoume. rarrpo, rram tdry, mma sraoo 0.1.8 H 1-4-0 - i 7 6 ID:0837CakNCJU5ySDtOmCDdrtyd 11 m-wm96JF'W IMreg_r9zyvOBisNt6g7ruW vSdBIBFKyWsvT 1.9-0 0-8-00 k4A 11.3-0 Scale a 1:19.9 1.50 II I,5x3 = 1.50 = 3x4 = 3x4 = 1.50 II 1.50 II 4x6 = 3x6 II 3x6 II 1 2 3 4 5 6 7 8 9 3x4 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.34 HOrz(TL) 0.02 9 n/a rUa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 67lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 9=596/0.3.8, 15=596/0.7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-774/0, 3.4=-999/0, 4.5=-999/0, 5-6=-999/0, 6.7=-483/0, 7-8=-490/0, 8.9=-483/0 SOT CHORD 14-15=0/499, 13-14=0/1005, 12.13=0/999, 11-12=0/803 WEBS 9.11=0/710, 2-15=-744/0, 2.14=0/421, 3-14=-353/0, 6.11=-477/0, 6-12=0/549, 5.12— 384/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) -Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with,3-1 Od (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed O.SOOfn. 5) CAUTION, Do not erect truss backwards. 6) *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.' Q WARNING - Verify design pararmerms and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE A07477 rev. rMMIS BEFORE USE Do&W v<ikl too use only vAlh Mllek®connocbas. INs design Lt basod only upon paramotersshown. and l for an Individual Ixddhlg component. not a try syslotm Sofoto use. the building closlgrlot roust verify Ito apolcal%Ity op doss n paKxnotem an[l Ixopotly Incogwroto this doslgn Inlo Ito overall Ixddkl0 dosign. Bracing Indicated Is to provenl buckling of Individual truss web and/or chard members only. Additional lern"ary and potmarent txaCWQ Welk' Is always t("ked lot skMty and to povenl collar so with possible potsorw! k*jry and popery danoyo. For general grtklanco twplcadVV the 6904 Parke East Blvd fabxk:allon. stotago, dellvery. Cloctlon and btocing of trusses and truss systems. sooANSI/114I Quality Criteria, DSO-89 CM SCSI Building Component Tampa, FL 33610 SafetyIMormatlonavailablenoontrussPlatotnsllMo. 216 N. too Streot. Sure 312. Aloxandrkl. VA 22314. Job uns russ ype ryT12179742ply T80163 1,-:3 Floor Girder 1 1 Job Reference (optional) Builders FirslSource. Tampa. Plant City. Fonda 33566 7 640 s Aug 16 2017 kMTek Industries. Inc. Wed Oct 04 08:05 52 2017 Page 1 I0:0837CakNCJU5yS0tOmCDdnydttm-wm98JFWIMreg t9zyvOBtsN?OgObuz7SdBIBFKywsvT 1d-0 30b13 1 30 II 2 3 30 = 4 3x4 II Scala = 1:10.0 Us = US = LOADING ( pst) SPACING- 2.0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/ P12007 LUMBER - TOP CHORD 20 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SIP No.3(ffat) REACTIONS. ( IWslze) 8=437/Mechanical, 5=412/0.3-8 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TC 0.19 Vert(LL) -0.00 7-8 >999 360 MT20 244/190 BC 0.21 Ven(TL) -0.01 7.8 >999 240 W B 0.13 Horz(TL) 0.00 5 n/a • n/a Matrix) Weight: 26 lb FT = 20%F, 1140E BRACING - TOP CHORD Structural wood sheathing directly applied or 3.5-3 oc pudins, except end verticals. BOT CHORD Rlgld ceiling directly applied or 10-0-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-416/0 BOT CHORD 7-8=0/416, 6.7=0/416, 5.6=0/416 WEBS 2.8= 546/0, 3.5=-546/0 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) ' Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131' X 3") mails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) ' 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 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 5.8=-10, 1-4=-100 Concentrated Loads (lb) Van: 2=-496 Q WARNING - Vedly design Pamnetars and READ NOTES ON THIS AND INCLUDED urrEK REFERANCE PAGE MIF74YJ rev. MOM15 BEFORE USE. Dwigtl vdld for use only with W1010 Connectors. II& design Is based only upon txromotcrs Mown. and is for an Mlvldcil building component. not O hum snlorn. Boloro use. One IxlkLlg doslgrlet must verify the o"AlcobUry of design pmornotors and Iropedy klcoMotato itlls design Into live ovotdl building design. Bracing kx§catod Is to Ixovont btcahlg of IndIvIduel hum web and/or cWd mornbets only Addtloncl ternpotary arul Wmanent biasing WOW Is always requited (of stability crld to ptovont colkgxe with pond le persontl Inlay and properly damage. For genetal gtldance regarding the lubxkatkxL storage, delivery, elociln and bracing of Inures and truce systems. seeANSI/IPI I Quality Cdtefb, DSB-89 and SCSI Subding Component 6904 Parke East Blvd. Solely IMormallon ovallo le hem Itum Rate hutftute. 218 N. Leo Street. Suite 312. AlecarWna. VA 22314. Tampa. FL 33610 Job I ruse Truss Type 0ry ply T12179743 MOWF14 Floor 5 1 Job Reference (optional) Burldem FirstSoutce. Tampa. Plaru Cay, FWida 33566 0.1.8 H 11--4.0 i 1.Sx3 II I.sx3 = 1.Sx3 = 5 4 7.640 a Aug 16 2017 MTek Industries. InC. Wed Ott 04 08:05:53 2017 Page 1 ID:0837CakNCJUSySDiOmCDdnyd 11 m-OzjW XbXH79mXcsk9WcxOF4w4J40wd?lcrrUknmyWsvS 1-11.12 -00 0(11 8 Me - 1:19.6 1.Sx3 11 1.Sx3 II 1.5x3 = 11.4-12 3x6 = 16 4 Plate Offsets ().Y)- f5:0-1.8.Edcie1.111:0-1-8.Edlae1 LOADING(psf) SPACING- 2.0.0 CSI. OEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(fl-)-0.1511-12 >866 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 8 n/a , n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 65 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=603/0.3.8, 13=610/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-799/0, 3-4=-1046/0, 4.5— 1046/0, 5-6=-834/0 BOT CHORD 12.13=0/512, 11.12=0/1039, 10.11=0/1046, 9-10=0/1046, 8.9=0/503 WEBS 2.13=-763/0, 2.12=0/439, 3-12=-367/0, 6-8=-729/0, 6.9=0/506, 5.9=-536/0 Structural wood sheathing directly applied or 6-G-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) '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 i as referenced by the building code.' WARNING - VedV detlgn parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MO.7473 mv. 10034015 BEFORE USE Design volid for trso only Win MnokS connectors. this design h based only upon parameters stlovnl. oral Is for an OWIvIWaI tx"rlg component. not o lass system. Boforo me. $no txdklrrg designer mull verity tho oppllcolAllly, mofdoslgnporamotoand Ixopedy Incotporulo this design Into the oveL. htAdhg design. 8ractlg Indicated Is to provent hackling of fndNkWad truss wob and/or chord memhors only. Addtloncl fernporary end poimcnenl bfacing MOW 8 always iecouid for sViblllly c dJ to prevoni coliyne wlfh posstAo personal "and propody darnago. For genotal rjt*kztce regardlttg Ito k loilcolkx sloe oge. dellvoty, erocikxl and bracing of Inures Cn d hiss systems. soeANSI/IPI I Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information avu0cfile tom frig Plate InutMe. 218 N. too Street. Srlto 312, AlexcrWrkt VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply T12170744 T80163 F15 Floor 10 t Job Reference(optional) 7 r6 0.1•a H 11 •4-0 n. ray= 10:0937CakNCJU5ySDtOmCDduyrlyd 11 m•Ozi W XbXH79mXcskOWcxOF4y2i4Srdz7crrUknmyW svS 1-9-4 1 1 0-8-0 R24 1.3 Style = 1:19.9 I.Sx3 II I,Sx3 = 1.Sx3 = 30 = 30 = 1.Sx3 11 1.Sx3 II 4x6 = 34 II 36 11 1 2 3 4 S 6 7 a 9 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.08 13-14 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a We BCDL 5.0 Code FBC2014/rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 9=597/0.3.8, 15=597/0-7-4 FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-776/0, 3.4=•1003/0, 4-5=-1003/0, 5-6=-1003/0, 6-7=-485/0, 7•e=-493/0, e-9=-4e5/0 BOT CHORD 14.15=0/500, 13.14=0/1008, 12.13=0/1003, 11-12=0/805 WEBS 9-1,1=0l713, 2.15=•745/0, 2-14=0/422, 3-14=-355/0, 6.11=-477/0, 6.12=0/554, 5-12=-388/0 PLATES GRIP MT20 244/190 Weight: 67lb FT = 20%F, i I%E Structural wood sheathing directly applied or 6-0-0 oc punins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced Iloor live loads have been considered for this design. 2) 'Semi-dgid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss: 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6)'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.' WARNAVO • Verily design parameter; and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE 4107473 rev. raall"tS BEFORE USE Design vdkt lot use only wllh M11109 connectors. this design Is losdd only trylon parameters slvwm. and Is lot an Yx tvidral b ukling component, rot o truss system. Botote tao. the txDdhU doslgtlot must verity Ile a;)pllcab8Ity of do9gn p mainalors and Ixolxnly t ncorpotalo DLLs doslgn Into lW ovcrcll IxAdJng design. Hractrng Irxllcaled Is to Ixovenl txaatng of IndlAdual Russ wob and/or chord rnomtors only. Additional totnpxxory and protrnanonl txacing M iTek' Is atwao toc l lrod for slabWty and to Ixevent cotialm with pessilAo personal Injury and rxopaty damage. For general gukkme tegad frig 0e latxIcatkxL storage, delivery, election awl txdlckng of trusses and truss systems, seeANSI/rPI I Quality Criteria, OS8419 and SCSI Building Component 6904 Parka East Blvd. Safety Irdarmatlan available Dom Ines Plata Institute. 218 N. Leo Street. Suite 312. Alexandria VA 22314 Tarrpa, FL 33610 muss rus8 ype b T1217974S t53r F16 floor 1 t Job Reference (optional) Buddets fkslSrwrce, Tonpo, Plant City, Fbndo 33566 7.640 s Aug mo 20i r tortes tnuusmea, i—. wmry va, w 05.04.54 cv- 1 F.Q- 10:0837CakNCJU5ySDiOmCDdnyd 11 m-s9HulaYvuSu000JL3KSfnHSGSUotMM W 41VEIJDyWsvR 0.1.8 F I 1.4-0 1-8.4 0-8-0 38 to ='1:18.9 1.5x3 II 1.5x3 = 1.Sx3 = 3x4 = 4x6 = 1 Sx3 II 4x6 = 3x4 = 1 2 3 4 5 30 = 6 7 3x4 = 4x6 = LOADING(psf) SPACING- 2-0.0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 20 SP No.3(flat) 4x6 = 06 = CSI. DEFL. In (loc) Udell L/d PLATES GRIP TC 0.57 Vert(LL) -0.06 10 >999 360 MT20 244/190 BC 0.61 Ven(TL) -0.12 10 >547 240 W B 0.59 Horz(TL) 0.03 8 n/a We Matrix) Weight: 64 Ib FT = 20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0.4-0 except Qt=length) 12=5.6-9, 11=5.6.9, 8=Mechanical. lb) -Max Uplift All uplift 100 Ib or less at joints) except l l=-128(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1), 11=581(LC 7). 8=1897(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-570/0, 3.4=-2457/0, 4.5=.2457/0, 5-6=-2206J0 BOT CHORD 12-13=0!/38, 11-12=0/1864, 10.11=0/2457, 9-10=0/2457, 8-9=0/1578 WEBS 2.13=-1099/0, 2-12=-629/108, 3.12=-2093/0, 3.11=0/1231, 4.11-723/0, 5-9=-588/0, 5.10-267/0, 6.8=-2296/0, 6-9=0/960 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 11. 4) Load easels) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) '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 1) Dead + Floor Live (balanced): Lumber Increase--1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13-10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van:8-13=.10, 1-7-450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 8-13-10. 1-4— 450, 4-7=-188 uonunuea on Da e z O WARNING - Vedly design pentmoters end READ NOTES ON THIS AND INCLUDED ABfEK REFERANCE PAGE M0-7473 m. I dWQOIS BEFORE USE Design vrbkl Not Ilso only Win MFIGW Conrwclots. 8Ys dosIQ16 bdsod only uAon paramatots stx>wn. and h for an lndlvldlKd building comlxxwnt, not a Russ syslem. Before use. [tie Ixlking designot must verily the q)pllcabllty of design patanelets aril ixorwtly Wotpotatu INs design Into Iho overcll txAdng design. Bracing Indicated Is to prevent bmidi lg of IrxlNklual cuss web and/of chard tnembels only. Addlitlonxl tornporc ry and Iwtrrarwnt IxaCing WOW is always retlltred lot sk"lly aril to prevent collgXe with possM parsonal k*rry and properly danago. for gen efol gt klance regcadklQ the Ialxlcolkxt slotago. delivery. eteclbn and txacklg of Inures and Inns systems, so eANSI/iPI I Quality Criteria, OSS-89 and SCSI Building Compomnt 6904 Parke East Blvd. Safety Information uvrDrdxe from truss Plate Institute. 218 N. Leo Street. Stlto 312. Alocarld t VA 22314. Tampa, FL 33610 Job ruse Truss Type oty ply T12179746 T8OiS3 F16 Floot t 1 Job Reference (optional) Builders FastSource. Tanpa, Plant city. Florida 33566 r e+u s Avg t6 zut r waxes mausmes. Inc. woo vo w ue:ua:an zut r rage z 10:OB37CakNCJU5yS0iOmCOdntyd 11 m-s9HukxYvuSuODO JL3KS(nHSGSUotMM W14VEIJDyWsvR LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-4=-188, 4-7-450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13— 10, 1-4=-450, 4-7-188 6) 4th unbalanced Dead: Lumber Increase=1.00. Plate Increase=l 00 Uniform Loads (pit) Vert: 8.13=-10, 1-4=-188, 4.7=-450 7) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8.13=-10, 1.5=-450, 5-7=-188 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13— 10, 1.7-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-5— 450, 5-7— 188 10) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-7-450 Q WARNWG - vedry deden persaware end READ NOTES ON TNIS AND ByCLUDED WMK REFERANCE PAGE MA7472 rev, f40 MIS BEFORE USE Design valid la use only Win Milek®connoclors. llls deslgrl Is Erased only tgon potamoters shown. and Is for an Individual building component, riot a truss system Betae use. the Ixldklg designer roust verity, the alllxlca7llty of design Ixnanalors and lxorotly klcotpxxato M design Into the ovetai b ldktg design. lkocktg kxkoled is to txrckling of Irdivklual truss wob ad/a chord momtxxs oNy. AWhorKd lemlotay aW r"manenf IxocbV MiTek' lxoveni is always rogtLed "stability and to rxovont collapse wkh possible personal "and properly damage. For gonota guidance iogradkV the 6904 Parke East Blvdfaxtcaion. storage, delivery, erection and tracing of Irtmes and truce systems seeANSI/TPI I Quality Criteria, OSS-89 aW SCSI Eullding Component Tarrya. FL 33610SafetyInformationovallablofromtrussPlateInstiMe. 218 N. Lee Street. Stdte 312 Alexaldit VA 22314. Job TrUSS russ I ype QIY Fly T12f79746 T8Of53 FGl 1,-LATGIROER 1 2 Job Reference (optional) Builders FirslSource. Tempe, Plam Chy, Flodda 33566 7.640 & Apr 22 2016 MITak Inclusltles, Inc. WOO OQ 04 10 70 44 2017 ra & , ID:0837CakNCJUSySDiOmCDdnydilm-xODDORj Pu1UNmWMY3akbgNHnUhKRTRrLUH6JX qnf 2.68 s•t-8 7.6.9 9.11.0 12.4.9 f441.12 17. -16 xa2.2 2a1a9 2.6.9 2.5.0 2.5-0 2.5.0 2.5-0 2.7-3 2.7.3 2.7.3 16.7 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 5x8 = 2x4 II Sxe = 20 11 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED Scale = 1:35.1 LOADS AT ITS CANTILEVERED END(S). 2x4 II 3x8 = 8x14 MT20HS= Sx8 WEI 4x12 = 2x4 II 3x4 11 5 A 7 8 9 10 11 3x4 II 4x12 = 3x6 11 4x12 = Sx6 =, 2X4 11 Sx12 = 2x4 II 7x10 = 3x4 II 2x4 II SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REOUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. 2a1a9 2•&a 5141 9.1,•9 24.9 14•, 1-,2 17515 20-2.2 20-510 2•fl-6 2.54 2.54 2.5-0 2.5-0 2.7.3 2.7.3 2.7.3 0• •13 aS9 Plate Offsets (X Y)-- I5:0-6-0.Edael.16:0.4.O.Edgel.110:0-3.8.0.1.81.114:0-5-0.0-4-41,119:0.2.0.G-2.01.120:0-4-8,0-1-81,121:0-5.8.0.2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.13 19-20 999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Ven(TL) 0.22 19-20 674 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.99 Horz(rL) 0.02 13 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Wind(LL) 0.01 20 999 240 Weight: 237 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 'Except' BOT CHORD 1-21,3.21,3.19,5.19,5-16,8-16,8-14,10.14: 2x4 SP N0.2 OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 22=1148/0-8-1, 16=3729/0.4-0 (req.0.4-4), 13=964/0.5.10 Max Uplift 22=-171(LC 4), 16=-318(LC 4), 13_ 65(LC 4) Max Grav 22=2347(LC 14). 16=10298(LC 14). 13=2144(LC 14) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2148/160, 1.2=-5247/308, 2-3=-5247/308, 3.4=-7312J268, 4-5=-7312/268, 5-6=-22e/6317, 6.7=-228/6317, 7-8=-228/6317, 8.9=-3291/48, 9-10=-3291/48, 10-11=-352/7, 11-12=-356/4 BOT CHORD 21-22=-25/268, 21.23=-376/8803, 20-23— 376/8803, 20.24_ 376/8803, 24-25= 376/8803, 19.25=-376/8803, 19.26=-50/1484, 18.26=-50/1484, 18-27=-50/1484, 17.27=-50/1484, 17.28=-50/1484, 28-29=-50(1484, 16.29=-50/1484, 14.34=-7/352, 13-34=-7/352, 12-13=-7/352 WEBS 1-21=-306/5375, 3.21=-3872/74, 3-20=0/2085, 3.19— 1624/118, 5-19=-237/6346, 5-17=-24/985, 5.16_ 8494/302, 7-16=-528/98, 8-16_ 6619/187, 8-15=-23/1195, 8-14=-110/3731, 10-14=-44/3166, 10.13=-918/87 Structural wood sheathing directly applied or 5.10-13 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6,-0.0 oc bracing: 15-16,14.15. NOTES- (13) 1) 2-ply truss to be connected together With 10d (0.131'x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.4.0 oc. Webs connected as follows: 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opst: h=251t; Cal. 11; Exp C: Encl., GCpl-0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 9) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 22. 318 lb uplift at joint 16 and 65 lb uplift at joint 13. 11) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss Q WARNING • Vedly dedgn parameferr and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M&7477 MV. I60MIS BEFORE USE Design vcilkl for use only vAth Ml loW connectors. this design Is based only ttpon pmatrwtets snown. and is lot an hdNkk" Uuildh,0 component. not a buss system. Boloro use. the building designot must vodty the applk:ablilly of design patamotors and Ixopetty hlcotpotalo this design Into llw ovotoll txldhlg design. dtacing Irdllcalod Is to txacIdtrlg of Irdnvtdual Ituss web and/oc ched rnembors only. Addillonal tompotaty arch petnonent Ixachlg MiTek' ptovent 6 always tec9Lod IN stablilty and to proven collapse with possible persordf h j cy and ptopLdy dranoge. Fot general gJdanee togcnc&v dw 6904 Pork& East Blvd. tabik-4tkxL steago, dolNey, eoctlon axt brachlg of Irises and truss systems. seeANSI/IPI I Quality Criteria, DSB-89 and BCSI SuIWNg Component Tampa, FL 33610SafetyInformationavallabtehomhueFlutehu6Mo. 218 N. Lee Shoot. Suite 312. Alexandria. VA 22314. Job I fuss I fuss I ype ty y Tt2176748 TSOM FG1 FLAT GIROER 1 2 Job Reference o tional tsulfaafs MrslSource, tan". Miff Gly. 1-0floa =56 7.640 3 Apf 22 2016 IA 1eK If100SM93. 111C. WOO QU 04 10:30:44 2017 Fag* 2 ID:0837CakNCJU6ySDiQmCDdnydIIm•xODDORI-PulUNmWMY3akbgNHnUhKRTRrLUH6JX gnt NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18-8-13, and 29 Ib up at 18.8.13, and 253 lb down and 67 Ib up at 2-6.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) '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 I as referenced by the building code. - LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-11=-70, 12-22=-20 Concentrated Loads pb) Vert: 21=-253 19=-143 16=-253 15=-143 23=-396 24=-143 25=-253 26=-253 27=-143 28=-253 29=-143 30— 143 31=-253 32=-253 33=-143 34=-823(B=-794) a& WARNING • VaftT detlpn paromatefff and READ NOTES ON TN/S AND INCLUDED M/TEK REFERANCE PAGE MD7473 rev, MOMIS BEFORE USE. Design valid for use only Win Mflek8 connectors. RYs design is based only upon pacuneters shown. and is for an Individual btddhlg component, not a truss system. Before use. the txlldrlg doskVwt must verity the cW4AI aIAlty of design Ixaanefers and protxxty Incorporato ells design Into the overall txadng design. Brocng Indicated is to Ixovont buckling of Indtvkkxd truss wob and/or chard momtxars only. Addlional Iompaay and rxHmarent bracing M iTek' is always focpLod kx sl lAlty and to rxovonl collcTm with possIlAo personal tr1Afy and property dunnage. For general guidance tegcudhg Iho fatxbalbm storage, dollvay, erection and braking of misses auxl buss systems. seeANSIM I Quality Criteria, OS11-69 and BCSI Building Component 6004 Parka Easl Blvd. Safety Intanmallon avallc"o from tram Plato trulllute. 218 N. Wo Street. Srlte 312, Alexanldria VA 22314. Taupe. FL 33610 oruse Truss Type ty r12,79747 T80IS3 I.-7A Diagonal Hp Gilder I t Job Reference (optional) Cullaefe hlretbource. I amps, Plant Gty, Honda 33556 7.640 a Aug 16 2017 MITek Industries. Inc. Wed Oct 04 08 05.56 2017 Pape t ID:0837CakNCJUSySDiOmCDdnydI im-oYOf9dt90486TKTkBIV7siYcflVPgJX2YpjOOSyWsvP 5.1.9 9.10.1 5.1-9 4.8.7 iT0 20 _ 2x4 If 4 30 = Scale = 1:22.3 0-0.6 5.1.3 441-7 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.04 5.6 >999 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.54 Vert(rL) -0.11 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 4 rVa We BCDL 10.0 Code FBC2014/TP12007 Maldx) Weight: 39 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.11-15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=445/0.4.3, 3=170/Mechanical, 4=380/Mechanical Max Horz 1=147(LC 22) Max Upliftl=-96(LC 4), 3-108(LC 4), 4=-107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-925/234, 7-8=-888/247, 2.8=-829/232 BOT CHORD 1.10=-330/832, 10.11=-330/832, 6-11-330/832, 6.12=-330/832, 5.12=330/832 WEBS 2-6=0/308, 2.5=-903/358 NOTES- (9) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=2511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 108 lb uplift at joint 3 and 107lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 72 lb down and 98 lb up at 1-4-15. 21 lb down and 17 lb up at 1.4-15, 60 lb down and 64 lb up at 4.2-15, 44 lb down and 47 lb up at 44.15, and 100lb down and 117 lb up at 7.0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1.4-15, 15lb down at 4.2.15. 12 lb down at 4.2-15, and 41 lb down at 7-0.14, and 39 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) 9) '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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 1-a-20 Concentrated Loads (Ib) Van: 7=42(B) 8=-2(F) 9=-131(F-72, 8-59) 11- 0(F) 12=-40(F=-20, B=-20) Q WARNING - verfry design perernsten and READ NOTES ON 7NI3 AND INCLUDED Nr7EK REFERANCE PAGE NA7473 rev. 10MMIS BEFORE USE Design valid (of use only wpm 1AIek®Connectas. n* de*p Is bawd only upon Potamolon shown. cw is far an kKOVdual building component. not a truss system. Before use. the Ix1d inn designer thing vedfy the appllcabllly of design rwlametors and pxorotly Incotpofato Olt design hire One overall building design. Bracing hd icotod is to pxovenf buclN V of individual huss web and/or chord members only. Adalllonal tompaary and Mimalortl broctrlg M iTek' is always required la stability and to ixavent Colk rs with rosstxo personal"canal rxopody dcnrtc jo. rot geneun guklanee rtrgadIng dxs lalxgcotlom storage. delivery. otoctlen art bracing of trusses and thins systems sooANSI/1Pl1 Quality CdtafW, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallt"o from truss Nate huBMe. 218 N. Leo Shoal. S,le 312. Alexandria. VA 22314. Tampa. FL 33610 oruss fuss Type ty ply n217974e T80153 J.-78 OiagonolHip Gader t 1 lJobReference(optional) tsuaaere mtsiboutce, i anpa, ream cey. monca a70tse / "V a MU9 m e I / tw t OR IaVYS1VOS, IaG. YY aO - W VO ViA/ N t / rage t 10.0837CakNCJ1J5ySDi0mCDdnyd 11 m-Gky 1 MzanBNGz4U2wlSOMPw4ochre2mkBmTSywxyWsvO 1.5.0 5.3.15 9.10.1 1.5-0 5.3-15 4.6-1 Scale = 1:21.1 30 = 5-3-IS 4-6-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.03 6-7 999 240 MT20 244/l90 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Ven(TL) 0.12 6-7 984 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(fL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb 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 REACTIONS. (Ib/size) 4=158/Mechanical, 2=513/O-tO.15, 5=339/Mechanical Max Horz2=117(LC 22) Max Uplift4=-89(LC 4), 2= 154(LC 4), 5=-66(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-1051/218, 8.9=•1030/230, 3-9=-996/238 BOT CHORD 2.11=-297/998, 11-12- 297/998, 7.12=-297/998, 7.13=-297/998, 6-13=-297/998 WEBS 3-7=0/278, 3-6=-1043/310 Structural wood sheathing directly applied or 5.8-1 oc punins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11, Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member and 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 110 lb up at 1.4.15, 78 lb down and 110lb up at 1-4-15, 42 lb down and 38 lb up at 4-2-15, 42 lb down and 38 lb up at 4-2-15, and 86 lb down and 90 lb up at 7-0-14, and 86 Ib down and 901b up at 7-0.14 on top chord, and at 1.4.15, at 1-4-15. 12 lb down at 4.2.15. 12 lb down at 4.2-15, and 36 Ib down at 7-0.14, and 36 Ib 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 (8). 9) '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 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ven: 1-4=-70, 2.5=-20 Concentrated Loads (lb) Vert: 8=94(F=47. B=47) 10=-97(F=-49, B=-49) 13=-36(F= 18. B= 18) Q WARNING • V&-W deetgn parameters and READ NOTES ON 1703 AND INCLUO£D WEEK REFERANCE PAGE M11.7472 rev. 1663/1015 BEFORE USE Design valkl lot tine only with Mllek® connectots. M design Is basod only upon lmametem Mown, and Is lot an hdMdual Wilding component. not a truss systein Below use. the Wldng desigret roust vadty tie a"Alcablity of doslgn paiamelots and ptopetly Incogwrale this design Into lie ovetdl txlding design. Brachg Incilcotcd Is to prevent bt icatrQ of IrxlMdual Inns web and/or ctwtd rnembets only. Adoillorxd loinpaaryand pennanenl txackV MiTek' Is cdways regaled tot stabtilty and to pxeveni collapse wtih pos*Ae personcd hpiry arw ptofx:Ay ckrnage. For getetcil gtddcnce rega ding ire lalxlcalkxt, stotoge, ckAlvety, etectlon and txacing of trusses and miss systems. socANSI/I141 Cuall y Cdteda, OS1149 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable Irom Itus Plate Insillute. 218 N. Lee Slteet. Stile 312. Alexandria. VA 22314. Tampa. FL 33610 Job I ruse Truss Type tY T60153 FU2 OragonelNp Gullet 2 1 jJobReferenceDonal sudden 1`06150Ufaa, Tampa, Plant Gey. 1-1011da 33566 r Mu t Aug to zul r m left tnaut net. Inc. wea Vcl W un ui;w Lai r rage 1 ID:0837CakNCJU5ySDr0mCDdnyd 11 m-Gky 1 MzanBNGz4U2vASOMPw4r6hy5ZSOBmTSyWXyWsvO 1.5-0 2.7.1 15-0 271 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in Doc) Well L/d TCLL 20.0 Plate Gnp DOL 1.25 TC 0.26 Ven(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Ven(TL) 0.00 2-4 999 ISO 8CLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (Ib/slze) 3=1/Mechanical, 2=218/0-4-9, 4=23/Mechanical Max Horz 2=68(LC 4) Max Uplill3=-55(LC 19). 2=-108(LC 4) Max Grav3=57(LC 22), 2=218(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. Style a 1:9.2 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=O 18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 3 and 108 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 94 lb up at 1-4-15. and 69 lb down and 94 lb up at 1.4.15 on top chord, and at 1-4-15, and at 1.4.15 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 (8). 9)'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 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (Ib) Vert: 5=80(F=40, B=40) Q WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE N1F7473 rev. M02,2015 BEFORE USE Design va1ld lot use only with Mllek®connoctors. Ithls design Is baseci only upon pxdamolers shown. and k fa ah trxtivkl al building component. nol a kuss system. Wow we. tho lxAlding designer must verity the apolcalAlly of claslgn Ixaamolers and Ixopedy Incopotato this design Into tho ovotall tAAding design. Bracing lnclfcalod Is to twcWV of trxJNfdual truss web o W/or chord membors only. Ackltond tonpotary and perrncmenl txacing MiTek' prevent Is always tw4tod lar sk"tty ctnd to fxovenl eollarm with possmlo porsohal Injury aW ptopx-dy danage. For gonad gulklahee tagcadthg M ratxIcallo . stoago, delivery, efocllon ants btaCkhg of tnmas and Irate systems, soeANSI/IPI 1 Ctuallly Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avtllc"o ton truss Plalo Institute. 218 N. toe Strool, Sulte 312. Aloxandrkt VA 22314. Tango, FL 33610 Job Truss TrUSS Type ty T12i 79760 TBOt53 HJ7 OragoeolHp Girder 7 t Job Reference(optional) Budders FuetSource, Tampa. Plant bay. Florida 33566 7.640 a Aug 16 2017 Wait Indu=1nea. Inc. wad Oct 04 08 05-58 2017 Page 1 ID:0837CakNCJUSySDiOmC0dn yd11m-kwWPaJbPyhOgidd7lAXby7dyz5B?ICcL?6CVS-yWsvN 1.5.0 6.1.9 9-10.1 1-510 5-1.9 4-8.7 Scale = 1:22.4 30 = 2x4 it 5 3x4 = 5.1.9 144-7 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.04 6.7 >999 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.53 Ven(rL) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.39 Horz(TL) 0.01 5 n/a rVa BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 42 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 20 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Horz2=176(LC 4) Max Uplilt4=-110(LC 4), 2=-148(LC 4), 5=-89(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.8=-835/191, 8.9=-767/210, 3.9=-757/196 BOT CHORD 2.11=-278l756, 11-12=-278l756, 7-12=-2781756, 7.13=-278956, 6-13=-278l756 WEBS 3.7=0/292, 3.6=-821/301 NOTES- (9) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=S.Opsh h=25f1: Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 110 lb uplift at joint 4, 148 lb uplift at joint 2 and 89 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) 74 lb down and 104 lb up at 1.4.15 74 lb down and 104 lb up at 1.4-15. 44 lb down and 47 lb up at 4-2.15, 44 lb down and 47 lb up at 4.2.15, and 95 lb down and 110 lb up at 7.0.14, and 95lb down and 110 lb up at 7.0.14 on lop chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-2-15. 12 lb down at 4-2-15, and 39 lb down at 7-0-14, and 39 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 (8). 9) '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 1) Dead r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 2.5=-20 Concentrated Loads (Ib) Vert: 8=89(F=45, B=45) 10=-118(F=-59, 8=-59) 13=-39(F=-20, B= 20) WARNING - VeAy dad nQ9 paramsfera and READ NOTES ON THIS AND INCLUDED N7fEK REFERANCE PAGE Mil-7172 rev. I0113Mi6 BEFORE USE Design valid lot use only vA01 MIlok® connectors. Itch dosigtl Is txtsod only upon patameten shown, and Is la at IndivkAial IxAding coinportont. rot a truss system. before use. the txmcUQ designer must verity the afllxlecdA1ty of do*p pwrainofon and Ixopeoy incot oroto lhb ckalBn Into the ovorall lMclkV ckosign. ®acing ktdlcotod Is to prevent tx,ckling of kldNldual trim web end/or chord nnorntxxs only. Adclilkxlcd Iompxxay aw Mirnoent tracing MOW6clwaystef8lfedetsktAftyaidtopreventcdkMwlihpossbierxxsowA"add rxopedy clanage Foe gerVxat g1lclanco regarcft to ki1xicolkxl• storcpo, delivery, election and bracing of misses and muss systems, seeAN51/rPl I Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Smell Information avcttlable from truss Plato frutiklo. 218 N. lee Street. Stlto 312. Alexadrks. VA 22314. Tampa. FL 33610 Job Truss I russ I ype ry PlyJob r,2, 7e76, 780t53 Tot Hal Hip Girder I I I" Reference(optional) nuaaenruetsource, temps, rramcay.rrorraoauoo 10:0837CakNCJU5yS0iQz;drrydllm-D74rriec2j9WhKnCJst2gULASCVrgIakUEmx3?OyWsvM 1-0-0 3.10.14 7-0-0 10.6.4 _ 14-4-0 1A-8-0 1-0-0 3.10.14 3.1.2 3.6.4 3-9-12 4 Scale = 1:26.4 06 = 3x4 = US = 1% 3x4 = 3x8 = " — 3x6 II LOADING (psf) TCLL 20.0 TCOL 15.0 BCLL 0.0 ' BCOL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrPI2007 CSI. TC 0.41 BC 0.75 WS 0.72 Matrix) DEFT. in Ven(LL) -0.07 Ven(TL) -0.22 Horz(TL) 0.04 loc) Well Ud 2-9 >999 240 2-9 >760 180 7 n/a rVa PLATES GRIP MT20 244/190 Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-1 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 7.3.15 oc bracing REACTIONS. (lb/size) 7=1327/0-4•0, 2=1115/0-8.0 Max Horz2=119(LC 19) Max Upl1117=-350(LC 4), 2=-333(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or.less except when shown. TOP CHORD 2.3=-2420/627, 3.4=-2182/541, 4.10=-2054/531, 5.10=-2054/531, 5.11=-1626/436, 11.12= 1626/436, 6.12=-1626/436, 6-7=-1235/380 BOT CHORD 2-9=-649/2227, 9.13=-436/1626, 8-13=-436/1626 WEBS 3-9=-266/243, 4.9=0/364, 5-9=-128/523, 5-8=-847/351, 6.8=-505/1879 NOTES- (9) 1) Wind: ASCE 7-10: VUlt=140mph (3-second gust) Vasd=108mph: TCOL=4.2psf; BCDL=5.0psl; h=25fl; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 20.0pst 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 350 lb uplift at joint 7 and 333 lb uplift at joint 2. 6) "Semi -rigid pilchbieaks 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) 135 lb down and 125 Ib up at 7-0-0, 135 lb down and 125 lb up at 9-0-12, and 135 lb down and 125 lb up at 11-0.12, and 135 lb down and 125 Ib up at 13-0-12 on top chord, and 374 Ib down and 831b up at 7-", 87 Ib down at 9.0.12, and 87 Ib down at 11-0-12, and 87 lb down at 13-0-12 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 (8). 9) '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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4.6=-70, 2.7= 20 Concentrated Loads (lb) Vert: 4=-135(B) 9_ 374(B) 10=-135(B) 11= 135(B) 12=-135(B) 13=-63(B) 14=-63(B) 15=-63(B) Q WARNING - Vwtry design parermlers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD7472 rev. 10WMIS BEFORE USE. Origt vcdld for use ordy with MlleIrS connoctors. this design If based only upon pots voters shown. aid Is for an I WNkAral IxAdk10 component. no o truss system. Before use. the Ixllcitig dmloror must verity the applkadMity, of drxraneters OW properly Incogwtole th16 design into the ovoL, txAdnV design. ®ochV In ilco,od If to ixevonl bmldUie of kldNkluad Inns web aid/or chord memrims only. Addllonal temporary aW permanent entMadnV M iTek' Is always reyttted for sfoWy and to povenl collapse vAlh possblo persorx9 IrYrs1' atwl poporly damage. for g enurd Vddcnce toWsd9,V iho Ictxk anon, staaoo, delivery, etec,lon cowl txcicho of tenses cncl fftm systems, ~NSI/IPI I Quality Criteria, OSB-89 and SCSI lulldhq Component 6004 Parke East Blvd. Safety Intormalon avdiciblo Iron truss Plato InstiMe. 218 N. lee Slreul, Si1W 312. Alexandria. VA22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T12179752 T80163 T02 Han Hip 1 t Job Reference (optional) nuxae(* raswourae. 1 atrpa. rent -,ay, monaa saaoo wv a . vy .o c ...... ,,,...,,,. c .. . y. . 10:0837CakNCJU5ySDiOmCOdnyd 11 m-074nnec2l?W hKnCJst2gULA8FVUg 1 hCUEmx3 0yWsvM 4-10-14 9.0-014.4-0 14$Q IVo4.10-14 4.1-2 6.4-0 4 4x6 = Scale = 1:26.2 3x4 = 14P d3x6 = 3x8 = 2x4 11 LOADING ( psf) SPACING- 2-0.0 CSI. DEFL, in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) 0.14 2-7 999 240 TCOL 15.0 Lumber DOL 1.25 BC 0.70 Ven(TL) 0.38 2-7 440 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.30 Horz(rL) 0.02 6 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. ( Ib/size) 6=619/0-4-0, 2=721/0.8.0 Max Herz 2=147(LC 8) Max Uplift6=-174(LC 8), 2=-225(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1258/587, 3.8=-1226/598, 3-4=-800/332, 4.9=-707/352, 9.10=-706/352, 5- 10=-706/352, 5.6=-587/342 BOT CHORD 2.7=-696/1151 WEBS 3-7=-468/356, 5-7=388R91 PLATES GRIP MT20 244/l90 Weight: 69lb FT =20% Structural wood sheathing directly applied or 4-9-14 oc pudins, except end verticals. Rigid ceiling directly applied or 7.0.4 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7.10. VUlt=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpf=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0.0. Intedor(1) 2-0-0 to 9-0.0. Extedor(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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.Opst 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 6 and 225 lb uplift at joint 2. 6) ' Semi -rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' 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.' Q WARNING - verKy dedgn parnmofem and READ NOTES ON Tuts AND INCLUDED MrTEK REFERANCE PACE 011I1-7473 rev. 141111=15 BEFORE USE Design valld for use only wth MlleW con neclors. t11s design is based only upon parameters shown, and is for an hdtvkkxg txAcling component, nor a ham system. 84teto use. the IxAdhg clolgner must verify tine opplica Alty or design paanelers and Ixopar fy Worlwrato It& design Into If* overall Wring design. &acing Inckotod Is to buciding of haNlducd um web and/or chota members only. Additional temWcffy a,d permanent txochg MOW preventIs always tect lied rot sk"lly and to provenl colkillso Win possble personal Injury aria property danatgo. Fa gdmekl guidance regarding the lakx1cotim stotcge, dolNory, oteclkxn and fxocIng or fumes and mm systems sooANSIM I Quality Criteria, OS649 and SCSI Building Component 6904 Parke East Blvd. Solely Information avalrallo Wn trim Pkde Institute. 218 N. Lee Street. Suite 312. Aloxcrxlda. VA 22314. Tampa. FL 33610 Job runs Truss Type oty ply T12179753 MOM T03 Common 4 1 Job Reference(optional) nuaaem rirsi*ource, rarrva. rram l qy. rgago JJaga , v+v....,V .v cv., nw,.n ..,..,,....... ..... ........... _-. __ _e_ . I D:0837CakNCJUSySDr0mCDdnyd l l m-tUeA?_cgUleYxxnV0bZ31 YUlvsrm93eS0hcXsyWsvL 1-0-0 5-7.4 10.8-0 15.8.12 21.4-0 r 100 5.7.4 5012 5-0.12 5.7.4 4x6 = Scale = 1:38.3 ig 3x4 = 30 = 30 = 3x4 = 3x4 = LOADING(psf) SPACING- 2.0.0 CS1. ' DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Ven(rL) -0.21 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.20 Horz(rL) 0.05 6 We rVa BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 96 Ib Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0.8.0 Max Horz2=100(LC 9) Max Uplift6=-193(LC 13), 2=-229(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.10=-1584/582, 3-10=-1509/596, 3-1 1=-1385/582.4-1 1=-1296/593, 4.12— 1307/623, 5.12=-1397/605, 5.13= 1497/625, 6.13=-1579/614 BOT CHORD 2-9=-452/1328, 8-9=-214/898, 7.8=-214/898, 6-7=456/1342 WEBS 4.7=-193/522, 5-7=-339/267, 4.9— 182/505, 3-9=331/264 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2ps1; BCDL=S.Opsl; h=251t: Cat. 11; Exp C; Encl., GCpf=0.18: MW FRS (envelope) and C-C Extedor(2) -1.0.0 to 2-0-0, Interlor(1) 2.0-0 to 10.8.0. Exledor(2) 10-8-0 to 13.8.0 zone;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 lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 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. 7) 'This manufactured product Is designed as an individual bullding 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.' _ 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MINK REFERANCE PAGE MD7472 mv. IM3*0IS BEFORE USE. DOOM valid roe use oNy wilh Ivalok®connecloes. INs dosllpl Is Ixned oNy upon rx2wmoters shown. and h for an Individual txddlrlg canponenl, not a truss system. BoIWe uso. Ito Ixddlrld designer must verity Me applkobilly of deslen rxrarneters and rxopxvly 1ncogoroto Ihk doslgn Into tho ovordl txdding design. 1lachg IrWlcalod Is to rxevenl bueldho of IrK1Mdual Inm web and/ot chord members only. Adclltlorlal temporary and pWmanent txoctng MiTek' b clways rocltleed fW stc#Aty cmd to rxovetl collapse w101 possible petsoral"aW rxopeny darnado. FW gonweal gslcknco togcrdtrlg the fatxlcalbn, atotooe, dellvety. Wecllon and blaclrlg of Itures and min systems soeANSIfIFI I Quality Criteria, DS649 and SCSI Building Component 6904 Parke East Blvd Safety Informallon available from truss Plate Institute. 218 N. Leo Street. Srllre 312, Alexarlrlrkl VA 22314. Tampa. FL 33610 oruss runs Type ty pry Tt2t79754 TBOM 1,.04 Common 1 1 t Job Reference (optional) auaaan rasmotttca. I onpo, rmm Lxy. i-tonao a raoo r.u+u a Auy t o eur r rs t ax tnousmas. mc. was %m w ua:uo:w [u r t rays r ID:0837CakNCJUSySDiOmCDdnydlIm-k)oA? cgUleYxxnVQbZ31YIKZvslm99eSOhcXsyWsvL l-" 5.7.4 10-8.0 ISe-112 21.4-0 2240 o ' 5.7.4 50.12 5-0.12 5.7.4 1-0-0 Scale a 1.38.6 4x6 = Ig 3x4 = 30 = 3x4 = 3x4 = 30 = A-A-n 7.3-A Plate Offsets (XY)-- 12:0.1-0.EdQe1. (6:0-I.0.EdQe1 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In loc) Weft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) 0.06 2-10 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Ven(rL) 0.20 2-10 999 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 Matrix) Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 9.0.4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0.8.0, 6=1023/0.8.0 Max Horz 2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11— 1578/565, 3-11=-1503/579, 3-12=-1379/565, 4.12=-1290/576, 4.13=-1290/576, 5.13=-1379/565, 5.14=-1503/579, 6.14=-1578/565 BOT CHORD 2-10=-402/1323, 9-10=-182/892, 8-9=-182/892, 6-8=-421/1323 WEBS 4.8=-185/506, 5-8=-331/263, 4.10=-186/506, 3-10=-331/263 NOTES- (7) 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=S.Opsl; h=2511; 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 10-8-0. Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces d MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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.' Q WARNING - Verlry design parameter; and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MS-7473 tov. IOWMIS BEFORE USE. Defign valid lot rlso only wlet lvelok8 connoctm. IhIs design E based only ultars Ixllametefs shown. and Is lot an hdlvldlral "cling component. not a truss system. Soloto Leo. Iho lxtiidrt0 dosignot must vodly Ina orolcability of daslgn pataineton Card peoperty lncorpaate IhIs design Into the ovetal btAcIn0 desldn. Hackie trtdicatod Is to (xovent buckling of Individual truss wob and/of chord mombas only. Addllonal lem"ay aid Mann ont txackV M iTek' Isalwaoteethedlastabilityandtorxevantedig7sewllhpossiblopersonaltrtltayandptorxtdyclarna e. Foe Oerwtal gLkkreo todadrtp the k0ricallarL stor000. Cloliverv. etecilon and Ixaclno of Irtmes and Intss sysloma soeANSI/FPI I Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safely Intonnotlon available from buss Plato trutlMe, 218 N. Leo Shoot. Sllle 312. Atextnalrl VA 22314. Tanga. FL 33610 Job truss TrUSS Type 0ry Ply T12179755 TOW S3 TOS Hip f 1 Job Reference(optional) uuddam r-rfstbounce. Tampa, plant Gdy. Henda 33566 7 640 a Aug 16 2017 A4Tek Industries. Inc. Wed Oh 04 08:06:01 2017 Page 1 ID 0837CakNCJUSySDrOmCDdrlydt1m-gVCYCKdlFcmPZSLh_141ZmFUr JQOVdnnh4Q93JyWsvK t44 4.9.4 9-0-0 12.4.0 16.6.12 21.4-0 2244 1.0-0 4.9-4 4-2.12 3d-0 4.2.12 4-9-4 3x6 4x6 = 5x8 = US = 06 = 30 = 9-0.0 12.41 21.4-0 a.n.n 'l.d1, tars Scale = 1:39.0 3x6 = ig Plate Offsets (Y Y)-- 15:0-6-0.0-2-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Wail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) 0.15 7-9 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Ven(TL) 0.43 7-9 583 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.17 Horz(TL) 0.06 7 n/a rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 105 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-10.12 oc bracing. REACTIONS. (Ib/slze) 2=1023/0.8.0, 7=1023/0-8-0 Max Horz 2=84(LC 11) Max Uplift2=-217(LC 12), 7=-217(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.12=-1559/696, 3-12=-1518/711, 3-4=-1242/561, 4.5=-1049/564, 5.6=•1241/561, 6-13=-1517/711, 7-13=-1559/696 BOT CHORD 2.11=•53e/1332, 10.11=-290/1049, 9-10- 290/1049, 7-9=-544/1332 WEBS 3.11 _ 334/2e9, 4.11=-80/319, 5-9=-76/319, 6-9= 335/289 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1.0.0 to 2.0.0, Interior(1) 2-0-0 to 9-0-0, Extedor(2) 9-0-0 to 12-4-0, Interlor(1) 16.8-11 to 22.4-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at Joint 2 and 217 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) 'This manufactured product is designed as an individual bullding.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.' AWARNING • Vert nrydedg paremefslt and READ NOTES ON THIS AND INCLUDED M/EK REFERANCE PAGE 4f/F7177 rov. IMi?OIS BEFORE USE DesIg n valld for use only vAth f Al left® connectors. 0* design Is txaod only tdxln paanoters mown. and Is for an IndNlduat txddl ng component, not a truss system. Wfao use. the txBding dknignei roust vedfy It* apoa lcalAllyofdesignpanetotsand propedy Ineogenad to thisoagnIntoIle ovZd.. rAAdhg fin. Bracing tndicalod Is to rxovent twcafrng of Individual truss web and/a chord members only. Additional lem"ary and petmonenl lxacfrng MiTek' k alwaystoyWodlotslatAltyandtopreventcdkt<xe with poss"a parson l bogey and properly dense. For genet l guidance regarding the faxbalbm storage, delivery, otectlon and bxacing of trusses and huss system, soeANSI/IPI I Quality Criteria. DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information uvUlablo from truss Rate Institute, 218 N. too Street. Suilo 312. Alexandria. VA 2'2314. Tampa. FL 33610 Job Truss Truss Type ry rlxne76s TBOIS3 706 Hip Girder t t Job Reference (optional) Model* t-rrasource. Tampa. rmm "ay, rrorwa s:uoa ,-v. ^.a .. &... ,.. ... -..-.. . •r- 10:0837CakNCJUSyS0iOmC0dryd 11 m-ditwPgewOwuGBFwuX?cX6zolUiWTE3AwwkAjbtyWsvJ 1-0-0 3.9d 1 7.0-0 10." 14.4.0 17.6.12 21.4-0 , 22.4-0 . t 0-0 3 9 4 3-2.12 3.8.0 3.8.0 3 2-12 3.9.4 4x6 = 3x8 = 4x6 = Scale a 1.39.0 36 = IS = 3x4 = 20 II 3x8 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) 0.12 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.21 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.09 8 n/a We BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 109 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.6.10 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6.3 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=144210-8.0, 8=1467/0.8.0 Max Horz 2=-67(LC 6) Max Uplift2=-842(LC 8), 8=-865(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2444/1590,3.4=-2262/1576,4-14=-2000/1461,5-14=-1999/1460,5.15=-2045/1500, 6-15=-2045/1501, 6.7_ 2315/1623, 7.8=-2496/1636 BOT CHORD 2-13=-1380/2085, 13-16=-1640/2251, 12.16=-1640/2251, 11-12=-1640/2251, 11-17=-1640/2251, 10.17=-1640/2251, 8-10=-1358/2129 WEBS 3-13=-296/240, 4.13=-474/645, 5-13=-378/460, 5-11- 300l73, 5.10=-335/390, 6-10=-421/613, 7-10=-301/246 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsl; h=25ft: Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 2 and 865lb uplilt at joint 8. 7) 'Semi -rigid pi(chbreaks 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) 143 lb down and 139 lb up at 7.0-0, 124 lb down and 139 lb up at 9-0-12, 124 lb down and 139 lb up at 10.8.0, and 124 lb down and 139 lb up at 12.3-4, and 243 lb down and 258 lb up at 14-4.0 on top chord, and 250 lb down and 228 lb up at 7-0-0. 24 lb down and 141 lb up at "-12. 24 lb down and 141 lb up at 10.8-0, and 24 lb down and 141 lb up at 12-3.4, and 250 lb down and 228 lb up at 14-3-4 on bottom chord. The desigtVselection 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 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-4=-70, 4-6=-70, 6.9_ 70, 2-8=-20 Continued on oaae 2 WARNWO - Vedly deelign pammolon and READ NOTES ON THIS AND INCLUOED NREK REFERANCE PAGE NIF7g3 rev. I041 MIS BEFORE USE DosW vdkl for use only with Al lekA connectors. fhb dvsWn h based only upont pararnelon Ytown• arxt h for an indivi uat btddfrtg component, not a truss syslom. Before rao. One txBdrtg designer must verity the c4 Alcalbllly of design txaametoa oral Ixopxxty frlcoetorato this design Ingo the overall irking design. Bracing lrldcatod Is to prevent blcaing of Individual truss web ardl/ot chord rnernbers only. Adddond temporary and permanent txaclrtg MiTek' Is always rocpled for statAty and to povent collapse with possible personal "ancf popery darnago. roe gcrtord gJckrtco roguc2ng the faixlcatbn stotago, dorlvety. etecllent ardl txactng of trusses and truss systems, sooANSI/IPI I Qua91y, Criteria, OS649 and BCSI Building Component 6904 Parke East Blvd Safety Information ovallo"o from trees Plate trutlMe, 218 N. lee Street. Srlte 312. Alexancida, VA 22314. Tarrpa. FL 33610 Job russ runs Type ty TB0t53 T08 Hp Girder 1 t jJobReference (optional) tsuWete t-aetsouree. tarpa, rain -'ay. noaaa ucubbb r.MV a Aug IO ZVI r tw lax 1WVSIaee. G. -W v W Va:Va:Ve"I r rape z 10:0837CakNCJUSySDi0ZDdnyd11m-ditwPgtln*.CBFwuX?cX6zotUiWTE3Awwk/yblyWsvJ LOAD CASE(S) Standard Concentrated Loads (Ib) Ven: 4=-124(F) 6=-196(F) 13=-229(F)11=96(F) 5_ 124(F) 10=-229(F) 14=-124(F) 15=-124(F) 16=96(F) 17=96(F) Q WARNWG • Verify dedgri penuriatm and READ MOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7479 rev. 100=15 BEFORE USE Design valkl for use only wttn Mftek® connectors. Rib design Is based only upon parafneters Yawn. and Is lot an Yxavldtxil txulding component. not a puss system. Bofaus oe. the txddrlg designer must verity Ile applicability a ofdesignparretorsand ptopotty Incorporate this design Into the overall txddhg design. Bracing Indteafod Is to prevent buckling of Indlvklua truss wob and/a chord members only. Additional temporary and patmanont bracing M iTek' S ctways tw4*od lot stability and to prevent callapso with possible porsonal fishy and proporly durnage. For general gtikAmo rogadng to falxlcollM slotogo. dell ory. erocllorn and bracing of Iftaws and truss sWlems. seeANSI/TPI I Quality Cdterks, OSS-69 aW BCSI Building Component 6904 Parke East Blvd. Surety Information avtLable from truss Plate trnsstute, 218 N. toe Street. StAle 312. Alexandria, VA 22314. Tarrpa, Fl. 33610 Job Truss ruse lype ty MOMT07 Hod Hip Girder 1 t tjJobReference (optional) 9Uadera FaelbWrCe. 411111pa. Plaid Gay. Florida =56 1.640a AUO 16 ze1 r to iox ioaustn". ine wea VCI W eemo.e;r zu1 i 1'a a 1 ID: 0837CakNCJU5ySDiOrnCDdnydttm-5WIdOfynDO7oPV45l7mfBKpO6xwzXn49OvG ByWsvl 140 3-9-4 7-0-0 10.10.7 140 3.9.4 3.2.12 3-10.7 4x6 = 3x4 = Scale: 12'=V uaY - twit LOADING( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 15.0 Lumber DOL 1.25 BC 0.36 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 BCDL 10.0 Code FBC20141TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qb(size) 6=77/0.4.15, 2=362/0.8.0, 7=1067/0.11.5 Max Horz2=165(LC 8) Max Upllft6= 129(LC 4), 2=-70(LC 8). 7=-481(LC 8) Max Grav6=IOO(LC 34), 2=362(LC 1). 7=1067(LC 1) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-279/176, 4-7=-476/275 3xe = DEFL- in (loc) Well Ud Ven( LL) -0.05 2-7 >999 240 Vert( rL) -0.13 2-7 >618 180 Horz( TL) 0.00 6 n/a r/a PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- ( 9) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=251t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 129 lb uplift at joint 6, 70 lb uplift at joint 2 and 461 lb uplift at joint 7. 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) 124 lb down and 139 lb up at' 7-0.0, and 124 lb down and 139 lb up at 8-7-3 on top chord, and 325 lb down and 117 lb up al 7-0-0, and 24 lb down and 141 lb up at 8-7-3 on bottom chord. The deslgn/selecllon 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). 9) ' 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 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-4=-70, 4.5=-70, 2-6=-20 Concentrated Loads (lb) Ven: 4-124(B) 7- 325(B) 8=-124(B) 9=96(B) WARNING - Verity dedgn parameters and READ NOTES ON THIS AND INCLUDED ARM REFERANCE PAGE NO-7473 mv. I441113 01S BEFORE USE Doslgn wild (of use orly v4th lAlleM conrectofs. This desIM is based Orly upon patamolets shown. and b lot on YWMtlral "ding component. rat a truss sWIom. Before use. the building doslgnoi must vedN Ito of Vk:ai Ily of design patamelois and propedy bicofporale diis design bito Iho ovotall building design. IbackV tpdtcated is to txevont Ixaabig of bidlvldual frim web and/of chord momtwrs only. Atlddaal lempotay and pefniarent txocirV MiTek' Is always fcx"ed for stubillty and to pevent collapse with possible personal bMay and popody datnago. For gerierd guidance reWirdbig To IaLMcalloix storage, delivery, erection and txocbig of mrses and truss systems socANSI/IPI I Quality Cdterla, DS111-69 and SCSI 9ulldin9 Component 6904 Parke East Blvd. Satiety bdormallon available from [fuss Plate Irisdtuto. 218 N. Lee Street, St4te 312. Aloxordda VA 22314. Tampa. FL 33610 Job Truss ruse ype Qty Pty Tt2t79758 TSOt63 TOO Hip Girder 1 t Job Reference (optional) t3ue/eD t-eetsoutts. i ortpo, rem t,ny, rrotwa s:uoo w ,. .• • •, • , •• ••. ,•••. •• ••• •••.• ••-• •• - • • • w 10:0837CakNCJU5yS0iOrrtCDdrtydllm-24tggMtAYX8zOY40lOe?BOIIVWCli dDN2lpgdyWsvH 1 0 0 3.9.4 7 0 0 8.8-0 11-10.12 16-8-0 1641-0 i-0-0 3-9-4 3.2.12 1.6-0 3.2.12 3 9J Scale a 1:29.5 06= 4x6= g 30 -' 30 = 30 LOADING(psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FB02014/TP12007 CST. TC 0.28 BC 0.64 WB 0.16 Matrix) DEFL. In Ven(LL) -0.07 Vert(TL) -0.20 Horz(fL) 0.05 loc) Well Ud 2-10 >999 240 2-10 >927 180 7 Na n/a PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.11-0 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 6-1.5 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1197/0.3-8, 7=1197/0-3.8 Max Horz 2=67(LC 7) Max Uplilt2=-552(LC 8). 7=-552(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2048/1054, 3-4=-1810/999, 4.5- 1583/920, 5-6=-1810/999, 6-7=-2048/1055 BOT CHORD 2.10= 929/1774, 9-10=-817/1583, 7-9=-868/1774 WEBS 3.10- 293/211, 4.10=-206/425, 5-9=-207/425, 6.9=-294/211 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsi; h=25ft; Cat. II; 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at Joint 2 and 552 lb uplift at Joint 7. 7)'Semi-rigid pilchbreaks with Ilxed 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) 243 lb down and 258 lb up at 7-0.0. and 243 lb down and 258 lb up at 8.8-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, and 250 lb down and 228 lb up at 8-7.4 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4_ 70, 4.5=-70, 5-8- 70, 2-7=-20 Concentrated Loads (Ib) Vert:4=-196(F) 5=-196(F) 10=-229(F)9=-229(F) A WARNING . Vedly design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 mv. Id03/lOtS BEFORE USE Oe*p valid for use only wim MlloM connectors. Inls desIM E b asod only upon patanaters srtown. and Is for an Individual IxAdfrtg comlxxent, nor a Sus system. Bolao uso. Iho IxAc%V daslgnat must verity Ile aWic<0111ty of clasrlpt Mainolers and rxop eriy incorlxtato itch design Into Ina overall ding design. BroCing Incilcotod is to prevent bucldOV of IrKdNklual tnls wob and/or chord members only. Addllorxl tornlxxay and permanent brockV MiTek' is always to<plred lot stalAlty and to rxevent collapse wah posWo rlarsorvi lrtl<ay and rxoMrty damage. For gwetal guidance tegaddtg Ire fatxIcatlon. slotago. dalNery. erocllon and lxacbV of frusm and tuts systems. sooANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallattlo from Truss Plato Institute. 218 N. Leo Skool. Stlto 3IZ Aloxa dfla, VA 22314 Tampa. FL 33610 Job I runs Truss Type 0typly T12,79759 TBOt53 T09 Common t Job Reference (optional) Builders FlslSource, Tanpa. Plant city. Florida 33566 7.640 a Aug 16 2017 MrTek Industries, Inc. Wild Oct 04 08:06:05 2017 Page 1 10:0837CakNCJU6ySDI0mCDdnyd 11 m-1 HR32igoJrHg2irrD89FkcO l gwXgRR6NciONC4yWsvG 1-0-0 7.10-0 15.8-0 16 8 0 1 PO 7.10-0 7.100 1.0.0 Scale - 1:29 3 4x6 = 3x6 = 2x4 II Us = 7-10-0 7-10.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ven(LL) 0.11 2-6 999 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.71 Ven(TL) 0.29 2-6 642 180 BCLL . 0.0 ' Rep Stress Incr YES W B 0.15 Horz(rL) 0.02 4 rVa rVa SCOL 10.0 Code FBC2014frP12007 Matrix) Weight: 59lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=772/03-8, 4=772/0-3-8 Max Horz2=-74(LC 10) Max Uplift2=-174(LC 12), 4_ 174(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-994/360, 7.8=-872/368, 3.8=-844/382, 3-9=-844/382, 9-10=-872/368, 4.10=-994/360 BOT CHORD 2-6=-180/775, 4-6_ 180l775 WEBS 3-6=0/384 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psh BCDL=5.0psf; h=25ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1.0.0 to 2-0.0, Intedor(1) 2.0-0 to 7-10-0, Exterior(2) 7-10.0 to 10-10-0 zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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 174 lb uplift at joint 2 and 174 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) '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.' 0 WARNWO - VWW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MD-7472 rev. 1MSMIS BEFORE USE Doslgn valid got use only v lh MllokS connectors. this W3slgn Is Lased only upon W omolors sham. and is lot an kldMdual building component, not a truss systoin Boloto use. the building closlgrwr must verity the apdgcal%Ity of closign lxaaneters and properly Incogxxote this design Into the overall tad ho design. Ilrocirng holicalod Is to prevent buckling of Individual truss wob cad/a chord members only. AdcgBonad temporary aW ponnanont Mating M iTek' It always tocltltoc! tot stability and to prevonl collar to Win possUe personal tniray and pnopony donage. ra general guidance toWdIng the labrlcalbn slorago. delivery. erection and btaclt0 of mires and truss systotns. seoANSI/IPI I Quality Criteria, DSB-89 and BCSI Building component 6904 Parke East Blvd. Safety Irdormanan avalable from Wuss Rate knslltuto. 218 N Lee Stmel. Srlto 312. Alexandria. VA 22314. Taepa, FL 33610 o ruse russ ype ry ply T12179760 T80163 Tt0 Common 3 1 I Job Reference(optional) tsusoers "Sibource, t attp0. rlani (sy. Fiona 73566 r "11 *Aug I fat r FA1 ex Inauttnes, Inc. wea I.KI u4 ue:va:V! zuI r ra9e 1 ID:0837CakNCJU5yS0iOmC0dnyd l l m-1 HR32igoJrHg2trr089FkcO l owXIRR6NciONC4yW SVG 1-0-0 7-10.0 164-0 1-0-0 7.10.0 7.10-0 Scale a 1.28.7 4x6 = US = 5 20 11 34 - 7.10-0 154-0 7-10-0 7.10-0 LOADING (pst) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TC 0.98 Ven(LL) 0.11 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Ven(rL) 0.31 4-5 604 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(rL) 0.03 4 We We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied. 3-4: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 4=693/Mechanical, 2=779/0-3.8 Max Horz 2=77(LC 12) Max Upllft4=-145(LC 13), 2=-175(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.6_ 1012/367, 6.7=-890/375, 3.7=-862/389, 3.8=-857/407, 8.9=-888/391, 4.9=-1008/389 BOT CHORD 2-5=-227/791, 4-5=-227l791 WEBS 3.5=0/386 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf: BCDL=5.Opsf: h=2511: Cat. 11: Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) -1-0-0 to 2-0-0, Interlor(1) 2.0.0 to 7-10.0. Exterfor(2) 7.10.0 to 10.10.0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 175 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) '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.' WARNING - Vwfly dedgn perorrretero end READ NOTES ON THIS AND INCLUDED NIrEK REFERANCE PACE M9.7473 tov. 1041114016 BEFORE USE Design vcikl rot use only Win MI lok®connoctoes. Inls design Is txned only upon patamoters sflown. arxi Is too an Individual building component. not a trusssystem. Bofao use, the building cW9q l gnot mustverifythecicabllryorcosmign pmolots oral IxopxxxlyIncogalothisdesignIntotheoverallbladingdesign. Bracing Irndicalod Is to Ixovont bucMing of Individual liuss web and/ot chord mornbers only. AW11onal femIxxM and pomlanent dating MiTek' Is always tegthed lot stabilitycawtofxovontcollapsevAthpossiblepersonalk*iry and poperty datnago. For general guldlci nco taWd1rtg Ito fabrication, storage, de lvoiy. otoctlon and bracing of himes and truss systems. so"NSI/TPI I Quality Cdtedo. DSB-89 and 6CS1 Building Component 6904 Patko East Blvd. Safety information avalolAe from true Plate Institute. 218 N. Leo Streel. Suite 311 Alexoncift VA 22314. Torrpa, FL 33610 Job fuss Truss Type ty T,217e7s, T80163 Tlt Monopdch Girder t 1 Job Reference(optional) autlosta hdalJOutce, r amps. rani uny, rroflaa jibob r Mu a Aupl it za1 r m tax lnausin". Inc. woo von W vowave ze1 / roye r ID:0837CakNCJU5ySDiOmCOdnyd 11 m-VT7RF2hR38PhfsEfmrgUGpyNeKrAAoM W rMBwkWyWsvF 3-7-e 7-0-0 3.7.8 3.4.8 Scale a 1:22.4 nm 11 4x8 3.7-8 7-0-0 3.7-A 24-A Plate Offsets (XY)-- 5:0-4-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.06 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.53 Horz(TL) 0.01 4 We rJa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 40lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. (lb/size) 1=1319/0-3-8, 4=1303/Mechanical Max Horz 1=142(LC 8) Max Uplift I =-278(LC 8), 4=-346(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1824/358 BOT CHORD 1.6=-421/1596, 5-6=421/1596, 5-7=-421/1596, 4-7=-421/1596 WEBS 2-5=-270/1392, 2-4=-1793/472 Structural wood sheathing directly applied or 4.1-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10, VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=251h Cat. II; Exp C; Encl., GCpf=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 PSI bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable'ol withstanding 278 lb uplift at joint 1 and 346 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 lb down and 165 lb up at 1-4-12, and 673lb down and 165 lb up at 3.4.12, and 673lb down and 165 lb up at 5-4-12 on bottom chord. The deslgn/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) '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 teteienced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 70, 1-4=-20 Concentrated Loads (Ib) Vert: 5=-673(8)6— 673(B) 7=-673(8) Q WARNING - Ve ft dedpn Parameter and READ NOTES ON TM AND WCLUDED MHEK REFERANCE PAGE MQ7473 tov. IMIWI6 BEFORE USE DegM valid rot use only vAm Hoek® connectors. Ms ak_ 1 Is txaed only upon paaneten shown. and Is lot an Indlvldual txdding component. not a truss system. Boloto uso, the "ding designer must verify the g4111caMlly of design pxnamotots cirri ixolxnly klcorporote Ift dosfgn Into the ovonal txlarQ design. Bracing Indicated is to proven Iwc" of trtdlvkhxn hum web and/at ctxxd members only. AdcOtlorwl lemrorany and potmanent txacWQ WOW is otways re%*ed to staMty and to rxever,t cotlapw with pos2Ae rerwrvA W W a W rxorer,y dunago. For genera guklu,co regaic" ttw kAxicatkxL stotago. dolivery. erection and tx6ctrlg of Inrssos and Item systoms, soeANSI/rPl l Quality Cdlerlo, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallatAo aotn tnta Plate Institute. 218 N. too Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ russ ype ry ply T12179762 TBO i S3 T 12 Nip Girder 1 1 Job Reference(optional) Budders FeslSoutce. Tampa. Plant City. Flotilla 33566 r.we a Aug 10 zut r rw r eR rrrau.mes, arc. waa u — va.va yr zv r I.W. r ID:0837CakNCJU5yS0iamCOdnydllm• IZpTNi3gSXYHOprKZBiplVUxj86vEGg30tUHyyWsvE 14Q 3-9.4 7-0O 12.4-9 t7.7.7 23-0-0 26.2.12 30-0-0 31-0-0 i-0-0 3.9J 3.2.12 Sri-8 5.2.13 5.4-9 3.2.12 3.9.4 1-0-0 4x6 = aMr.—,7 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 5x8 = 3x4 = Sx6 Scale = 1:S4.9 3x8 :- Sxa = , 1 6xl2 MT20HS = Sx8 = Sx8 = 3x12 MT20HS 20 11 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) 0.30 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.68 12-14 >523 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(rL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2.4.13 oc puffins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 2=2157/0-3-8.9=2469/0-3-8 Max Horz 2=-67(LC 32) Max Uplift2— 741(LC 5). 9=-1108(LC 9) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3=-4171/1559, 3-4=-3928/1526, 4.5_ 3539/1412, 5-16=-5962/2e50, 6-16=-5962/2850, 6-17=-4141/2146, 17.18=-4141/2146, 7-18=-4142/2146, 7.8=-4594/2336, 8.9=-4821/2350 BOT CHORD 2-15=-1393/3663, 14.15=-2272/5514, 13-14=-2272/5514, 13.19=-2272/5514, 19.20— 2272/5514, 12-20=-2272/5514, 12-21=-2782/5962, 21.22=-2782/5962, 11-22=-2782/5962, 9-11=-2043/4241 WEBS 4-15— 550/1429, 5-15=-2426/1167, 5.14— 101/644, 5-12=-831/695, 6-12=-104/555, 6.11— 2223/901, 7-11— 669/1428, 8.11=-283/227 NOTES- (I i ) 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=5.opsf; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 741 lb uplift at joint 2 and 1108 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 suppon concentrated load(s) 124 lb down and 139 lb up at 16-11-4, 124 lb down and 139 lb up at 18-11-4, and 124 lb down and 139 lb up at 20-11.4, and 243lb down and 258 lb up at 23-0-0 on top chord, and 1282 lb down and 366 lb up at 15.8-12, 24 lb down and 141 lb up at 16-11-4, 24 lb down and 141 lb up at 18-11.4, and 24 lb down and 141 lb up at 20.11.4, and 250 lb down and 228 lb up at 22.11-4 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). 11) '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 oaae 2 WARNING- Vor(ty lotion parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 4111,1473 rev. 10A)S IS BEFORE USE. DoslWl valid fol use only vAlh Mllok®colawctors. litis design is based orgy urxxl patmetors shown. and Is for an indlvldual Ixi ldlno component. not a truss system. Before use. the building designer must verify Me oprxicabllty, of design parameters and propoily Incorlxxcde Mdesign Into the ovetall Ixeding design. Orcr-N indicated is to bucahg of Individual fit=won and/or chord members only. Additional lemr"ary, and potmdnont ixacing MiTek' rxovont Is c ways tecptred for sktAlty and to rxovont cdlapso with possQxo personal V*jry and prorx ny damage. For general dull nce ra(polrw the 6904 Parka East Blvd. krixicallorl. storage, delivery. election cud txcichg of Misses dad Itun systems. seeANS1/rP1I Quality Criteria, OSS-89 and SCSI SuOdhg Component Tampa. FL 33610SafetyInformationovallalxecornBrmPlatoInstitute, 218 N. tee Street. Srlle 312. AlexdrKift VA 22314. Job MISS TrUSS Type ty PlyJob T1217tr762 TB01 S3 1'.12 Hip GirderI II" 1I Reference Gonal BUideO Faat50UfCe. lAmPa. Plant Gay. 1-lonaa 33556 r."V a Aug ro zur r M r eF rnauamee, ,nG. vveu v V+ vamo ut zv i i repe z ID:0637CakNCJU5y80i0mCDdrtydlim- iZpTNi3gSXYHOprKZBIpiVUxJB6vEGg30tUHyyWsvE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-70, 4.7=-70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert: 7=-196(F) 11=-229(F) 16=-124(F) 17_ 124(F) 18=-124(F) 19=-1282(F) 20=96(F) 21 =96(F) 22=96(F) A WARNING - Verify dealyn pammoten and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE No.?4?1 rev. 1003,11015 BEFORE USE Design will for use only win MllekA Connectols. Ills design Is tx sod only upon paaaneters Mown. arxi Is for an MNkbjcd txdc lntg component, nor a cuss system. Before use. the ixAdhg designer mull voriry, the atppllcoiAlly of closign Ixuarnelots and propetty hcotporato this design Into the ovoeatl txAdho design. Brachg kxOcatod Is to buckling of InalWAKA truss web and/ot chord members only. Addtlonx0 lornrxraay and permanent Ixocing WOWprevent is always toc"od lot slabtilty cnaJ to prevent collapse wllh posgAe personal "and property damage. Foe general gtlekneo tegarclrtg the 6904 Perko East Blvdki1xicotlon, storage. delivery, erection and bearcing of Uusses and truss systems. soeANSIfrPI I Quality Criteria, 03849 and SCSI Building Component Tangs, FL 33610SafetyInformationalvc&&Ae from Iuas Rate Ins11Me. 218 N. too Strout. Suite 312. Alexandria. VA 22314. Job TIM Truss Typo T12179763 T80163 T13 Hip 2 t Job Reference (optional) tW1100% hatl50urCO. I OrtpO. Ytaal lily. 1-1011ee 73D6a r.C1u a Aug 1 a zu1 r 5 9. uvuu5u=. M. -W v , - .0m. V / "1 / aye 1 ID:OB37CakNCJU5ySDiOmCOdrryd 1 l m_fZpTNi3gSXYHOprKZBIp t VU019RvFAg3OtUHyyWsvE r1-0-0, 4.9d 9-0-0 15-0-0 21-0-0 25.2•t2 30-0-0 3f-0-0 1-0-0' 4-l14 4-2.12 "_0 8-0-0 4.2.12 4.9.4 Scale = 1:53.5 4x6 = 3XB = 4x6 = 3x6 = V 3x4 = .. _ 3x6 = 3x8 = 3x8 = 2x4 11 LOADING (psi) SPACING- 2.0-0 CSI. DEFL in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.51 2-13 >700 1e0 BCLL 0.0 Rep Stresslncr YES WB 0.56 Horz(TL) 0.13 8 We We BCDL 10.0 Code FBC2014/rPI2007 Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1417/0.3.8, 8=1417/0-3-e Max Horz2=-84(LC 10) Max Uptifl2=-262(LC 12), 8- 262(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.14=-2470/1060, 3-14=-2424/1076, 3.4=-2148/920, 4-15=-1874/891, 5-15=-1874/891, 5.16=-1874/891, 6.16=•1874/891, 6.7- 2148/920, 7.17=-2424/1076, 8-17=-2470/1060 BOT CHORD 2.13=-865/214e, 12.13=-765/2228, 11-12=-765/2228, 10.11=•765/222e, 8- 1 0=-872/2148 WEBS 3.13=-334/295, 4-13=-172/602, 5-13- 540/244, 5-10=-540/244, 6.10=-172/602, 7-10= 334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=2511: Cat. 11: Exp C; Encl.. GCpl=0.18; MWFRS (envelope) and C-C Extedoi(2) -1-0-0 to 2.0-0, Interior(1) 2-0.0 to 9.0-0, Extedor(2) 9-0-0 to 25.4.11, Interior(1) 25-4-11 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 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. 8) '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.' WARNING- Verily dattpn paremetert and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma7479 mv. MA03,2015 BEFORE USE. Design valkl tot Ilse only wtm Milekl0 connoctes this design Is lxaod only upon pcoametes shown. and Is for an Individual building comlxmni. not o liva systom. Befao use, Oho lxgdhg cknignot must vedfy lho arolcdAlly of daslgrt lxvcunolon and propwly etcorpoloto 61b doslgn Into lW ovordl txdding design. Bracing indicated is to fxevel buddho of Indlviclud truss web and/or chord members only. Addllor" lwnporary and rxxmanent txacUag MiTek' ' Is always rectuf od rot sk"lty cnd to prevent co9alxo wllh possible pwswvul"and property, damage. For gerlwal guitkurtco tegadhlg tho fatxlcotlem slotage, delivery. eroction cind lxacUlg of trusses oral truss systems seoANSI/rPl I Quality Criteria, OSO-69 and SCSI Bundling Component 6904 Parka East Blvd. Safety information avdlablo from Iris Plate InsaMe. 216 N. too Street. Suite 312. Alexrndfkt VA 22314. Tampa. Fl. 33610 russ rip uss ype ty T12179764 T80tS3 IT'S H 2 t Job Reference (optional) tsuaaars f (SIbource, terrpe. rtant Gay, Fiona j;moe LW V s Aug 10 zut t M ISR Inquatnee. Inc, W ea %XI V4 Va:Ve:Va zV I t rage I 10:0837CakNCJU5yS0iOmC0dnyd 11 m-Sr78gjhbmf PvAO2uGlyME2lx7ZAelPplgd 1 pPyW svD rl-0-0 , 5.94.4 11-0-0 194.0 24.2.12 3044 31-0-0 1: 5.8-5.2.12 84.0 5.2.12 5.94 5x8 = 1617 4x6 = Scale - I M.5 3x6 = - 3x6 = 3x6 = 2x4 II 3x4 = 3x8 = 2x4 II 5.9 4 17-0-0 19-0 0 24-2-12 30-0-0 5-e1.d 5.2-12 d.n.n 5.2.12 5.6-a Plate Offsets (XY)-- 4:0-5-8,0-2.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vert(LL) 0.12 10-12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(rL) 0.40 10-12 889 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 HOrz(rL) 0.13 7 n/a We BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 151 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0.3.8, 7=1417/0.3.8 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD Rigid telling directly applied or 6-6.9 oc bracing. WEBS 1 Row atmidpt 4-10 Max Horz 2=-101(LC 10) Max Up11112=-280(LC 12), 7=-280(LC 13) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2496/984, 3-14=-2411/998, 3.15=-1972/850, 4.15=-1824/868, 4.16=-1701/854, 16.17=-1701/854, 5.17=-1701/854, 5.18=-1825/868, 6.18= •1972/850, 6.19=-2411/998, 7.19=-2496/984 BOT CHORD 2-13=-785/2139, 12-13=-785/2139, 12-20=-524/1700, 11.20=-524/1700, 10.11=-524/1700, 9.10=-794/2139,7.9- 794/2139 WEBS 3.12- 515/300, 4.12=-74/465, 5.10=-73/465, 6.10_ 514/300 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft: Cat. If: Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) -1-0-0 to 2-0-0, Intedor(1) 2.0-0 to 11-0-0. Extedor(2) 11-0-0 to 23.2.15. Intedor(1) 23.2.15 to 31-0-0 zone;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 ps( bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 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) '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.' Q WARNING- Vodty dosfgn /ammeters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 11167473 tov. I&VI IS BEFORE USE Design valid for use orgy vAlh MllekO convectors. lurk design b based orgy tq»n Ixxanetors shown. and Is lot an Individual Ixrldlng coenponenl, not a truss system. Befoto use. the IxBdJhg designer must verify the appllcabllly, RofdesignIxarnolcas and Ixoperly Incogwralo this design Into Ito overall building design. Brachg Indicated Is to provent budding of Individual truss web and/or crald mombors orgy. AcklOkxel lorttpoeary, and parmarent Inacing WOW is always eegJrcwJ fa stabalty and to rxevent edlcgxe wtlh pou"o rxnsonal"dad rxorxeny c"nage. Foe general gu ldatco ragarding Iho latxicallotx stdxcego, delNety, ereclkxn and brochg of tnrAm tad Inns syslorns.socANSI/TPI1 Quality Cdledo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovalloblo Ran Inns Plate Irtsffkde. 218 N. Lee Street. StAle 312. Alexandria. VA 22314. Tampa, FL 33610 Job fuss Truss Type ry Ply Tt2t78765 TB0153 T15 Hip 2 t Job Reference (optional) Builders FirstSource, Tampa. Plant Cay. Florida 33666 7 640 a Aug 16 2017 MTek Industnss, Inc. Wed Oct 04 08:06:09 2017 Page t I0:0837CakNCJU5ySDtOmCDdnyd l 1 m-w2KZtlIJM3roGW KzESzEMapZXuTN7VyXKMaLryW svC r1.0-0 6.9.4 13.0-0 17-0-0 23.2.12 30.00 310-0 1-0 0 6-9.4 6.2.12 4-0-0 6.2.12 6.9 4 5xe = 4x6 = Scale = 1:53.5 3x6 = 13 12 lu u 3x6 = 2x4 II 30 3x8 = 2x4 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.61 BC 0.73 WB 0.70 Matrix) DEFL. In (loc) I/dell Ud Ven(LL) -0.10 12 >999 240 Vert(fl-) -0.31 12-13 >999 180 Horz(TL) 0.13 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 157 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-1 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8.4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0.3-8 Max Horz 2=118(LC 11) Max Upli112=-296(LC 12), 7=-296(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.14=-2466/937, 3-14=-2372/955, 3.15=-1782f773, 4.15=-1670/794, 4-5=-1503(793, 5-16=-1871/794,6-16=-1783/773, 6-17=-2371/955, 7.17=-2466/936 BOT CHORD 2-13=-737/2107, 12.13=-737/2107, 11.12=-416/1502, 10-11=-416/1502, 9- 1 0=-746/2106, 7.9=-746/2106 WEBS 3-13=0/295, 3-12=-702/368, 4.12=-125/444, 5.10=-149/445, 6-10=-700/368, 6-9=0/293 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10: Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=S.Opsf; h=25f1; Cat. II; Exp C; Encl.. GCpl--0.18; MW FRS (envelope) and C-C Exledor(2) -1-0-0 to 2.0-0. Intenor(1) 2-0-0 to 13.0.0, Exledor(2) 13-0.0 to 17-0-0, Interior(1) 21.2.15 to 31-0-0 zone;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 pst 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 lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296lb uplift at joint 7. 7)'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)'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.' A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M0.7473 rev. 1d0312015 BEFORE USE Design vdld too use orty vAth Mflok® con ectots. this design 6 based only upon pxranotoa stlown, mxf is got an kldlvkAiol building component. not o tunsa ssystem. Wrote e. the "ding ddosigret roust verify the ciWIccibll fy r>t ofdesign "canotots and op erly Incot"ate DLLs doslgn Into the over" acing Irtdkatod Is to taicaktg of IrxlMdwil tons wob and/ot chord rnerntots only. Adrlttorb temrwrary and poirnartent btacdng M!Tek• btBdllgdesign. pxavent Is always tvcrudod lot stotAlty and to pxovont edictim wllh possliAe poison of Ir"y arid propony dcsnogo. For general gtldcmo tegclydirlpr rho k" Icalkon. slowao. delivery. erection ands biocing of fitasos and Iniss solemn seeANSI/rPl I Quallty Criteria, OS849 and SCSI Building Component 6904 Parke East Blvd. Salary IMormaion avdllc"o from fuss Rate Institute. 218 N. too Street. Sulto 312. NexcrvJfkL VA 22314. Tampa, FL 33610 Job I runs russ ype ryPly T12i?9766 TOWS3 T18 Common a t Job Reference (optional) tsusam rausource. ranpa, rmnr-,ay. rrwam .s.>,00 w,- •• .- I D:0837CakNCJU5ySDiOmCDdnyd l l m-OEEy5Pkx7Nv78TYO7hIOR17wyxDW6e36m_68tHyW svB 1-0-0 7.9-4 15.0-0 22f 12 30-0-0 314-0 t-OO' 7.04 7.2.12 7.2.12 7-9-4 Us = 6.00 FIT Scale a 1:62.6 IY 0 3x6 = sxb = 30 = 4x8 = 3x4 = 10.2-3 9.7.11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, In (loc) 1/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.35 10-12 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Ven(TL) 0.71 2-12 506 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.10 8 We rVa BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1417/0-3.8.8=1417/0-3-8 Max Horz 2=135(LC 11) Max Uplift2=-309(LC 12), 8=-309(LC 13) PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7.7-14 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2369/831, 3-13=-2267/853, 3-4=-2076/819, 4.14=-1946/832, 5-14=-1941/844. 5.15=-1941/844, 6-15=-1946/832, 6-7=-2076/820, 7-16=-2267/853, 8.16=-2369/831 BOT CHORD 2-12=-614/2016, 12.17=-283/1326, 11.17_ 283/1326, 11.18=-283/1326, 10.18=-283/1326, 8-10=-634/2016 WEBS 5.10_ 271/820, 7-10=-522/380, 5-12=-271/820, 3.12=-522/380 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL--4.2psf; 8CDL=5.Opsf; h=251t; Cat. If: Exp C; Encl., GCpl=0.18: MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2.0-0, Interior(1) 2.0.010 15-0.0. Exterior(2) 15-0-0 to I e-o-o zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 lb uplift at joint 8. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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' WARNING - Vorlly dedyn paromefen and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M&7473 tov. I00MIS BEFORE USE Design vdkl la use only vAth Ml lek/9 connectors. Ih1s design is Ltasod only upon "arneters shonm and is felon Indly iduc/ bulding component. not a truss system. Below Lao, the txlldng closlgnot must verify Ile glpllcablity of design paIar etots and Ixopetly kncorporato flits design Into the ovotcO tAdding design. Blaring mdcafed Is to prevonl t=IdU g of IndNldua l Russ web and/a Chad members only. Addlional lernpotaly and pertnatent txoctng WOW is always tequiled la sWhBlly and to rxevoni collapse %Ath pon"o poisoned "and propeny clanago. rot genotal gLlUcnce tegaalng the fatxlcalbn storage. dolfvery, enaction anti bracing of tRam and inns system; soeANSI/IPI I Quality CAtedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irdo rnallon avalic"o aan Russ Plato Institute, 218 N Lee Slasel, Salle 312. Alexandria. VA 22314. Tampa. FL 33610 Job rues Truss Type ry ply T,2179767 T80,53 T,7I HIP t Jab Reference (optional) t7Wtaars Frrenioutce, Iarr4a, Pont Grty, Flonaa 33S6b 154119 AU9 16 2011 FAIeK inauslnes. inc Woo UCt u4 ou von i ze, r rape 1 ID•0837CakNCJU5ySDi0mCDdnydlIm•sOoKl112uh1 md6c20Gfztf46LWsr_6f erhOkyWsvA r 1.0-0 3-9.4 7-0.0 11-0.14 15-0.0 18.11.2 23-0-0 26.2.12 30.0-0 31-0.0 100 3-Bm 3.2.12 4-0.14 3.1,-2 3.11.2 4.0.14 3.2.12 3.9.4 4x6 = 3x8 = 2x4 11 AMr.-7 20 3xB = 06 = Scale = 1:53.5 20 3 r 2x4 4 9 Sx8 = 17 22 16 23 15 14 3x8 = 2x4 II 4x10 MT20HS = 3x8 = 2x4 11 3x8 = 7-0-0 11-0-14 Inn 15-08-1111..2 -0 30.0.0 da1d 7M1 5x8 = Plate Offsets (XY)-- f2:0-1-11,Edael. f10:O-1-11,Edael LOADING ( psl) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 985 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(fL) 0.81 14-16 441 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix) Weight: 160 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 3-11.12 oc bracing. REACTIONS. ( Ib/slze) 2=2406/0.4.0. 10=2648/0.4.0 Max Horz 2=67(LC 7) Max Uplift2=-1060(LC 8), 10=-926(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (fb) or less except when shown. TOP CHORD 2.3=-4571/2118, 3.4=•4391/2131, 4.18=-3952/1957, 5.18=•3951/1957, 5.19— 5799/2416, 6. 19_ 5799/2416, 6.20=-5799/2416, 7.20=-5799/2416, 7-21=-4439/1684, 8- 21= 4439/1684, 8-9= 4925/1833, 9- 1 0=-5086/1830 BOT CHORD 2-17=-1868/3978, 17-22=-2374/5156, 16-22=-2374/5156, 16-23— 2374/5156, 15. 23=-2374/5156,14.15=-2374/5156,14.24=-2108/5565,13.24=-2108/5565, 13- 25=-2108/5565, 12.25— 2108/5565, 10-12_ 1563/4429 WEBS 3-17=-294/267, 4-17=-634/1435, 5-17=-1660/690, 5-14=-7/895, 6-14=-548/311, 7- 14=-329/380, 7-13=0/313, 7-12=-1553l735, 8-12=-499/1635, 9.12=-274/277 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=5.Opsf; h=25ft; Cal. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope); 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 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. 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) 243 lb down and 258 lb up at 7.0.0, 124 Ib down and 139 Ib up at 9-0-12, 124 lb down and 139 lb up at 11-0.12, 147 lb down and 149 lb up at 13-0-12, 147 lb down and 149 lb up at 15-0-0, 147 lb down and 149 lb up at 16-11 A, 147 lb down and 149 lb up at 18-11.4. and 147 lb down and 149 lb up at 20- 11-4, and 265 lb down and 265 lb up at 23-0-0 on top chord, and 250 lb down and 228 lb up at 7.0-0, 24 lb down and 141 lb up at 9- 0.12, 24 Ib down and 141 Ib up at 11-0-12. 95 lb down at 13-0.12, 95 lb down at 15.0.0; 95 Ib down al 16-11-4, 95 lb down at 18. 114, and 95 lb down at 20.11.4, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsiblli(y 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). 11) ' 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.' Continued on Daae 2 Q WARNING- Vorfl7 dod9n perameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD7473 rev. 1603MIS BEFORE USE. Design vc1ld tot use only wllh Ml1ek8connectors. lids de*p E 1x19ea only upon Mcirnolers srtewn. cuxf Is lot an hxiNkAal IxAdhig component. not a truss system. Before use. the txIDdrtp design ai must verify the aroicablilly of design ixeamoters and rxoperiy Incotporale this design Into lite overall building design. Bract ig indicated Is to rxovenl buckling of IndNklual truss web and/of chord members only. Addllorx9 temporary and part nonenl Ixachig MiTek' Is uWaysew,"red lot skd Ally and to fxeveni collarxte with possible petsonc-d Yyray aryl property damage. For general gtHWice regarding the tatx1cotIm slotage, delivery. oroction and bracing of trusses and truss systems, seeAN51/rPl I Quality Criteria, OSS-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information avc0d)le horn buss Rote Institute. 218 N. Lee Sheat. Sulto 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ russ ype ry ply T12179767 MOMTt7 HIP 1 1 Job Reference (optional) Builders FastSWCe. Tampa. Plant Gay. Flonds 33566 7 640 s Aug 16 2017 1ATek Industries, Inc. Wed Oct 04 08 06:11 2017 Page 2 ID:0837CakNCJUSySDiOmCDdnydllm-sOoKIIIZuht md6cZOGfztf46LWsr_6F erhOkyWsvA LOAO CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (lb) Vert: 4=-196(0) 8=-218(B) 17=-229(B) 5=-124(8) 16=96(8) 14— 72(B) 6-147(8) 13=-72(8) 7=-147(B) 12— 424(B) 18— 124(8) 19— 147(B) 20-147(8) 21=-147(8) 22=96(B)23=-72(B) 24=-72(B)25=-72(B) V WARNWC - Verly design Pathnmtme and READ NOTES ON THIS AND INCLUDED MIMK REFERANCE PACE NO7473 tev IOoaaot6 BEFORE USE Design valid lot use orgy vim kllloW cornrwclors. lrgs design B based only upon pxhahrnotom Oxmx and is for an individual txNding component. not a truss syslor n. Below use. the IxAdrtg designer must verify the o"Alcab11ry of design parameters and popetly lncM)ototo this design into the overall txAdng design. tkoclrng kxkolod Is to pevcnt tuclding of WWucd trust web anal/a chord mombets orgy. Addlional fompaay and porrrsalent txacing M iTek' is always rwaphod la stability and to povont collarze vAlh pos*Ae personal Injury and properly danage. for general guidance teWdlIng tlw totmicatbn storage, dellvety, erection and Lxachng of httsses and Inns systems. sooANSI/IPI I Cuallty Criteria, OSS-69 and SCSI Building Component 904 Parks East Blvd. Safety Information avallablo from ht8 Plate Institute. 218 N. Leo Shoal. SrLo 312. Alexandria VA 22314. Tampa, FL 33610 Job I ruse Truss Type ty ply T12179768 T80153 1,18 Hip Girder 1 lI I.I.bR.W.nce(optional) Sudden FirslSource. Tampa, Plant Cory. Fle ide 33566 7 640 a Aug 16 2017 IAoTek Industries. Inc. wed Oct 04 08.06 12 2017 Peg* 1 ID:0837CakNCJUSySDiOmCDdnyd11m•KdMiWSmBf_9rNn p76nuW4CFvksSaRUP0lbfyAyWav9 t.0 0 1.108 6-1.7 10.2.9 14.5.8 16.4-0 1-0-0 1.10.8 4-2.15 4.1.3 4.2.15 1.10.8 6.00 12 6xa = 2x4 11 Sxe = 4x6 = 3 13 4 14 IS b 16 6 3x6 = 2x4 II 5xa = 602 MT20HS WB = 6xe = - Scale = 1:29.6 3x6 = 1.10-e 6-H 10.2.9 14.5-e 16.40 r 1.10e 4-2.15 4-1.3 4-2-15 I 1. Plate Offsets (XY)- I&G-6-4,13-2-81,18:G-3-8,G-3-01.111:0-1-8.0-1-121 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 9-11 603 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.93 Ven(rL) 0.87 9-11 221 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W8 0.87 Horz(TL) 0.12 7 n/a rJa BCOL 10.0 Code FBC2014/rPI2007 Matrix) Weight: 74 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc pudins. 3-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 5.8 WEBS 20 SP No.3'Except' 3-11,5.11,5.8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/slze) 7=17e5/0.3.e, 2=1519/0.3-8 Max Horz 2=31(LC 27) Max Uplift7=-374(LC 4). 2=-341(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2907/657, 3.13=•6309/1430, 4.13=-6309/1430, 4-14=-6309/1430, 14.15_ 6309/1430, 5-15=-6309/1430, 5-16=-3280(709.6-16=-32801709,6-7=-35291749 BOT CHORD 2.17=-573/2505,12.17=-573/2505,12-18=-577/2549,18-19=-577/2549,19-20=-577/2549, 11-20=-577/2549, 11-21=-1484/6744, 21.22=-1484/6744, 22-23=-1484/6744, 23-24=-1484/6744,10.24_ 1484/6744,9-10=-1484/6744,9-25=-1484/6744, 25.26-1484/6744, 26-27=-1484/6744, 8.27=-1484/6744, 8.28=-640/3062, 7-28=-640/3062 WEBS 3-12=-26/308, 3.11=-877/3868, 4.11-262/142, 5-11=-455/82, 5.9- 68/674, 5.8=-3581 /827. 6-8=-268/ 1488 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 374 lb uplift at joint 7 and 341 lb uplift at joint 2. 8) 'Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on oaae 2 Q WARNING -Verily dedgn Pararoarere and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MD7472 rev. 10AIM15 BEFORE USE Design vdkl for use only W ih MlloW connectors. this design Is booed only upon Ixtro motors shown. and Is lot on Individual txAdt ng component. not a huss system. Beforo use. the building designoo must verily, the c"Alcabdesign rxnlxx ilry ofdesiametersandprotyIncotlwtalothe design Into the ovotdl Ixadl ng design. Blacng Ondicatod is to rxovent bt"Ing of InclNidt d mist web and/or chord members only. Adcifloncd tomr"c" and permanent Ixockng WOW Is always togrLed lot stability and to rxevent collapse with possible pononxl"end rxopeny clanage. Fot gxno(ai gldcme tegcading tie tabicotim storage, delivery, otocllon and txncbV of misses and Miss systems. seeANSlf"41 GuaiN Criteria, 0$8.89 and SCSI Buiding Component 6904 Parke East Blvd Safety Information avalla to from truss WHO Institute. 218 N. Leo Street. Suite 312. Alexandrkl VA 22314. Tampa. FL 33610 Job ruse runs Type yPly t1xn9Tse TB0153 T18I HtpGuder t I Job Reference Ronal twoe0 FxsibouTs. i anpa, rani tlxy, ranaa JJ000 r 0w a wuy ro cv r tw etc m0unnss, tw. v,r ea uct — v0 v .c av i ape c I D:0S37CakNCJU5ySDiQmCDdnyd 11 m.KdMiW 5mB1 9rNnhp76nuW4CFvks8aRUPDIbfyAyWsv9 NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63lb down and 29 lb up at 1-10.8, 69 lbdown and 29 lb up at 3-11-4, 69 lb down and 291b up at 5-11-4, 691b down and 291b up at 7.11-4, 691b down and 291b up at 8.4.12, 691b down and 291b up at 10.4-12, and 691b down and 291b up at 12- 4-12, and 631b down and 291b up at 14.5.8 on top chord, and 24 lbdown and 14 lb up at 1-1-1, 181b down at 1-10.8, 109 Ib down and 37 Ib up at 3-1-1, 81b down at 3-11- 4, 199 Ib down and 51 Ib up at 5-1-1, 8 Ib down at 5-11-4, 289 Ib down and 64 Ib up at 7-0.12, Sib down at 7-11.4, 8 Ib down at 8-4-12, 2891b down and 64 Ib up at 9-0. 12, 8 Ib down at 10.4.12, 289 lb down and 64 lb up at 11-0.12, 8 Ib down at 12-4-12, 2891b down and 64 Ib up at 13.0-12, and 18 lb down at 14.4-12, and 2891b down and 64 Ib up at 15-0-0 on bottom chord. The desigrVselection 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). 11) -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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Vert: 1- 3-70, 3-6=-70, 6-7— 70, 2-7=-20 Concentrated Loads ( lb) Vert: 17=- 24(B) 18=-109(B)20=-199(8) 21=-289(8) 24=-289(8) 25=-289(B)27=-289(B) 28= 289(B) O WARNING - Vedty dedgn pmar esters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE tlrb7473 rev. IMMOIS BEFORE USE. Design valid lot use only twin Mrlek® connectors. this design Is based only upon paaneters shown. and Is lot an Individual building component. not a foss system. Before use. the blldng deslgnet must verity the a r*Alcobliy of design parameters and gopetly Incoq>wato this design Into Itw overall balding design. Bracing Indicated b to buckling of Indvldual Muss web and/or chord members only. Additional temporary and pormawnt bracing M iTek' rxovent Isalways toc"od fa sta llMy and to rxevent colltg o YAM passible personal Inpry and rxorxeM akrnage. For ger ardl µldldnco togaamg one 6904 Padre East Blvd. krbdcalim slotago. delivery, erection and bracing of tames and miss systems. seeANSI/rPI I Quality Criteria, OSS49 and SCSI Subding Component Turps, FL 33610 Safety IrdamnaganavalluhloMomtnssRateInstiMe. 218 N. Lae Stroo1, Salto 312. Alexandria. VA 22314. o russ TrUSS Type Qty ply T12170769 MOM Vol Valley 2 f Job Reference fxxlal aullaefe is"moutca, t aflpa. Flan fray, I-IOrKIa 33566 7.640 s Aug 16 2017 MTek Industries. Inc wed Oct 04 00:06:13 2017 Page 1 ID:0837CakNCJU5ySDlOmCDdnyd 11 m-opw4jRmgOlHi?xG?hpl731IbM8NgJ5NYSyKoUcyWsvB 4.0.0 4-0-0 2xa i 2x4 11 2 Scale = 1:13.0 LOAOING(psf) SPACING- 2-0.0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145/3.11.8, 3=145/3-11-8 Max Horz1=68(LC 12) Max Uplift 1 =-21 (LC 12), 3=-55(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc puffins. except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7.10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsl: h=25f1; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;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 psi 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 21 lb uplift at joint I and 55 lb uplift at joint 3. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) * 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.' Q WARNING - Willy design pammerele and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE aUF7473 rev. 10 MOt 6 BEFORE USE DosIQ1 vdkl tot use only wllh Mllek®connoclors. ]his design is 1x7sed orgy upon Ixramotofs shown. atd is tot an InclMdal IxBding component, not a truss system. Wrote use. tho Ixlldhg doskjnot must verity tho opplicalAlry, of daslgn Ixaarneters and rxoporly hcotpofato Otis closlUn Into Ilya ovotodl lxddhg des10n. BIaCIng IrKOCated Is to Ixovent bucatrQ of IrK1Iv6duN tnra wob anal/or chord metnfxots only. Additional tempfxay and porrnOnonl txaCfrtp M iTek' IsafwcsysrecahedtotsloibliltyandtorxovontcollapsewllhpossmlopersonaltW+y and rxopeny damWo. for general gukkMo regaac9r1U Me fatwicafloix slorago. delivery, erection oral braCkV of (I1MM and Inns sySlems. X"NSI/iPI I Quality Criteria. OSS-89 and SCSI SlNdfrfg Component 6904 Parke East Blvd. Solely Information ovolktlla from krsa PWte InsilMe. 218 N. too Slroot. Stile 312, AlexcndML VA 22314. Tampa. FL 33610 Job I russ Truss Type oty ply T12i79770 T80t53 V02 Valley 2 1 Job Reference Lionel Burden FrratSourca, Tempe. Plant city. FloRdo 33566 7.640 6 Au9 16 2017 FA Lek Induefrre4. InC. Wed OC104 03'06:13 2017 Page 1 ID:0837CakNCJUSyS01QmC0dnydl I m•opw4iRmgOlHl?xG?hpl731leg8OSJ5NYSyKoUcyWsv8 2-0-0 2-" 2x4 Scale = 1:7.9 Plate Offsets (KY)-- 12:0-2-13.0-4-81 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Ven(LL) n/a n/a 999 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.03 VBn(TL) n/a rVa 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 6lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1•it-8.3=55/1.11.8 Max Horz 1=26(LC 12) Max Uplltll— 8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf, h=251t, Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;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 8 lb uplift at joint 1 and 21 lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) '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' WARNWO - Verify dest9n Parameters and READ NOTES ON THIS AND INCLUDED AI EK REFERANCE PAGE MD7173 tov. 1602,2015 BEFORE USE Design vClid lot use orgy With MlloW conneclors. this daslgn It txwd only upon paametors shown. and Is for an IndlNCAall building component not a truss system. W(ono Lao. the IxMdN doslgna must verify the cppxlca lily on desIgn iwarnotons and lropedy Incogxxato this design Into Ile overall IxBalng design. Bracing Indicated is to prevent I)ucMh g of Individual Russ web od/or chord rnemtwrs only. Additional tomWory ad permanent lxacing MiTek' Is always required for skS10By and to provc-nl collarno vdlh possdo fx nsonal"cnd Iroriedy damage fa general guickrrce togcfrdrrg the k"IcakrL slorogo. delivery, erection and IxacitV of Ruses and tars systems. soeMSI/VPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information avallfarxe from truss Plate Institute. 218 N. Lee Street. Stlte 312. AloxavJrkl. VA 22314. Tarrpa. FL 33610 Job Trull s ruse Type oty ply r,2ne7n 780153 V03 Valley t t i Job Reference (optional) Builders FbsiSource. Tampa. Plant Cay, Flonda 33566 7 640 a Aug t6 2oi7 w rek inaustnes, inc. wed vat o4 oe os: e4 zo, i rage , ID:0837CakNCJU6yS0iQmCDdnydltm-G?USxnnSBcP2d5rBEXpMbVHIgYk42XNigc4L12yWsv7 t-10 8 6-2-0 10-5-8 12.4-0 1-10 8 4-3-8 4-3.8 1.10-8 6.00 12 4z8 = LOADING (psf) TCLL 20.0 TCDL 150 BCLL 0.0 BCOL 10.0 2x4 11 4x6 = 30 - a r 3x4 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 20 II SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 2x4 II 2x4 11 Scale 2 1:20.5 CSI. OEFL. in (loc) Well Ud PLATES GRIP TC 0.27 Ven(LL) n/a n/a 999 MT20 244/190 BC 0.13 Ven(TL) n/a n/a 999 we 0.08 Horz(rL) 0.00 6 n/a We Matrix) Weight: 37 lb FT = 20"e BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 123-0. lb) - Max Horz I=-11(LC 10) Max Uplift All uplift 100 lb or less at )olnt(s) 1, 5, 8, 6 except 7=-123(LC 9) Max Grav All reactions 250 lb or less at jolm(s) 1, 5 except 8=252(LC 1), 6=252(LC 1), 7=436(LC 23) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-347/269 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=140171ph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opst; h=2511; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0.7-9 to 6-2-0, Intedor(1) 6.2-0 to 10-5-8, Exledor(2) 10.5-8 to 11-8-7 zone;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 6 except 61=1b) 7=123. 8)'Semi-rigid pitchbreaks with fixed heels' Member end Iixity model was used in the analysis and design of this truss. 9) '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.' 0 WARNING- Veft design paremebn and READ NOTES ON THIS AND INCLUDED MI/EK REFERANCE PAGE 1119.7473 rev. 10AXI IS BEFORE USE Deslip valkl for use only vem Ml lek® connectors. Bls de*p Is based orgy uf»n paamelers shown. and Is lot an b &Ac1txl txfldIno componmf, not a Russ system. Before we. the Ixllalng designer must verify, the (44Al :aUSlly of designs patomelon on d property Incorpotato Ihlt doslgel Into the overall btldnlg design. Bracing ImilColod is to buclditV of Individual truss web taxi/a chord memo is only. AdalOorxl fernr"M cM permanent Ixocblg M!Tek' rxovent is always required (of skdAty alxf to rxevent collapse wilh IxnAlu petsontl k*ry taut rAopody domaW. Foe gonsrxd gtJdanco to csdhrV the 6904 Parke East Blvd. ktwicotlon slorogo. dollvery, etecllon and bxacblp of trusses == tam systems. seeANSI/rPI I GuaBty Criteria, OS8-89 and SCSI Building Component Tampa, FL 3300SafetyInformationavalcilAofromhussPlatefr,sOMe, 218 N. Lae Street. Stile 312. AlexortcIft VA 22314. Job ruse Truss Type Qty ply T12179772 MOM VO4 Valley t t Job Reference(optional) Ga110e0 rItsib (ca, 1aripa, reran Vary. ronae 1 as ..v-... ...,.y ... .,...... _.. ..........,.. ..._. .. __ '. _. __.. __ . 10:0837CakNCJU5ySDiOmCDdnydIIm•G?USxnnSBcPZdSrBEXpMbVHkrYCh2Ydigc4Lt2yWsv7 1.10E 6-5.8 8.4-0 1.10 g 4-7.0 1.10-8 6.00 F,2 30 = 3x4 = 3x6 4 3x6 Scale: 3/4'=I' LOADING (psf) TCLL 20.0 TCDL 15.0 8CLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014frPI2007 CSI. TC 0.32 8C 0.67 W8 0.00 Matrix) DEFL. In Vert(LL) We Vert(rL) n/a Horz(rL) 0.01 loc) Udell Ud Na 999 Na 999 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb Fr = 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.3 SOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. REACTIONS. (Ib/size) 1=318/8.3.0, 4=318/8.3.0 Max Horz 1=-11(LC 8) Max Uplift 1 =-67(LC 9), 4=-67(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-635/493, 2-5=-586/466, 5-6=-586/466, 3.6=-586/466, 3-4=-635/493 BOT CHORD 1-4=-413/586 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUIt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=5.Opsh h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) 0-7.9 to 6-1-7. Intedor(1) 6-1-7 to 6.5-8. Exledor(2) 6.5-8 to 7.8-7 zone;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )olnt(s) 1, 4. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) '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.' j& WARNING - Vedly design paramsten and READ NOTES ON TM AND INCLUDED MflEK REFERANCE PAGE A07473 rev. IMMIS BEFORE USE Design valld for use only wtlh MlleM con neclors. This design IS based only upon paarn0lers shown. and Is lot an IndivkAx91xt1ding component, not a truss systorn. Bolero use. the Wddtg designer must vodfy the applkabilly, of design patanotors and poporly lncaporoto this design Into the overall beetling design. Istoci ng Inclicalod Is to prevent buckling of Individual it = web and/or Chord memtxns only. Additional temporary and pmmaient tX I ng M iTek' Is cilways roclukod ter slatwlty, and to proven colicilm Win poss"o perservl"and prorxMy dasntlgo. for genotal guidance rc CndN the k"Icarbrx storage. dolNery, erection and bracing of tnrssos ant truss systems, seeANSI/rPl I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovalic"a Vern flu= Plato OnstlMo. 218 N Loa Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33810 Job Trull e ruse I ype ty T60153 V05 Valley t 1 tjJobReference (optional) tsurmts t-aslxutce, Iarrpa. rem cay, monaa u:uac /.04V a Aug lb 2V1 / mrlex tnauslrres. rnC Weal cl W VO'Vaaa ZV1 / rage 1 I D:0837CakNCJU5ySOrOmCDdnyd 11 m-IC2r67o4yvXOEFOOoELbBigzvy4ln?trvGpvZVyW sv6 1.10.8 2.5.8 4.4-0 1.10-8 0.7.0 1.10-6 30 = 30 = Scale = 1:8.4 2x4 i 0>Or8 4.4-0 e--a 2x4 Plate Offsets (KY)— 12:0-2.0.0.2.81,13:0.2-0.0.2-81 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. to (loc) I/deff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) We n/a 999 MT20 244/190 TCDL • 15.0 Lumber DOL 1.25 BC 0.13 Ven(TL) We - rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 4 rVa rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb, FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.3 REACTIONS. (lb/slze) 1=138/4-3.0, 4=138/a-3.0 Max Horz 1=-11(LC 8) Max Uplift 1 =-27(LC 12), 4=-27(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf: h=251t; Cat. If: Exp C; Encl.. GCpl=0.18; MW FRS (envelope) and C-C Exlerlor(2) zone;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) Gable requires continuous bottom chord bearing. 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 100lb uplift at joint(s) 1, 4. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) *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.' 0 WARNING - Verify dedgn parameter and READ NOTES ON THIS ANO WCLUDED NITEK REFERANCE PAGE NO-7472 rev. 160=11 BEFORE USE L eslpn valkl lot use only wlm MI lok® connoctors. this desIM Is txaed only upon mornelers shown. and Is lot an IndMdral tx"ng component, not a bias syslon. Before use, the bullc&V designer must verily the C"Aicablilly, of doslan paranotors and popery, Incogxxato it* design Into Ile overall txAMV doslgn. Bracing Indicated is to Ixovent buckting of hldNklua l Inm web and/or chord memtxms oNy. Atld Bond temporary and Ixmno eni tracing WOW Is always required kx skdA"y and to ptevenl colkgxo with posfte personal tMay, and property damage. Fa general guidance togardtrg We latxlcallm stooge. delivery, election and I.xochng of trusses axf truss systomz soeANSI/tPl I Quality CAteda. OSS-89 and SCSI Building Component 6904 Parka East Blvd Safety INamattan available ran truss Rate Institute. 218 N. too Sheet. Suite 312. AlexandrW. VA 22314. Tampa. FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. I6 4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. 0_ 1/ 1 d, CI-2 al, 2. Truss bracing must be designed by on engineer. For WEBS Cr 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I CY mbracing should be cons ere xO U 3. Never exceed the design k)otling shown and never InodequoteN a°r' v stack materials on braced trusses. 0 a0 4. Provide copies of this truss design to the budding For 4 x 2 orientation, locate plates 0-144' from outside c' 8 ' cs.a - BOTTOM CHORDS designer. erection supervisor, property owner and all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear fightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locofions are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/ LETTERS. S. Unless otherwise noted. moisture content of lumber shad not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC- ES Reports: use with fire retardant, preservotive treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10. Comber is a nonstructural coruiderotlon and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 comber for dead rood deflection. the length parallel to slots. 11. Plate type• size, orientation and bcation dimensions indicated ore minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects• equal to or better than that specified. 13. Top chords must be sheathed or purlirs provided at output. Use T Or I bracing spacing Indicated on design. if indicated. 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 tf. spacing, or Less. if no ceiling is installed, unless otherwise noted. BEARINGestablishedbyothers. Indicates location where bearings supports) occur. Icons vory but 2012 MiTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and food vertically unless Indicated otherwise. Min Size shown is for crushing Only. e 18. Use of green or heated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/ TPI1: Notional Design Specification for Metal 19. Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB- 89: Design Standard for Bracing. is not sufficient. SCSI: Building Component Safety Information MiTek 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. I MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 m m m 7-0-0 9-6-0 I II U II II 11 28-6-8 7-1-8 CJI Atn m r r I I 1i ) - CJI CA yi P CJ3 CJ5 CJ5 m cp cp- I cp7 pPJ7 CJ5 ES CJ341 CJ — H2 I CJI EJ2II, EJ2u E7R EJ7 d p EJ2 EJ2 m EJ2 ,o QD IN m II I C R EJ2 I _ 3fa EJ2 CJ III u u u CI EJ2 CJIh= tn m m m 7-0-0 I2-8-0 I u 7-0-0 54-4-0 28-8-0 61-4-0 9-0-0 RECORD COPY to cr) I== CJIIno LL LL LL LL LL LL LL LL UI U) 1` m I t CJ3 m m cpEJ u cp EJ7 I N tllidI11 N II u CJI H2 F 13 P CJ3FL• 1 F07 CJS m H2 m E7B I EJ7 ti m T C58 CJ5 C3B 10 Uml D m m LL m LL m LL m m LL LL N mLL I m m Nmu UmIpqI NCI1lJrNN CJI I II I II N 1 I 7-0-0 60-10-8 7-1-8 Hanger List H1 HTU26 H2 THA422 NOTES: t) REFER TO HID 41(RECOMMEFOAnONS FOR HAVOLM INSTALLATION AND TEMPORARY ORACM ) REFER TO ENGINEERED DRAWMS FOR PERMANENT DRAC04G REAARED. 2) ALL TRUSSES INCLWM TRUSSES DOER VALLEY F MUST DE COMPLETELY OE(XED OR REFE TO OETAL V105 FOR ALTERNATE DRAC04G REAAREMENTS 3) / RAVEL OY OWRE T IONLVALLEYSDECONVENTALLY 4) ALL TW%E5 ARE DE516NED FOR 7 o c. MAXIMIM SPAC-M LVlE% OnR:RWI5E NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE T,OF1WERED TO OE LOAD OEARDY,. LVLESS OTHERWISE NOTED. 6) 5Y42 TRUSSES 1U15T DE INSTALLED WI1H THE TOP OEM Uf. 7) ALL ROOF TRUSS HANGERS TO OE 5W SON HTU26IALE%OTHERWISENOTED. ALL FLOOR TRU55 HANGERS TO DE 5IMPSON THA422 LVLESS OTHERWISE NOTED. D) DEAFURM5HE04SNEO RA INTEL (tOR) TO DEDYMALOE SHOP DRAWING APPROVAL INS LAYOUT IS THE 50.E 501RCE FOR fADWATIGN OF TOWS NO VMS ALL MVM AROIFECRft OR OTKC T IM IATOUT5 EEVIEY AW A"WVAL OF W LAYOUT MAI DE RECEIVED OEFORE ANY fZWS T U DE MILLI. VERIFY ALL C"WIS TO INIAn NAMI GNNES THAT VU CEUT IN EXTRA p1AREfS TO Yat fymW Nba1 hu MBuildersFirstSource Orlando PHONE: 407-851-2100 FAX 407.851-7111 Plant Glty PFIONE: 815-759.5951 FAX 815-752-1532 HAL Taylor Morrison I: Anastasia u 011%: Lot xx I. KWIT. 9-27-17 Rick RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 3 2 5 4 Project Location Address: 464 Red Rose Lane, Lot 153 SANFORD z pFpAR,F. 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.o[g. 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 herma Tru Swinging Ext. Door (front door) F1.15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) F1.15332.09-112 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-115 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-114 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof System Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E. P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Sh utters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 En ineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS W 1r )r sr WINDOW CALL IJCS 76' V 51I N 315Y 1154 R 54 g 13W Vt))Sx 1351 0 31,4 )( su ASN it S1 35546)' 554 $735 54 1554 3 1) 3 b w 1136 sx 16 Sa 36 5( Ic GG VER3n I•ASNM. O WA F R 4LL OW16. fn Z Vr1• c1Q7Sr1E OOMI&LARM"/,TVARIPER MFACA ER 4W SFECFICAI" WERTOHOOKROCSFMSTTLE6CAM t6E0 ( SWAE 06.5{ CAi• c4f • C5M.OR FWD L& W F(J l• A omelfT c6cm YO 10= oFDM66AL( MTfT4W rulecc • INmTaftaw A TYP. ARCHWAY fC" TV. 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EW6-SILCA=—W- C".ORFM SI L S• Ffa) 4Let' re .MAXso1rm OC)KA BOLL fORr GN IM Iglf60R •SNIDIfP',ONI /f 01 1 1 I I / I r f i YA 4` P.f Of: M If•YK t q.M rd' 11r•fIGff/00ir n fu BATH 2 ti gg BATH 3 ]j Yr K rI CM 14, 6 I Ib 4 QD I I7t fi vW Tq114-6.6 R f = Lv rl t11 DRNTG fl r yy Vw m D 10 00 4 Is 10— u — 1 96 iR/ROI4L5WK V 1100I I I 1e1,<ro stEr 1m E: I IVrltifRR00R I na RO6fY. BEDROOM 4 o• n•r ac I u - —ice IAFf BEDROOM 1. V 0, ( L 1 C V-0* FLA C I r-o• n•1 ac r•-a• n•r ac I I I r I x 1 q I rryK% Ol1= wO 1 fC I---------------------- IftUDR FLOOR SIF= tURAL LEGEND pf-• VhmfPM31oSONY1Y•Y01 caacroa.,1rISE OI-[ IYl. fEL7 VNSITSD YD( cOFEcrap f11SWE Oj .FrOM! 14V VY, V LY. VAIWfD IOIK• V Or MAO i•IJ1f AT I'M FR7f•G6r0LC*M0D=U 400f.fROs fImfrorNa mor WAV *w^ IRT(. f r Itr 6Q Vf r sv sm. V R• 00 R101KAMIW100161=61"A Ipfb VNNSI.10•lsta) fR•. 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Yi ' 04o f1C tQAfMVf W fI fOU01* RDmftaX" Itte" -fN foomm"100) om FAU Mr. D, GEMS f0 tfcorG:DOS 0E19IR\Nt, %U WKf IfA Sf 171p,Veno Awl am f0t MR - SN[Oe^ 1009w) o 2582 nitr 1sti1R nax /f a Irons • acufs UPPER FLOOR PLAN NOTES 2 B 1 fl a• • ro GARAGE LEFT Florida Building Code Online F,RflN—T Page 1 of 3 RegulationBusiness & Professional ponder Dep3rIti KM Nome I Log to I user Registration : Na Topla I BuButs' si L I' product Approval J ( ® uses p mx user Regulafbr rt. M SuWVt surdarge I saes & F&M I pubg000ra I Fat sae I eas Ste rap I uma I su.ce I e:. e...r ., ter i AyDllatlori 06taa' FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Emall Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated FLI5225- R3 Revision 2014 Approved Approved by DBPR. Approvals by DSPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Therms- Tru Corporation 118 Industrial Drive Edgerton, ON 43517 419) 298-1740 riekw@rwbtdgeonsultants. com Vivian Wright rickw@rwbldgcertsultants. com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Usting National Accreditation & Management Institute Ryan 3. IOng, P.E. 4 Validation Checklist - Mardcopy Received slTandad X= 101/ I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Method 1 Option A 06/ 13/2015 06/ 28/2015 https:// www.floridabuilding-org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use In HVH2: No Approved for use outside HVHL• Yes Impact Resistant: No Design Pressure: N/A Other: See INST 1S225.S-68 (6'8 Door Products), INST 15225.S-89 (90 Door Products) and INST IS225-68M (6'8 Door Products Direct to Masonry) for Installation Irrau066s. Note - Glazih9 Sha-1I- rnply with ASTM-E1300- 04. (This product approval requires the use of']' part number doors and sidelltes, which have been stained or painted within 6 months of Installation - Excludes Opaque Benchmark Door Panels.) Certificatlon,Agency Certificate p1 IS22S •G' CeC 15 S NAMI carts.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Third 15225.6 f. "Premium Series', "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. ISeries" and *Benchmark by With and without Sidelites. Inswing and OutswingI*Therma-Tru* with Transoms Limits of Use Approved.for use in HVHX: No Approved for use outside HVHL• Yes Impact Resistants No Design Pressure: N/A Other: See INST 15225.6-68 (6'8 Door Products) and 1522S.6-80 (8'0 Door Products) for Installation Instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate Kt aS»e o' e- r r 15 9S 6'NAMI eertsodf' Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructiogs F 1S_22S R2 n iN9'T 1 5.6 8.odf. ass»c p3 n INST iy25b&80.odf. Verified eyi Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports E 9224A R3 AE VIAL L%25.6-68,odf Fs t S»G [L:' AE E1fAL 1n25 6.80 odf. Created by Independent Third Party: Yes d: xe eaenraa 6—r iinal -- a + t8!!la6Sfs :: I The State of Florida is an WEW ernployor. PrWam Statement:: :: fleftmd statement Under Florida tow, ernall addresses are puelk retards. tf you do not rant your e-mail address released In response to a public -records request, do not sadCle[trerik (ran to We entity. 4tSfeid, mtdact the once bV phone or by traditional mall, U you have any questions, please contact a54ca7.1395. 'Pursuant to OWAde y 5(The WMQs ppWidd m a October i officialffir llmmmunlicanseas InMM tMhlken sell ' Captor einaa addresses am puttlk N. S. mug pr the tineitt ayou danuonot wit to supper a personal address, please provide the Oeparifnem vM can address which here r a & availatk to the wbik To determine If you m a licensee under Product Approval ACCOPM I= N Credit. AFE hrips:// www.floridabuilding.org/pr/pr_app_dd.aspx?param--vGEVXQwtDgv3yVVKJZ1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-R4 108 Mutzfeld Road Certification Date: 10/15R003 Expiration Date: 12/3l/2021 Butler, IN 46721 P Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationThishasbeenapprovedforlistingwithinlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. product NAMI's Certlficsatfon P ram is•accredlted by The Ainericsn National Standards Institute ANSI . NAMI's Certified Product Listin at V% AmIcertI No Design Missile Test Report Number Configuration Inswing or Glazed or Maximum Pressure Impact Comments Outswin OiDaaue Opaque : Size 3'0" x 6'8" Pos/Neg 67/-67 Rated No ETC-01-741-10703.0/L,-2097f[TF-253F X 1/S Single Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097lfTF-254F X O/S Sin le Opaque 6'0" x 6'8" 40/-40 . No ETC-S n4dardXXI/S i AuMOnumOAstmaa1253F XX ouble O/S Opaque OpaqueXX ouble US XX ouble O/S ;° Opaque i/OX/XO w/.Sidelites US Opaque IN Glazed Side Opaque DI/OX/XO I O/S OXXO 6'0" x 6'8" 610" x 61" +47/47 : ` No 6'0" x 6'8" 1 +47/47 No x x 6'8" +40/40 No Opaque Door ilazed Sidelites 8'4" x 6'8" 4uf-4u EVo Opaque Door 8'4" x 67 40/40 No lazed Sidelites- Opaque Door 8'4" x 6'8" +47/47 No lazed Sidelites Opaque Door 1 804" x 6'8" +47/47 No 31azed Sidelites ation & Management institute, Inc./4794 George Washington Tel: (804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: ETC-01-741-10703. Standard Alun ETC-6041-10703, Coastal Alum ETC-0 1 -741-10703. Coastal Alum ETC-01-741-16593. ETC-01-741-10593 ETC-01-74150593 Standard Alur ETC-01'-741-10593 Standard AM ETC-01-741-10593 Coastal Alun RTC'-n l-741-10593 2097/TTF-253F 2097=-254F 2097/'i'TF-253F im Astragal 2097=F-254F um Astragal . 2097t TF-253F im Astragal r2097MF-254F im Astragal A 23072 c NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/3112021 Revision Date: 02/24/2015 Product: FiberClassie/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsoroductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withint.. -r_ A ...--t..... w.ti.. i etinAarAa Inctihite /ANS11. NAMI'sCertified- Prod uctLisHn at` to flcati n.om.'awmistcrunca—rl Maximum Size 3' 0"x 6'8" Design Pressure Pos/ Nez 67/- 67' l.• m-•• Missile Impact Rated No Test Report Number Comments ETC- 0I-741-10702.9M2096/ITF252F Configuration Inswing or Outswina I/ S Glazed or O a ue Opaque i XSingle Opaque 3'0"x 6'8" 67/-67 No ETG01-741-10702.OM2096/1TF251F X Single O/ S Opaque Opaque 6' 0" x 6'8" 6' 0"x 6'8" 40/- 40 40/- 40 No No ETC- 01-741-10702.OM2096/tTF252F Standard Aluminum Astraptal. _ ETGO1- 741-10702.0/L-2096/I-TF251F Standard Aluminum As al XX Double XX Double US 0/ S Opaque 6'0" x 6'8" 55/-55 No ETC-01.741-11008.0M215IMF252F Coastal Aluminum Astra al XXDouble I/ S Opaque 6'0"x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151MF251F Coastal Aluminum Astragal XXDouble 0/ S Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites 5' 4" x 6'8" 5' 4" x 6'8" 8' 4" x 6'8" 8' 4" x 67 8' 4" x 6'8" 814" x 6'8" 40/ 40 40/- 40 40/- 40 40/ 40 55/- 55 551- 55 IF . WMA !_.i,ro. No No No No No No Washinatati ETC- 01-741-11008.0/L-2151=252F ETC- 01-741-11008.0/L-2151/1'1'F251 F ETC- 01-741-11008.0/L-2151/TTF252F ' Standard Aluminum As al ETC- 01-741-11008.0/L-215In7F25IF Standard Aluminum Astragal ETC- Ol-741-11008.OM2151/1TF252F Coastal Aluminum As al ETC- 01-741-11008.0/ir215IRTF251F Coastal Aluminum Astragal. MemoHaM y/Hayes, VA 23072 OXO/ OX/XO Sin le w/Sidelites ._ OXO/ OX/XO Single w/Sidelites I/ S O/ S OXXO Double w/Sidelites . I/ S O/ S OXXODouble w/Sidelites OXXO- - Double w/Sidelites _: US OXXO Double w/Sidelitm.- O/ S National Accreditation a Pinua cwcua no......., ...-- ..- _ ----v- -- Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: 4 4 4 4- 16 T I kill- MULLION MULLION TypII - I SHOWN FOR 1 11 SHOWN FOR 4 REFERENCE II 14 MASONRY 1 6 .4 OZY1MASONRY1REFERENCEIVENIN OPENING TYP. HEAD OPENING TY.P. EAiD I I 11 JAMBS HEAD H II s do JAMBS & JAMBS A 2X BUCK,-•'/ I j ^ 2X BUCK -/ it t2XBUCK -/ MULLION mio I ti 11 SHOWN FOR '1 0! 6 1 J c; C6 o II REFERENCE II qj% WgIDELffESIbELITE ANCHORING Imair, cw-M W A'INN'HOR ING 4- 4- 41174_ a - II II ot4 4 4 MULLION 4 SHOWN FOR MULLION . SHOWN FORMASONRY77YPHEAD7YP. REFERENCE SHOWN FOR OPENING REFERENCE JAMBS ASTRAGAL HEAD II SHOWN FOR JAMBS II t. n*L S.G. a OM. 2X BUCK-1REFERENCE 2X BUCK 'to ASTRAGAL II — SHOWN FOR- INEFERE14MiAXONCeMW" be O*Afed 1p 110,101fto no mh edge Wanc# #09,xxfm daftndoWhosts ondw 3, afs.- SIM Im JK cwt. w. LrS rIW DOUBLE DOOR 18 E W/910FLITES WANDID IONt L b114' RUCK ANCHORING MASONIn BUCK ANCHORING FL- 15225.5- OPENINC, lit P31M -L cr9ULnACDN lcl VIEW C'- •C' IN 7• PAIRS JO' >C °, 'A 3• I 7`- FFi1 7• I4 3' P. W -T SEE I MAX. t ,' i0+•#«•• `tt 0```` a B SEE NOTE 31 /2x BUCK SHEET 3 1 SEE DETAIL J' A INSTALLATION ' . j• 1 w//I X( Bl1CK ,A t go t u Y W/1x BUCK eLi n - DTALWTXNI y INSTALLATKN w 2 w/1X BUCK'o ASTRAGALJ' AIUWON INSTALLATION j ti n g N (• SHOWN FOR 1 SHOWN FOR ` SI1bwN FOR . HEAD, dt ^ o' >C of'i REFERENCE .1 REFERENCE e - REFERENCE. I !I' - oaLY .1 J ONLY I I e) 1 _ SEE _ I _ o a ' DETAIL '4' pp o 1 SEE •: 1a 1 18 _ o ; 18 :I. 18 DETAIL c n+ 5 ; 5 ny J- A DOUBLE DOOR W/SIDELRES VIEW 'E•- E' DOUBLE DOOR VIEW A'- A' sroc z/ o"mm OWAXAM FASMNMacaatD ooa +me c6a l L Iteml DESCRIPTION Material A f 10 x 2=1 T D SCREW STEEL - B.1-3/4- PFH WOOD SCREW STEEL 1 WOOD STEEL x Hine to FromeJ STEEL 10 x ' 2 G. 'P WOOD' SCREW 3 x -1 L . --SCREW L 4 2-3 4 PFH ELCO OR nw CONCRETE SCREW t 4 z t-3 4 I1W P N SCREW SIZE 9 1 4 k 3-3 4 I1W PFH CONCRETE CREW S 11 3 16 z 3-1 4 ITW PFH CONCRETESCR STEEL 1 1 4 x 3-1 4ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 4 PGFWREE-5CREW7PIN034AUDRARGWOOD21 3 4 THK. PRESSURE TREATED SIDEUTE PAU 30 2 X t X 25 G-k. CO GATED FASTENER W/ 2X BUCK 2. INSTALLATION W/ 1X BUCK' INSTALLATION 1? I ' C W/ 2X BUCK INSTALLATION 1 0 W/ 1X BUCK DETAIL• t INSTALLATION: ' B ATTACH ASPu TRATTGEALTHROW BOLT STRIKEASSHOWFRAME1 C. t DETAIL ' 4' er, dK o w mi ° 15225. 5-66 c a Y Emil INTERIOR EXTERIOR INTERIOROMIOR V a 20 13 2.1 .12 WOIOR INT ERIOR RnCltSSWH" L 43 \VECALdSON OAVA nq ca awri EXTERIOR INTERIOR I-SN 4WAt CROSS SECTION V,ovm"cwvVAmlcn FL- 11 `MULLION 4 4 .I.I •SHOWN i0R : MASONRY 4 I I fI i!.;,;• •• OPENING HEAD ONRY OPENING nP, .I 1 IfREFERENCEOPENING• I ( ,7I11* t `` a do JAMBS 11 11 JAMBS 11 3 e I c on I I n c 2X BUCK I MULUON .• '' I v n 2X BUCK o, I I I I• SHOWN FOR r 11 i i REFERENCE II 2X BUCK iR SINGLE W/SIDELITE VNGLE W/SIDELITES SINGLE DOOR aurk ANCHORING B SIN A E DORING RACK ANCHORING --{ •• i 41 11 0 I1 M1•. w I1 1 II 11` D II 4 0 4 11 SHOWNNFOR 1 MULLION MASONRY OPENING TY. I.1 REFERENCE 1 SHOWN FOR I;I 1 REFERENCE IIJAMBS1ASTRAGAL 1 SHOWN FOR HEAD JAMBS 1 REFERENCE 1 II 2X BUCK-' 1 It: 1 1•I, min. iG 2 Q55 I 11 1 I I' I,Duei 1 I t ASTRAGAL I I. 1' 2X 1 I 1 SHOWN FOR I I rnur eerc rx sbR hIO1Q t me cones moy be 0*6W to1ft.. ff" 0 ,, 1 BUCK I t: 1 REFERENCE t l edgedbiarmforrWIN10ft 2 Conosle andhor Iocaflora noted C" Uk . ON C04W moat be ad7AW 10 mohich nre mfr edge ddanes 10 mote jamb, dddlbnof concrete -r dmm 0mawbemq-*od to wwo the U". ON C04M dm-don — nor axesodod a6 I I n ci too Ida Iobre: - 1 I I 0 o p ANCHM. ANCHOR AIli4 " WI S11? elfae ol uEp TAfM0 r fm.. Ile 1.1l t• 9 K' II 1 II. DOUBLE DOOR MASONRY DOUBLE W/SIDEU F5 FL• R11GK ANCHORING OPENING BUCK ANCHORING. 9_ ZINU E TIIIIIIIII I a n Ems. 1 EC DETAIL 'J• IU 1 IU SEE NOTE 3 III g SHEEP J 1. 1 JJMULUON 1 SHOWN FOR REFERENCE SHOWN'FORASTRAGAL. 1' REFERENCE ONLY 1 i 18 16 B 16 is 5 • o 5•` u , u 1 . NEW .C._E. awa F "R W/SII)R= SEE i 4- CC A k49 3' 3.w W/2X am A SEE DETAIL I.INSIALLATION7' J' SEE l1' Q15fAl1A 1• M. IIJAMBS p ASTRAGAL 3 iN 1SHOWNFOR _ REFERENCE 1' b_ c ONLY t la la1 t8 ic+ s ff-IT 000_R A' VIEW E'-E' OOUBLF VIEW -A' sow w/ anwa ewnwo FASUMM ep pe p». gut moon To ooa ws awwom Hem p e DESCRIPTION to x - I 2 FH SCREW - -- Moteriol L STEED. STEEL C 1 x _ STEM I 10 x 4 CR n e to tune 4 1 4 2-3 4 PfH ELCD OR ITW RETE 1 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL 1/4--x 3-34. FH CONCRETE SCREW STEEL I 11' J 16 x 3-1 4. ITW PFH CONCRETE SCREW STEEL STEEL t 1 4' x -1 4 1TVv PFH CONC S R 13. J01 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING, TO ACI OR HOLLOW .BLOCK CONFORMING TO•ASTM C90 CONCRETE 16 1 4 X 2-1 4 PFH ITW CONCRETE SCREW H DER JAMB PINE SG e . 0.4 WOOD 21 30 3 4 THK. PRESSURE TREATED SIDELITE PAD 2' X 1' X 25 GA. CORRUGATED FASTENER 1E no" DETAIL -?' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE i0 FRAME AS SHOWN. god v Imr rn 'JK'" 11 DRERIOR rAMM7 {I Lam.. I • INTERIOR INTERIOR INTERIOR V r f A -rI 0 i INTERIOR any gg2112 ,•1n EXTERIOR IMIOR 1-N 11EllT AI -SEMN. s 0 w INTERIOR EXTERIOR 1- : HORIIO AL CR SS'SE 2 . •- aA/jartib INTERIOR EXTERIOR s oRaoNraL c a o 2 49/1 j o? Non EXTERIOR .0 V 4 OR M L C Q ECTION npconNpuratlon 69/t . i F] INTERIOR EXTERIOR S • H RRO • Al CROS D _ no coidl uroNa Y IS s V a, wa e Jx OK M IFS nwow wa. R-15225-B8b g MUWON 90" FOR Rssm4a r-r- t n ai 9 g o o VIEW *C-"C" SINGLE DOOR W/SIDEUIES sm WAILT VIEW "P-"E• NEW 'W'*W IN."w IWbea fo fChf n*L b t. 2.0 b onohol,toeo5cns noted of WX. ON CEMR" mwf be a*XW to mdntah 11, m, edge dbtonae to matorIOMIL oddMond -00*10 -4101moYbeIequledtoeniuegoUAXONCEN,&K donendon ace not exceeded. i Conmteondn MM W*WAMM AH4ppi ANCHOR 1OAOJAb"Itaril •.i0 . _ " TAfOw. 1/ t•lie ? f 1. ypttAGOM aw . ' ;ns. t.th AS SHDWM "'MOWN SIDEM NOTES: wlih (12) q8 x? P _ ta ews' yhm as (I) of eachch th1. e to B dbecf set &ft fhe Jamb _ hom f Colnels of Me fume. rrwm are R) at the A P fnxn IJAe auMde cromms U±f; I I -I'L jto WP.6IIEAD 1IMAe D_ MUU" i. SNObftl FOR MHO CE b9/r6•JAME . trP. a Mu an•NMe . SEE t'7a•r SWGLE DOOR WIND—Mym lr-*r SINGLE DOOR DRAIL 1 VIEW " A ='A' 61 26 fly • . AH,illll IIIIIId 26 R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O.13ox 230 Valfico, FL 33395 Phone 813.6S9.9t97 Florida Bond or Professional Engineers Cenitiieate orAuawrirekion No. 9913 Manufacturer Product Name - Product Sub Category Cate o _ Thermo Tru Corporation Smooth -Star" and "Benchmark by Thenna-Tru" Swinging 1181ndustrial Or 6'8 Single & Double Opaque or Glazed Panels vd 6 w/o Sidelites Exterior Doom i Exterior Door Assemblies Edgerton. OH 43517 Inswing I Outswing Insulated Fiberglass. Door with Wood Framesphone419.298.1740 _ Scope: Product Evaluation report issued by R W Building Consultants, Ma 6 Lyndon F. Schmidt, P.E. (system lu v M101 rorTheraTruCorporation, based on Rule Chapter No. 61G203, Method 1A of the State of Florida Product Approval, Dept of Business 3 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial interest in the company manufacturingordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Umandons: 1. This product anchoring has been developed in compliance with the Sth Edition (2014) Florida Building Code (FBC) structural requirements excludingthe' High Velocity Hurricane Zone'. See the Codification Agency Certificate for sizes. specifications and design pressure retings. 2. Product anchors shag be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam. brick and other wag coverings. 3. Wood screws shall be Installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be installed following as nor manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown In drawing FL-15225.568. 5. Where shims are used, they must be a "rigid / stiff material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.88 shag be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5-60 require further engineering analysis by a licensed engineer or regislere architect. Supporting Documents: 1, jest R_ eoort [10- ETC-01-741-10702.0 ETC 01-741-11008.0 TEL 01460147 2. Drawina No. No. FL-15225.5-8 3. Calculations Anchoring Teat Standard ASTM E330-02 / TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330.021 E1886-02I E1996-02 Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, inc. (CA #9813) Sheet 1 of 1 Testlna Labonatoi r ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed hi Wendell W. Haney, P.E. Joseph L Dolden, P.E. Lyndon F. Schmidt, P.E. Sfanad 8'Sealedby Lyndon F. Schmidt, P.E. Shmid'l-fikated by Lyndon F: Schtnidt, P.E. tI1111$ft r, , , . Lyndon F. Schmidt, P.E. FL PE No. 43409 21=015 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 OESIGNEO AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. .X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHCR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS. 8. SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 00 NOT REWIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING 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 DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION D_TA1LS. Q. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVAIIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLEO IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND AN'CHO.RS 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). 0. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8- THICK MINIMUM TABLE OF CONTENTS SHEET NO. OES--RIPTION 1 NOTES 2 ELEVATION 1 3 — 9 INSTALLATION DETAILS RMSgNS 0.KCM TIDN GAN APPRMO ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. t 1.r• L t) 3 I E SIGNED: 1012712015 MI WINDOWSDOORS LLC 1900 LAKESIDED PARKWAY FLOWER MOUND, TX 75028 ENSF.S i yTSERIES430/440 XIX SGD 143" x 9REINFORCED 7N 0(,,M6 i o7k5NNOTESATATOFltv i' •' p 1aP-2 iFS•-•R.- olA. x aACNo. Rav 08 D G i/ S/11NAj1%Nv SCALENTS — 02/23/09 SHM I OF 9 6' MAX - 1 i 5" MAX L i7' MAX O.C. 96" MAX FRAME HEIGHT I 11 i 8- MAX 143' MAX FRAME WIDTH 6' MAx SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATINO t40.0PSF NONE SEE CHARTS 91 AND 02 FOR OTHER UNITS RA77NGS AM" REV I DEW-Wr0N QAfE AVRROOM A ADDEO CFARTS 03/06/S2 R.L 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R L CHART NI 0 REVISED INSTALLATION OE AILS 08/05/15 R.L. WHERE WATER 1NF&TRITION RESISTANCE IS REQUIRED SEE.VOTE9SHEET I O IT pressure chart (ps1) Fromm SFgle Panel and Total Frame VLtdlh (in) 30. 0 3&0 42.0 47.7 I) 90 00 108" 126.00 143.00 Pos Neg Pos Nag Pos Meg Pas Neg 0 40.060.0 40.057.9 40.0520 40.0 4&0 88. 0 4.0 60.0 40.0 54.6 40.0 4&9 40.0 450 20 9. 0 1.7 40.0 4& 1 40.0 47-3 9& 0 40.0 6 0 49.0 40.0 43 40.0 40.0 CHARTI2 WHERE WA TER WF&TRATKHV RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET i Design pmmre chart iO4 Frame Srgle Panel and Total Frame V4d01 (in) h) J0. 036.0 4L0 47.7 90. 00 106.00 12&00 143.00 Pos Neg Pos Neg Pos Meg Pas Nag d. 0 W.0 6MO 57.9 57.9 62.0 520 40.0 48.0 8& O 60.0 60.0 54 6 54.6 489 4&B 4 .0 92. 0 59.6 6 61. 1. 1 4&1 423 9& 0 6 5&6 49.0 9.5 43 43 4Q0 40. CHART 43 Number of anchor locations required Rand Shgle Panel and Total Frame VL4dth (h1) Hebhl 30.0 36.0 420 47.7 in) 90. 0 100.0 126.0 143.0 H& S I Jamb I HSS I Jamb H&S Jamb H&S Jamb 84. 0 6 6 7 16 8 6 9 1 6 3. 0 6 6 7 6 6 6 9 6 92. 0 6 6 7 1 6 6 6 9 8 96. 0 8 6 7 1 6 6 6 9 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75026 SERIES 430/440 XIX SGO 143" x 96" REINFORCED ELEVATIONS F. A. 1 08-00503 stxE NTS 1s^Tf 02/23/09 1 SHEE:2 OF 9 SIGNED: 1012712015 v,• GENyF'9 0 5 *= vME OF • ORs= c<ORIOP cYalows 1 /2" MIN. N(V OESCW 110w Oar! A PRJVm I EDGE DISTANCE A ADOEO CHARTS 03/06/12 R.L. 1 8 REVISED PER NEW TESTiNC 10/15/13 R.L. 1 3/8' MIN. C ADOEO FLANGE INSTALLATIONS 12/06/13 R.L. WOOD FRAMING EMBEDMENT 0 REVISED INSTALLATION DETAILS 08/05/15 R.I. OR 2X BUCK BY OTHERS 1 1/`. EMBEDMENT r SHIM SPACE Y f MAX. SHIM — INTERIOR 10 WOOD SPACE 1/2• WIN. SCR_W EDGE DISTANCE a EXTERIOR ' INTERIOR a I 1 I jt0 WOOD I` SCREW SILL i0 BE SET IN JIG WOOD A BEO OF APPROVED SCREW SEALANT EXTERIOR WOOD FRAMING OR 2x BUCK WOOD FRAMING BY GPM--RS OR 2x BU K JAMB INSTALLATION DETAIL l BY OTHERS WOOD FRAMING OR 2X BUCK lNSTALLATION 1 3/8E MIN. MBEOMENT 1/2" MIN. EDGE OISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION ^ SIGNED: 10r17/2015 MI WINDOWS AND DOORS LLC o%%I1I/rf,, 1900 LAKESIDE PARKWAY `JJ S R'. LOlJ/// FLOWER MOUND. TX 75028 `,••GENB'y i' SERIES 430/440 XIX SGO ; iT• 0 5 ••`* I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. 143E Ic FRAME INSTTAA REINFORCEDLLATIONDETAILS E NOTSHOWNFORCLARfrY. per•• TAT OF DESIGNED NACCORDANCEN? THASTAIE22 PERIMETER ANDJOINTSEALANTBY112A. ERSTOBE LF' ua: uE 08 NTS 002/ 23/09 ET33D OF 9 a, //',SloiilAiltS?\\`\ METAL STRUCTURE BY OTHERS 10 SUS OR SELF DRILLING SCREW MZAL STRUCTURE BY OTHERS 3/4- MIN EDGE DISTANCE EXTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES• BY OTHERS NOT SHOWN FOR CURRY. 2. PERIMETER AND JONIT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4- MAX. SHIM SPACE 110 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF APPROVED 4LANT i 3/4' MIN. EDGE DISTANCE i 010 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1 /4- MAX. r SHIM SPACE RN 6FSCR1/7Dx 0^79 APPROVED A ADDED CNARTS 03/06/12 R.L. 8 REVISED PER NEYI TESTING 10/15/13 Ri. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION ORALS 08/05/15 I R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ckA x: OSC x0. F.A. 08-00503 x"L NTS °'TT 02/23/09 --4 OF 9 SIGNED: 10/27/2015 ft l ! L0 GENy7aL` 9G1i E OF •, 4ONA (E \\\\ CONCRETE/ MASONRY BY OTHERS OPTIONAL IX SUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2' MIN. EOCE DISTANCE 4 • 1 1/4' MIN. 4 c • EMBEDMENT T 1/4" MIN. a' EMSEOMENi f 2 1/2' MIN. EDGE DISTANCE 1/4" MAX. L_ SHIM SPACE 3/ 16' TAPCON J 3/16" TAPCON CONCRETE/MA.SONRY BrY OTHERS EXTERIOR II 11 11 11 11 11 INTERIOR SILL 70 BE SO IN A BED Or APPROVED SEALANT 11/4 MIN. EMBEDMENT 4 c. , VERTICAL CROSS SECTION _ CONCRETEANASONRYlNSTALLAT/ON 2 1/2 MIN. 4 EDGE DISTANCE 1/4' MAX. SHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I RLV6`.ORS R& Msclty NOR MTE Y ROVW A ADDED CHARTS 03/06/12 R.L. B REVISED PER NL%v TESTING 10/15/,3 R.L. C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. 0 REMSEO INSTALLATION OETNLS 08/05/15 R.L. JAMB INSTALLATION DETAIL CONCRETE/MASONRY WSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESIGNEO W ACCORDANCE WITH ASTM F2112 S`3 SIGNED: 1012712015 MIWINDOWSl DC 1LAKESIDE PARKWAY FLOWER MOUND, TX 75028 5111 EI1 NgF GJ1 SERIES 430/ 440 XIX SGD 5 o 143E96" REINFORCED FRAME INSTALLATION DETAILS cB* TAT OF OIORIOP••p OR•wN; owrmo. RN F.A. 08-00503 D iss/ONAI EaG 7j/1111111T 1 PTrA1t NTSlo^TE 02/23/09 IWVS OF 9 t* Ar A:M40Nf 1/2' MIN. RLv o6cRpoom o+1E AaNaoVW EDGE DISTANCE I A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. OOD FRAMING EMBE MENT OR 2X BUCK 0 1 REVISED INSTALLARON OETAILS08/05/15 R.L. BY OTHERS I 3/8" MIN. 1/4" MAX. 1/ 4• J _M9EDMENT SHIM SPACE , MAX. SPACE I / 2" MI INTERIOR O 10 WOOD EDGE DISTANCE SCREW a 1 EXTERIOR l INTERIOR a 010 WOOD I II l SCREW j, 10 WOOD SCREW 1 SILL TO BE SET IN A BED OF APPROVED SEALANT WOOD FRAMING EXTERIOR Ell sCa OR2XBUCKBY OTHERS WOOD FRAMING JAMB INSTALLATION DETAIL L OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS 1 3/8" MIN. EMBEDMENT 1/ 2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X 8LICN INSTALLA TTOPI 1 SIGNED: 1Or27/2015 MI WIND1900oWS LAKESIDDDOORY LLC FLOWER MOUND, TX 75028 `` •GEN8F.9 iS SERIES 430 440 XIX SGO *• NOTES: 143" x 96" REINFORCED _ 0 , 6(r 5 * = I. 6YTEAlOR ANO EXTEAKM FINLSHES. BYOTHERS FLANGE INSTALLATION DETAILS ;4 0 MOTSHOWNFORCLARITY. SEALANT ?, 1 , TAT OF DESIG E2. OAANDJONTCCOROANCEWITHASTME2112 BY auwrr, owc w. Rn %0S,'lORl01; G: awc NTS °"E 02/23/09 08 SOOT563OF 9 0 ,/, s O [1w0`\` METAL STRUCTURE BY OTHERS 3/4• MIN. EDGE DISTANCE I to I emIUK f„w, 1/4• MAX. SHIM SPACE OR 3/4 i MIN. LUNG EDGE DISTANCE 110 SMS OR SELF DRILLING SCREWS 1/4" MAX. SHIM SPACE IFINTERIOR ITT Rlv I GATE ovnwco A ADDED CHARTS 03/05/12 R.L. 8 RMED PER NEW TESTING 10/15/13 R.G. C ADDCD FUNGE WSTALLATgNS 12/06/13 A.L. 0 RmEO INSTALLATION DETAILS 08/05/15 R.L. SILL TO BE SET IN U ABEDOFAPPROVED SEALANT 10 SMS OR U SaLF OR1WNG METAL SCREW STRUCTURE METAL BY OTHERS EXTERIOR STRUCTURE 4j 9YOTHERSJAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 3/ 4• MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESIONED IN ACCORDANCE NTTHASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS CrAw. owc N0. F. A. 08-00503 xut NTS "'E 02/23/09 shccl7 OF 9 SIGNED: 10/27t2015 C E NSF q'P+ T OF ; R10?•?: CONCRETE/ 1 2 1/2" MIN. MASONRY EOGc DISTANCE BY OTHERS F a e• •• 1 1/4" MIN. EMBEDMENT II OPTIONAL 1X BUCK TO BE PROPERLY SECURED 1/4 MAX. NOTE 3 SHIM SPACE SHEET 1 3/16• TAPCON EXTERIOR 3/16 TAPCON 1 MASONRY/ CONCRETE BY OTHERS 1/4' MIN. EMBEDMENT 2 1/2• MIN. EDGE DISTANCE 3/16• TAPCON CONCRETE/MASONRY INTERIOR BY OTHERS SILL TO 9E SET IN A 9=0 OF APPROVED SEALANT T 1 u 1 1/4• WIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2- MIN. CONCRETE/MASONRYINSTALIATION EDGE DISTANCE I/4• MAX. SHIM SPACEr OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 RLMSg16 RTV ocr-ftP11oN WE •PPROM A ADOEO CPARTS O.i/06/12 R.L. 9 REVISEO PER NEW T°S:ING 10/15/13 R.L. C ADDEO FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED IYSTALLATION OETAILS 08/05/15 R.L. JAMB INSTALLATION DETAIL CONCRETEANASONRY INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCOROANCE WITH ASTM E2112 1 S MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS oft-w 01vG No. F.A. 08-00503 suuc NTS "T 02/23/09 8 OF 9 SIGNED: 1012712015 0£IV,p'9J1i 1 5/8" MIN. EDGE DIST. TRIM - INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP ---- 1 1/4' MIN, EMBEDMENT r 1x BUCK BY OTHERS, Tx BUCK TO BE PROPERLY SECURED III I[ EXTERIOR 1 -"_ PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYICONCRETE INTERIOR TRIM HOOK STRIP 1/2" MIN. EDGE DISTANCE 1 3/8' MIN. EMBEDMENT I J10 WOOD 1 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLA7ON 2X BUCKMVOOD FRAMING Ev CESCF4PTM WE APPRq.W A ADDEO CHARTS 03/06/12 R.L. B REv15E0 PER NEW TESTING 10/15/13 R.L• C 1 ADDEO FLANGE INSTALLATIONS 12/06/13 R.L. 0 I REv5EO INSLCU'l0N DETAILS 08/05/15 1 R 1- 3/4" MIN. METAL STRUCTURE I EDGE DISTANCE 3Y OTHERS I TRIM INTERIOR HOOK STRIP \ 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L—CO L SIGNED: ICV2712015 MI WINDOWS lLCDDOORPARKWAY 1R Ilp 00 LAKESIDE FLOWER MOUND. Tx 75028 S 1` •GEMBF 9s 1T• o Suco* SERIES 430/440 xIX SGD 143" OK x 96' TAL REINFORCED HOOK INSTALLATION DETAILS y rk E ; <y O•• AT OF i•;°[ORIOQ;• ;lam SSj/1NA ORAWH: oAc fro. REv 08 0 111a\ Wr — A5-93OF NTS02/23/09 9 Florida Building Code Online CSF"') Page 1 of 4 RegulationBusiness & Professional pad a0s Home I Lao ue I use. aeotsa "On i "M Taco I WXWt su'CtW e I sets a races i pubOrauons I FaC sun I ea5 S®e wo 1 turoa I snrcn I Busines Product ApprovalProfessi l l u Regulation emadeomwn mt FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Archlbect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.)oyner@amarr.com Brandon Gentle brandon.gentle0amarr.00m Brandon Gentle 165 Carriage Court Wimton-Salem, NC 27105 336)251-1308 brandon.gende@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer i 1 Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urifi, PE 1 ! Validation Cheddlst - Hardcopy Received 1 •• r.11 II 41is 7 P-Iy I.'.=1.• Referenced Standard and Year (of Standard) finkadAld Xur ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/201 S Florida Building Code Online Page 2 of 4 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 • , Yes No .. N/A fLS302 R6 COC •FBC"Sth EdIddri•Affiiii s 16h FL S1IO2-R5:odf• Product Approval Method Method 1 Option O Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/201S summery of Products FL V Model, Number or Name Description 5302.1 • Stratford (M600); Heritage (M9SO); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL002 R6 It 1RC4009-110.11 Drawing 7.10 R .odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region EU302 R6 AE IRC-6009-110.11 Report 7-10 FLodf Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Herltage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions.... Approved for use in HVHZ: No QS`±02 R6 ti 1RC-6009-t-II drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ, Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use In HVHZ. M R6 AE IRC-60D9-100.11 report 7-20 sealed.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. I—_-- 5302.3 Stratford (M600); Heritage (M950); Oak Summit (1 650) Dwg. IRC-6009-120-15,Thru 9' wide. - Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 U IRC-6009.120.1E Drawino 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE•0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FLS,302 R6'AE IRC-6009-120-1S Repprt7-10 FLpdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation instructions... _ Approved for use in HVNZ: No FL=2 R6 11 IRfr6009-130-1S Orawln 7-IO FL.adf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other. Design Pressure +26.7/-31.6, Not for use in HVHZ. FSW2 •R6 AE IRC-fi009-i30 15,R'enort 7-10 9.0 Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially -enclosed or door Is a' — - replacement door. 5302.S Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M6S0) Limits of Use Installation Instructions Approved for use in HVHZ: No 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports N https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 01 Florida Building Code Online Page 3 of 4 Other. Design Pressure +31.0/-35.1, Not for use In HVHZ. FL5302 R6 AE IRC-6609-140-15 Repoport 7-10 fL.oGf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.6 Stratford (M600); Heritage (M950);- Oak Summit (M650) Owg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fl 02 R6 It.IRC=6U09-i56-15.Drawkin.7=t0 FLodf Verified By: TOM SHELMERDINE 0048579 Impact Resistant No I Created by Independent Third Party: Yes Design Pressure, +35.6/-42.1 Evaluation Reports R6Other: Design Pressure +35.6/-42.1, Not for use In HVHZ. • F SMI A _ tRC-6fl09.150-15 Report 7-i0 FL odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.7 Stratford (M600); Heritage (M950);• Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M6S0) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes s902 R6 It •tRe-woo-t69-is Orawiria 7-10 FL.edt; Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports , , - Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. Fti S302 R6 AE IRC-6004-169-15 Reoort 7-10 i4_.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. S302.8 Stratford (M600); Heritage (M9S0), Dwg. IRC-6016-100-1S, 10' Thru 16' wide. Oak Summit (M650) Umits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ.• Yes Fl sW2 R6 11 IRC-60i64A0-15 Drawls 7=16 fLodf Verified By: TOM SHELMEROINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluatipn Reports •, .,_ _. Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. F o R5 AE IRC-6016-100-LS Aeoort 7-IO FL odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-1S, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No A S302 RR • It IRC-60ii5-1i0.15 Drawing 7-10 FL- Rdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other. Design Pressure +18.3/-20.8, Not for use In HVHZ. Fl 002 R6 AE' IRC-6016-116-1S Reoort 7-10 FLodf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.10 Stratford (M600); Heritage (M950); Owg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fl•S302 R6• II IRC-6016.1204S Drawino 7-t0 flodf Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.81-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. FlS302 R6 AE I1C-6016-12¢,15 Re66rt 7-10 Fl_ Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.11 Stratford (M600); Heritage (M950); I Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions . Fl cv02 R6 It IRC-6016.13045•Drawlno 7110'FLodf Verified By, TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.12 Stratford (M600), Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param7—wGEVXQwtDqunL7seVZW... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistants No Design Pressure: +30.1/-33.8 Other. Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FL'5302 R6• Ii'tRG601b•140-19•:edf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes I S302.13 I Stratford (M600), Heritage (M9S0); ( Dlvg. IRC-6016-140-24, 10' Thru 16' wide IOakSummit (M650) Limits of Use Approved for use in HVHZ.- No Approved for use outside MVIIZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.6, Not for use In HVHZ. Glazing option Mall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions r:1-=2 RG If 1RE%6fl1fri40-24 lcii lV leJ-le_sealea.odf Verified By: TOM SHELMERDINE-0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes S302.14 Stratford (M600); Heritage (M9S0); Dwg. IRC4036-14S-24, 10' Thr.0 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside MVHZ: Yes Impact Resistant: No Design Pressure: +31.9/-37.2 Others Design Pressure +31.9/-37.2, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Verified By: TOM SHELMERDINE 0048579• Created by Independent Third Parry: Yes Evaluation Reports , f15302 R6' AE ',IRraQ16-14S-34 revert• 7-10 sesled.edf Createdby Independent Third Party: Yes 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.2/-20.6 Other: Design pressure +18.2/-20.6, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions RM62 R6 II 1RC401 110.1 Orawllla 7-10 FLodf Verified By: TOM SHELMERDINE'0048579 - 1 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.16 I Stratford (M600); Heritage (M9S0); I Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit (M6S0) Limits of Use Approved for use in HVHZ. No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure:•+21.6/-24.S Other: Design pressure +21.6/-24.S, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. . Installation Instructions FL9302: R6 91 IRC-6018-1204S Draidno 746 FLodr Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Conha us :: 1M0 Me Mew,ee a e-! Ti ..i i i`an pjeK,..gr.jgj, jgj4 The State of Rorlda Is an AA/EE0 emPlow. CoorAeht•1aa7 017 stse at Raja::: :: :: Refund Under Florida Im, 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 MU to this entity. Instead, mma l the oface'by phone or by traditlonal mail. If you have any questions. please conlad 85&467.L"S. 'Pursuant to section 4S5275(1), noje Ssatlutes, alledive 0dobef 1. 2012, licensees Udessed under Chapter 455, F.S. must provide the Department with an email address If IMy have one. The emalls provided may be used for official commumalion with the licensee. However !mall addresses are publicreco. . If you 00 not wish to supply a pa mnal sodress, please prwMe the oeparbnam with an email address which can be node evallaWa to the public. To determfro If you era a licensee under Chapter 455, F.s., please dick bum. Product Approval Agaepbt M®.® rl ;% C, rl is r:lr 'I SAFE hops:// www.floridabuilding.orglpr/pr app_dtl.aspx?param--vGEVXQwd)qunL7seVZMF... 7/20/2015 IF d IIT PANEL TIP 9AUD SECTION CST" oil "oo- Ogg AND STILf LAYOUTS) dc d.Ixor- IF LON6 =-Musa am tM;l1`MID^ST1tE LATWTl/. Y O 0000 tab 6P01IV1 tt0 'CL OeOQ LLS4 1NNt faa NAm UV Sort ANn aAmo a a® tams WOOD JAMB ATTACHMENT TO STRUCTURE r,vMlfA JAKWAIs • o t/P OucntEMn t, .. tj 1/r. /[Nll NRn'acEVE ATTD. T+NVa:ifi 'fb1'OOR :TTb1 H'•OC a La•EA1[![NT> RW1U 7•TKMAD. n 2 a• v n7alt tom! 1TOT N• O6 tP NY'ENttD1EN1T 1 .. 16C PADS 6 rASTCN OM q• OAT IV OC.•11 1•o17ERtDcD ' • TAT t/M' S P•SJa• IfVIX. U. SdEVt STADTTNG i' rROI DO. IAE ADK if t7' A Yn AT W. OG O 174, pOmltlflt va manqI&IrtSE rASIO IS roPInLw'C-10 nano HKMRAOTIMQ K.MIDi lli pRffvlx A nmSN Pefin G SWAM lIIyHI1IL S10RTIIK ST—C•TI/Q - ST PIICET y[• Pp/ rS//' MIM T-vr NIII h— t 1 nA OPTIOML POO PAIR. 1NTMWMATE 4A2fD SECTION cSTRUT AND S= LAYOUT). 1 . 10A/t t<f is, r! D LOP. M- QA FrAS— -I- IHMT Nm [LAZING rAStfNml DETAIL N fl---. N S GLAZING OP(TZNIION CROSS .SECTION iLA ' S NSTM•ISWO"4 9a Re.+13 "In AVARADIt 1RAp( Cp6'IrAStAl1O6 sa u MAX So gtw71y7/ 14' apt ARI r gtc - 4- g a f'' ` Ne A 1 9DSOICiM.pt t T* 721.0 P57 262 S7 z I b'1?:F.Oi raV: Im LOADS i. .r ,(. r •; sus Ps FL /hllylttt w aaa+a TNur wals.swtw .e NONn YODEL #NO-wx RrAw'tY/Dar&we YODEL /DOD S1iN?fOa t/Dw%We YODEI #DDO 11EAftAGs •/Dml4W Sped, L 17wp •! 0 ENtestfl Panel': LWNR N OIi tt/1y01 OTseNIL B oETmM AQ 11I tI/y1G IRC-6016-120 saT1v2 I' a NIUMIN"" Mal-AHMEDdLu MIKAERLUUM MmAmd"" Ir URUMEW NUAkINUMEW M um"" RUM.. . KJ- MHMUAUW NEUMEIM"" Im D Mi Uzi IQA CA EM tim Ed" ". Ea EW" EER Um" ". Eli Gail VA Ew"" UWEACA LwrLd ". EdE.- Jud F- Td " CIA EW KIA UA MUM RIIANL---= mi" MR.—Im IRLAAMI— U14: 3 mLi& j RODLALJJOML.-r--IEUAU' lrtHl lit-l"ifLEAL72MMOUE- A KLLANL---jmuAJIMjULIU ka" mm" a umm m7mL IliLu j U: I J LWEAMMORM RLimmu--ml - luuwiljnm L, jjjLjjMMMjEM ML&AML---IMLALJXMJWL; MJLV.• I—LLJL-ULW,;J CAN A bTRUCTURAL bOLUTION,S, P.A. tructural Engineering Investigations 0 Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 1 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 I Model # 600 Test Pressures: 32.7 psf, -37.2 'psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: U to 5 Feet of Door Width in Zone 5• Anyof Slope; Enclosed Building Ez . B 30' MRH E MR . C,15' H C 25' MRH . E . D,15' MRH E . D 25' MRH 155m h 141 mh .. 134 mh 128 mh 122 mh Witnessed By. Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Descrindon of Test Saeelmeh: A 16'-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 21" high 25 gauge galvanized steel sheet Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge ateach end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testlime: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595. 01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference', and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was famed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test•Procedare• The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door fast, and then negative pressure was applied. Stepl:.Preload.the.door- to.50%.o£the.DesignPressure.andhold for _10.seconds..Step.2:_Unload.the.door.forl_to.5.*n tes. Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat I through 5 above for negative pressure. Observations' No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary A 161-0" xT- 0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"xT-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin ) Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18- 1/8" x 10-5/8'1 or 4 long panel (38-1/8" x 10-5/8'1 windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted By. STRUCTURAL SOLUTIONS, P.A ( Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE ( NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue P Greensboro, North Carolina 27410 (336) 856-2686 • Fax (336) 856-2687 It NC Firm #C-1096 Florida Building Code Online FL17676.9 Page 1 of 4 ProfessionalBusiness & Regulation r Fbrida DpffWtqF eas Home I my to I user Aeplstration I Hot Topxs ( subnut Surc arpe I Stats a Faces ( publications ( Fac sae ( eas site pup I unto I seardl Busines Product Approval Profess& aal 0 USER: public Um Regulation Produa Approval Menu > Product or Aoplimtlpn SeerN > 1 > Application Detail FL # FL17676-112 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/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger®miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE R Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/201S 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Building Code Online Page 2 of 4 ' FL 1k I Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No EL17676 R2 C CAC APC 3S40 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other. LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3S40 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed In accordance with FL17676 R2 II Install - 3S40 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fln 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other. R-PG40. Units must be glazed In accordance with fL17676 R2 11 Install - 3S40 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other. R-PG35. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independentent Third Party: r 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI 11 Install - 3S40 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FIS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 It 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 12S2.odf Created by Independent Third Party: Yes 17676.9 3S40 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 1117676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3S40 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13S40 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 lI 08-01247E 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S1184981247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 It 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +3S/-3S Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 ICreated by Independent Third arty: Yes 17676.13 3S40 SH S2x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No x .o Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH S2x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 Fig S2x84.odf Created by Independent Third Party: Yes 17676.15 3S40 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(127751A2726.01-104-47- Approved for use outside HVHZ: Yes R7 C7376 01 3S40 AWS.IG.FIN.48X72.R3S.(0720161 Impact Resistant: No Bey.odf Design Pressure: +35/-3S Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed In accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 It Install Instructs - 3540 SH FIN 4802 (As Testedl.odf Verified By- American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Umits of Use Certfication Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed In accordance with FL17676 R2 It Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: bus :: •e•n wash mmree Sweet TatLha fe FL 32399 Plane: 850.497.1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accesslbl0ty Statement :: BeArnd Statement Under Fla. a taw, ernsll addresses are public records. If you do not want your e4"I amress released In response to a public -retards request. do not send elecuonk: man to this entity. Instead, contact the office by phone or by traditional map. If you have any questions, please contact 850.487.139S. -pursuant to Section 4SS.27S(1), Florida statutes. effective October 1, 2012, lk &W= licensed under Chapter ass, F.S. must provide the department with an email address If Nay have one The emalls provided may be used for official Communication with the licensee. However email addresses are public retard. 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 It you are a licensee under Chapter 4SS, F.S., please dick per. Product Approval ACogft M C=SAFE https://floridabuilding.org/pr/pr app dtl.aspx?param=WGEVXQWtDgvFGYZsjrZFR6fG 1... 5/26/2016 A•L•1 varid" / operations Agminlsttabrl MI Windows S Doors. LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product destxfttl below is hereby apprirved for fitting th.the died issue of th6 AAMA Certified Products D r6ctdry_ The approval Is based on sucbmsful oornpletlon of tests, and the reporting t4 the Administrator of the results of tom, sooalnpaNed by related drawings. by an AAMA Accredited Laboratory. 1.'The listing below will be added to the next published'AAMA Certified Products Directory. SPECIFICATION. RECORD OF PRODUCT TESTEDAAMAIWDMA/CSA 101/LS?JA 440-08 LC-PG40•-014x2134 (3MM)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL'S PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FINLESS) FRAME SASH MI Windows 8 DRoosLC x)()(Gj 914mmx2134nl 867mqx892 mm7157 Cod REINF)MLT)( ASW)- 3'0" x rw,) 2110" x rl-l") 2. This Certification will expire July 27. 2020 (extended from July 27,2015 per AAMA .103-14a) and requires validation until then by continued listing in the.current AAMA Certified Produc s•Directory. 3: Product Tested and Reported by: Architectural Testing, Inc. Report No.: 81910. 01 109.47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 ( Rev. 1/11) Validated for Cer0catfon 1 led Laboratories. Inc. Authorized for Certification Q" Amed&A Architectural Manufacturers Association 36' MAX. FRAME WIDTH a' TMAX ANCHORS TO BE 1 EQUALLY SPACED. SEC ANCHOR CHART SHEIT 1 FOR UNIT SIZE AND ANCHOR QUANTITY O 84" MAX. FRAME HEIGHT X 4" MAX. I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING . IMPACT R4nNO 40.0/,50.OPSF NONE Number Of a h*" reautradat"chiamb HdgM On) Panelwldfh 24A 30.0 30.0 24.0 2 2 2 30.0 2 2 2 3l.0 3 3 3 41.0_ 3 _ 3 _ 3 4L.0 3 3 3 5" 3 3 4 60.0 4 4 4 a" 1 4 4 12-0 4 4 6 I" 4 4 5 84.0 1 5 5 TABLE OF CONTENTS SHEET NO. DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 1 INSTALLATION DESUI1PIaN can wI PeMeOuta NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MATIUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF 114E ARCHITECT OR ENGINEER OF RECORD. 3) TX BUCK OVER MASONRY/CONCPETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEPEIN. VAND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH RF-104S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E13OD-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1 /4'. 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE $8 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/16' MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORIROSIOr RESISTANT. 13) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD - MINIMUM SPFCIF'C GRAVITY OF G=0.4) B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N, TYPE I TOR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS ia11` i650o%, STREET GRANTEZ. PAARKET117030=0370 G N9 •qd+ ti N• SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 *= STEEL REINFORCED - NON -IMPACT 36" X 84 LAYOUT AND NOTES bateELEVATION. ANCHORING p A OF4.• 1 j'{r ORIO. akk11I: oIIG Nn, aIv L. 08-01372 NTS 10"" 10/17/11 I5"L" I OF 3 F N s orscl.'PIpN a,c .cs o.ru 2y DUCK/WOOD FRAMING \ BY OTHERS. 2X BUCK TO BE PROPERLY SECURED \ FLANGE TO BE SET 114 BCD OF 1,17MIX. 1 3/16' MIN 1/4' WAX. APPROVED SEALANT SHILL EMBEDMENT SHIM HEAD 10 BE SET IN A BED OF APPROVED 18 WOOD SCREW CGNSTRUCHOIJ SELANT INTERIOR BY OFHEFS. 2x BUCK TO 2X BUCK/VJGOD FRAMING \ ! IffEXTERIOR1NTERlORBEPROPERLYSECURED EXTERIOR FLOIGE tO BE SILL TO BE SET IN SET IN EED OF APPROVED SEALANT HORIZONTAL CROSS SECTION APPROVED CONSTRUCTION ADHESIVE 2X BUCKAUOOD FRAMING INSTALLATXNV FLANGE TO BE O r 1 /4 • MAX. SHIMSETINBCDOf APPROVED SEALANT i NOTE: INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOP CLARITY. DOORSMIDSOTWMA11L0,//% 2XBUCK/WOOD fRn!AING BV O1HEP,S. :4 BUCK TO VERTICAL CROSS SECTION 650 WEST MARKET g R J , . • 9 , BE PROPERLY SECURED 2XBUCKAVOODFRAAd'NG'NSTALLATION GRANTZ, PA 17030-0370 v,•\GENB'•S i SERIES 354D FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36' X 84 ATOE INSTALLATIONDETAILSOF pMSV: OTC 0. o_N 0R10V Dot -Z OB- s0 - V.L.lsc-" i7s1ONA11E wu 372 NTS10/17/11 2 OF 3 MA:;ONRY/CONCRETE BY 07HERS PTIONAL I BUCK OY OTHERS. D% BUCK TO BE oPOPERLY SECURED. CEE NOTE 3 SHEET I FLANGE TO BE SETI;4 NED OF APPROVED SEALANT EXTERIOR F71NGE TO BE SETIN BED OF APPROVED SEMIIr OP710NAL 1X DUC. Of OTHERS. I BUCK 10 BE PROPERLY SECURED. SEE NOTE 3 SHEET 1 i 1/4- MAY. J SHIM HEAD TO BE SET IN A BED OF APPPOVED CONSTRUCTION SEALANT INTERIOR VERTICAL CROSS SECTION MASOVRYA?ONCRETE INSTALLATION SILL TO BE SET 114 BED OF APPROVED CONSTRUCTION ADHESIVE 1/4- MAX. S111A1 RENVA" VESCRPN . 1 I; 4' MIN. L 1/4" MAY EMBEDME147 SHIM 3/16" TAPCON MASONRY/CONCRETE ^ BY OTHERS INTERIOR 1 !)j8" MIN. EDGE DIS7. OPTIONAL 1X BUCK BY EXTERIOR OTHERS, 1X BUCK TO BE FLANGE TO BEPROPERLYSECURED. SEE 140TE 3 SHEET 1 SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASONRYit:OINCRETE INSTALLATION M2 I A•PPmD NOTE: INTERIOR AND EXTERIOR FINISHES. BY OTHERS, MASONRY CONCRCTC NOT SHOWN FOR CLARIT/, ON' OTHERS M650IWD0wESTMARKETS ANDDOORS R II L109/'i TREET GRANTZ. PA 17030-0370 a.,•ENSh•,1s' SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 6 # STEEL REINFORCED - NON -IMPACT 36" X 84 ATO = INSTALLATION DETAILS of0. NO V.L. 08--0`E372 - i0NAj1E I\ arcNTS 10/17/11 3 OF 3 1 L. Roberto Lonias P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-94S-9695 rllomas@hiormgx.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window — Non -Impact Report No.: 511989 Compflanm The above mentioned product has been evaluated for compliance with the requirements of the Florida- Oepartment of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Builftg Code. Suppwz nq Tetahnfcal' Documentation: I. Approval document: drawing number 08-01372. 'titled. Series 3540 Shims PVC Single Hung Window — Non- Impad signed and sealed by Luis Roberto Lames P.E 2. Test report No.: 81910.01409.47., signed and seated by Michael D. Slremmel.-PA. Architectural Testing, Inc. York, PA AAMNWOMA/CSA 101/I.S.2lA440-05 Design pressure: +d0.10/-00.13psf Water penetration resistance 6.06psf 3. Anchor'calcuiations; report number 511989-1. prepared. signed and'sealed by Luis Roberto Lomas P.E. Lknftadons and Conditions of use: Maximum design pressure: +40.0/--50.0 psf Maximum unit size: 36" x 84' Units must be glazed per ASTM E 1300 04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reirdorce, Roll formed steel. This product is not rated to be used in the HVHL This product is not impact resistant and requires impact protection In wind bome debris regions. tnstaffadon: Units must be Installed In accordance with approval document, 08-013T2. CartlAcadon of independence: Please note that I don't have nor will acquire a financial Interest in any company manufacturing or distributing the products) far which this report. is being issued Also. I don't have nor will acquire a financial interest in any other entity Involved' m "approval process of th6 listed produd(s). 1 of 1 111111// p NN .•••.'l,9iENS'F••J''` s 0 5 a 3TAITIE OF ORIOP. IM Luis R. Lomas. P.E. FL No.: 62514 11/0712011 A or Florida Building Code Online Page 1 of 4 FL17676.16 ProfessionalBusiness & Regulation r FoldaDewew wct eas Mane I tag in I user Registration feC Stair acts She Map unla Sear IHotTopicsSubmitSurchargeIStatsafactsiPublicationsSearchBus' i'nFFJ°e°°s US°" Professiaipublic Regulation Product Amami Menu > Product or Aaolicatlan Search > Aaallotion List > Application Detail FL If FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved J MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger® miwd.com Brent Sitlinger bsidinger@miwd. com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE 65 Validation Checklist - Hardcopy Received Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/ 03/2015 12/ 04/2015 12/ 06/2015 Year 2008 https:// floridabuilding.orglpr/pr app 4ti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 Florida Building Code Online Page 2 of 4 , FL X I Model, Number or Name 17676.1 3540 SH Umitr. of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 Il Install - 3S40 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3S40 SH 36x84 Fin Frame Umits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed In accordance with FL17676 R2 It Install - 3S40 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Umits of Use Certification Agency Certificate Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3S40 Fin 40x66.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Umits of Use Certification Agency Certiflcate Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 Fin 44x63.odf Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other. R-PG40. Units must be glazed in accordance with FL17676 R2 II install - 3S40 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fin Frame I Umits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other. R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 1 3S40 SH 144x84 Fin Frame I Umits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions rl Yl.'I!. M•1 ft t ll qc,. f`I I n- --nA -IL Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin S2x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 Rl II Install - 3S40 SH Fin S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Flnless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-012S28 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 I1 08-012478 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-013718 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S11988B 1371.odfFL17676 Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app_4ti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 ., ICreated by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 13540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ. Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +25/-25 Installation Instructions Other. R-PG25 FL17676 R2 II 08-01514 S12141.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3S40 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(1277S1A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3S40.AWS.IG.fIN.48X72.R35.(0720161 Impact Resistant: No Design Pressure: +3S/-3S Rev.odf Quality Assurance Contract Expiration Date Other: R-PG3S. Units.must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certlfication,Agenq Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other. LC-PG35. Units must be glazed in accordance with fL17676 R2 II Install - 3540 SH CHS Fin 108z74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1940 North Monroe Street. TaOahaRee Fl_ 32399 Phone: 8S0-487-1824 The State of Florida is an AiVEEO employer. Comrrloht 2007.2013 State of Florida.:: Pdvm Statement :: Aeoessiti tv Statement :: Refund statement Under Florida law, emall addresses are public records. If you do not want your e-mall address released In response to a W blic-temrds reques4 do not send electronic mall to this entity. Instead, centact the offloe by phone or by traditional mall. If you have any questions, please aonteet aS0.487.1395. -Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under chapter ISS, F.S. must provide the Department with an enhael address If they have one The emalts provided iney be used for official communication with the licensee. However eniall addresses are public record. If you do not wish to supply a personal address, please provide the Deparimint with an ema0 address which can be made available to the public To determine If you are a licensee under Chapter 4S5, F.s., please deck bf:13L Product Approval Aooepaa: mom Credyisti SAFE https:Hfloridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 A•L•1 Veli later/Oveialions AMOnbrItew MI Windows & Doors. Inc. P.O. Boot 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The-produd.deserlbed-belcw is hereby appioved for fisli ng.*in the dmd'issue of the AAMA Certified Pi0dui3s Ohedcry. life approval Is based on suodrsAA completion 4f fasts. •and the reporting t9 the AdmW*ator of the results of tosts. powaQanled by related drawings. by an AAMAAccreditrbd Laboratory. 1. The listing below wltl tie added to the neat published AAMA CertiTied Products -Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMNWbKICSA10111I.S.2/A44"8 LC-PC35. 2731xj"7 (108ofl4) Negative Design Pressure = -W pst COMPANY -AM CODE CPD NO. SERIES NOOEI b PRODUCT ' OESCt PT10N MA)aMUM SIZE TESTF 3S40 TRIPLE SH (FIN) FRAME SASH MI WkIdows & Doors, Inc. 10817 PVCX00LO)X.O0006) 2731:ttpft x 1867,m+m 860 mm x.919 MM Mt, INS GLXREINF)MLT)(ASTM) OW x W2") I (rW x W) 2. This Ceacaft will expire Aprlt.112, 2417. and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.01409.47 Date of Report: May 7.2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification 4te'Mab6rabories, Inc. Authorized for Certification American Architectural Manuf idurem Association 2' typ. 2' typ T7 2' o.c. max. L n jj'W CLEARANCE ALL FOUR SIDES) ELEVATION 108• nASM BY OTH AnahW See Sectim Details) Le Min Edge i' SILL DETAIL HEAD DETAIL SIZE mmat AS HMO Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS OUIRED DRYWALL Om WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION- INTO STUD. . Notes: 1. Installation depiicted •based off of strudurat test report i C7327.01-109-47. 2. Wood screws shoo sdifr the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S-P-F (G-0.42) or denser. Buck width shall be greater than the window frame width. Toperod or partial width bucks ore not allowed. Wood buck shall be secured to the structure to resist aD design loads. 4. Wood screw lengths eholl be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4• permitted at each fastener location. Shims shall be bad bearing. non - compressible type. fi These drawings depict the details necessary to most structural bad requirements. They do not address the air i urotlon, water penetration. intrusion or thermal performance requirements of the Installation. 7. Installation shown is that of the test window for the site shown and the dosign pressure claimed. For window sites smaller than Shown. locate fosteners approx. 2' from comers and no more than I on center. Design pressures of smaller window sizes are limited to that of the test window. SUE AND DESIGN PRESSURE OW FAMO TYPE AND SPAM SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UM UP TO 108' x 74' THING SEE TEST REPORTS FOR INDIVIDUAL. UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 4- Min 'Edge Distonce Mi. V. M.R. B-20-09 INSTALLATION INSTRUCTIONS& FASTENER SCHEDULE — FIN — JAMB DETAIL"° 1J0e ° gem 3540 Single Hung NONE is v 1 Windows & Doors Continuous Head and Sill OWN GmtZ, PA • 11 1 &W SH CSH fIIH 0 11 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER AS7M E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE J6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. r f0tuous OFscwfIOM WE I AWWAV 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MAVUFACTURER'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 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 35OOPW, 3500T, 3500SDUIES, 3500SP, 3540PX, 35407, 3540SOLITES, 3540SP, 3250PZ, 32507. 325OSDUTES. 3250SP. 3240PW. 3240T. 324OSDILITES, 3240SP, 3500HPPW. 3500HPT, 3500HPSDLITES. 35DOHPSP. 358OWP, 3580T, 3580SDLITES. 358OSP, S-3500PW. S-3500T, S-350OSDILITES. S-3500SP, S-3540PW. S-3540T, S-3540SDLITES, S-354OSP, M-3500PW, W-350OPW, W-3500T, W-3540PW. W-3540T, W-3540SDILITES. W-3540SP. 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. t6• I L) SIGNED:0211712016 IWDOW n AND DOORSMesWINDOWS I tO STREET`\` A%a GRATZ, PESTA 17030-0370 T %.•• GENSh;,J"' SERIES 3500 FIXED WINDOW 0 6 TABLE OF CONTENTS 96" X 60" NON-IMPACT tO•* a E a AT OfSHEETNO. DESCRIPTION NOTES ttr i0, T+ 1 NOTES N.G. OB-028592ELEVATIONS ono ll/AS A O\ S'p IIII1111O 3 INSTALLATION DETAILS scat NTS 0O1 02/04/16 sar 1 OF 3 2' t Ft H1 96" MAX. FRAME WIDTH MAX 10" MAX —{ O.C. 2" MAX 2• MpJI JJ 10" MAX o' O.C. AX. GHTIGH SEI FOI OFOf SERIES 3500 FIXED WINDOW EXTERIOR VIEW FW INSTAU ATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: I. MAXIMUM D.L.O.: 92' X 56' 2. (2) 1' X 1/8" WEEPSLOT AT 2' FROM EDGE OF SILL FACE CHART O Heigh 2" MAX J av ocu now wa I AMMMM CHART f1 I t NUMBER ANCHORS i I I T U SIGNED. 0211712016 M650lIWDOWESTMARICETS ANDDOORS REIto 9' TREET GRATZ, PA 17030-0370 j tIll v,•\0 NS.•,d' ; 0 6SERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT ELEVATION per• ATE OF ; F•;clORlO• wuwN: I orc w. eEv N.G.08-002 859 NTS a,E 02/04/16 2 OF 3 I 0 I APPROVED SEALANT BEHIND FIN 16 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED ST BEHINNDDAFIIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1 /4' MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4' MIN. EMBEDMENT T- APPROVED SEALANT BEHIND FIN 3/8' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR o UM" at[ APPRO 0 JAMB INSTALLATION DETAIL 1/4' MAX INSTALLATWOODFRAMINGOR2XBLOCKINSTALLATION SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FWISHES, BY OTHERS NOT SHOWN FOR CLARITY. WOOD FRAMING 2. PERIMETER AND JOBVT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WTIHASTME2112 t h i BY OTHERS F b O SIGNED: 0211712016 DOORSIllllliDDiI ESTMW OZ// MARKEAND650 TREET GRATZ, PA 17030-0370 v•pENB. ,d' . SERIES 3500 FIXED WINDOW Io 6 96" X 60" NON—IMPACT FIN INSTALLATION DETAILS O'G'' EA Of, rv aawN: o c ro.REV N.G. 08-02859 WALE NTS °`n 02/04/16 —3 OF 3 Florida Building Code Online 18504.2 Page 1 of 3 Business & Professional Regulation r SOS Home I Lao in I user arobuation I Hot Topics I Submit Sufd%"e I slags Faas I publication ( Fee stun I eas sRa Map I Links I starch I Product Approvalr It SEn: Public User Product Aeoroval Menu > product or Aoolketion Seam > Awllmtlon IM > Application Orrtell FL # FL18SO4 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 6SO West Market Street Gratz, PA 17030 717) 36S-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer iZ Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of independence FLISS04 RO COI FL COl.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.S.3 Product Approval Method Method 2 Option B https:Hfloridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 suppty a Personal address, please Provide the Department " th an emao address whir can 0e made avallatlle m the Public. To detetmtne if you arc a Homsee underChaptere55, f.5., Please dick pCM,. Product Approval Aaeepac: CGedt cmd Safe https:Hfloridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 3/8' COMBINED WIDTH wl -ir W2 83" FRAME WINDOW WUNDOWHEIGHT MULLION SPAN) L 107 3/8' COMBINED M0'rH W1-1- W2 83 LwFRAME WINDOWHEIGHT MULLION SPAN) 107 3/8' COMBINED WIDTH I W2 8::] W1 J WIN J WINDOW J FRAME HEIGHT W MULLION LL W 1 --I F-- w2 107 3/8' COMBINED WIDTH Deslpn p wom mirnp (pd) Unra anollorad Info wood ftming 14ulllon Mail n) f6:13 21S0 8tlla W dth 3a00 4200 n 4Q00 6219 2A00 130.0 1300 130.0 1130.01130LO 180.0 7.96 180.0 130.0 127.2 127.0 127.0 1.0 A U9 120.7 9 -3 T7.9 79.8 721 72.0 8200 924 70.8 68.0 BI. 488 47A. 66.a3 88 Big', 61.7 77.3 44 4 43.0 7200 77. 58 7 48 8 41.4 38 8 37.0 80.00 - 82:1 4B 5T 29.1 28.3 24. 107 3/8' COMBINED WIDTH W I -i r- W2 8 FRAME L WINDOW HEIGHT MUL SPAN) SPL 107 3/8' COMBINED WIDTH wi { W2 e f WINDOW FRAME rIE1CHt MULLION sP,IAN) L w1___J- w2 107 3/8' COMBINED WIDTH REASONS REV Dc3cRp" DATE MPRM A REVISED INSTALLATION DETAILS 08/07/15 1 R.L. 107 3/11' COMBINED WIDTH WI {r- W2 83' J WINDOW J FRAMEWINDOWHEIGHT SP)AANN I f J f f APPROVED CONFIGURATIONS MULTIPLE UN MAYBE MULLED TOGETHER AS LONG AS COMBINED W1bTH DOES NOf (CEED 107 3V AS SHOWN HEREIN. Dwon preraao ra6np Grsf1 UnItomcAendlnlo On neftft Mullion waft O 7rlbulary Width n f6. f7 u6o 1^00 4100 48.00 6213 26. 00 130.0 130 130.0 130.0 130.0 180.0 37. 3E 13c.o 130.0 130.o 135.5 13D.6 i3Q.o 4& 08 1 00.0 130.0 130.0 130.0 130.0 130A 6200 130.0 116. 87.8. 79.3 73 9 71 5 ' 6603 130.0 98.8 5 60.8 663 720D 94 0 481 44,0420 dIL00 B21 45D 33.1 j Ml 211.3 24. LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WIND MW 3 DIMENSIONS IN CHARrARE FRAME DWENSIONS AND DO NOT INCLUDE FLANGE Wi -' i - W2 107 3/8' COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS V. L. 1 08-01445 swE NTS IDATE 01/11/12 $'w2 OF 3 SIGNED: OOM712015 a\ G E N8 %9iP-, L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 dlomas@lrlomaspe.c6M Manufacturer. MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department ofBusinessandProfessionalRegulationforStatewideAcceptanceper'Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 118' x 84' Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Some Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict a000rdance with installation instructions document 08-01445 revision A. Cendricadon of Independence: Please note that I don't have nor will acquire a financial interest in any oompany manufacturing or distributing the product(s) for which this report is being issued. Also. I don't have nor will aoquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 5 •.•0 v •v G N s'.•qd''' 40,,6251 • p -TAT OF ; F•%ZOR%1D G, ss/4NAi1i0N Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 r Florida Building Code Online SDf7P%+:C-' Page 1 of 2 Business & Professional Regulation r Rd & pad Ks Moms I Log to I user Replscrauon i not Toplo I Sdxdt ssodurge I sacs a Fags I publlouons I Fec son I am srs map I Limo 1 searm I Bu$ nr '§ 11 iessi'al0-Utaff-I product Approval ProJ Pu01K USar Regul sun— eo s•a ramu,.eian oao FL g FL12019-RS Application Type Revision Code version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/ Phone/Email 5140 W CUfton Street Tampa, FL 33634 813) 884-0444 lyle. pestow®acn-metels.com Authorized Signature Vlvlan Wright ridcwOrwbldgconsultants. 00m Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Emall Category Panel Walls Subcategory soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer N, 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 Quallty Assurance Contract Expiration Date Validated By . Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Keystone Certifications, Inc. 03/ 02/2020 Ryan 3. King, P.E. Validation Checklist - Hardeopy Received Standard. Year ASTM E330 2002 Method 1 Option D hops:// www.floridabuilding.orglprlpr app dd.aspx?param—wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 r Cti A A. AMMCAN CONMUCTION METALS 51410 West Coon street Tampa FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENML NOTES 1. This product has been evaluated and Is in compliance vA'th the Sth Edition 12014) Rondo Build V Code excluding the ligh Velocity Mmlcone Zone" (HVHZ). 2. product anchors shall be as listed and spaced as sttowrl on details. Anchor embedment to base material shot be beyond wall dressing or stucco. 3. Site condilions not covered by this drawing are subject to further engineeft onoW& 4. Wood/CMU wall construtdon, by others, must be designed property to receive loods from the soffit and/or T x T batten strips. S. Aluminum soft shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Sectlon 1710.9 TAME OF CON NUM SHEFTf DESCWWH 1 elevol'lom a rates 2 PorW detob _ g Soffit efab i d n 4 SoM de S d n S Soffrl detok design pfeisulst 8 bit of moteAok TRRE 4 T(_j4 T4012 rA11STM :g Ta014(BWTdM QUAD 4 Q4 040121AIIVTM M 04014 (DWrMaq yy 77777Ys600000 d W y 6lintnTs 0 g An oils Koo PM IA 9* JK ms LFS no•w. FL-12019.1 a 1 or 5 p SPAR A ROOF OVERHANG ROOF FRAMING ALUM" FAstu TRIM Emu OR S T WOOD 3 FRAM SEE DETAIL- 8- SIDE VIEW - SINGLE SPAN w/F-C"ANNEL. gimn W/ mmvftn*g "wove) vivraLE vArl UWGIN A' DESIGN PRESSURE (PSF) POSITIVE r o 141.0 110' 60.0 60.0 12' 50.0 I.-So.0 TNr 3e.5 - 38.5 30.0 30.0 wolu WLF-W rLA — —.— .- - DES*NED BY THE AROMM OR 80NEER OF RECORD DETAIL " B F-Channel A SPAR A" SPAg 4 Root OVERHANG ROOF OVERHANG = 'I ROOF ROOF FRAMINGRAMING ALUMINUM FASCIA. TRIM ZZ - - - - - - - - - CHU OR CL OR' -SOFFFII SOFFIT WOOD WON SMdnMRAft-C- FRAMED SEE DEFAVA Rotgn EEDETAIL- 04 SE DSAIL*C* SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN'wil-CHANNEL Stun wl bufffivb"m (Ifflilem) (Shm- v4 mmAmikv camllemv) TRIM HAIL ATTACHED THROUGH FASCIA 9 1 ir O.C. MAIL STAPLES B — "' ED —--- ENDOFPANEL AND Ir MAIL air_ SEE DETAIL - J 7. SKEET 5) Iffirm"wx DETAIL"A" Fascia STAPLES INSTALLED 0 2,C O.C. PNITC) WOOD) ON KHAHNEL w OR T-HAIL 0 17, O.C. LING WOOD ceMASONRY) STAPLES INSTALLED 0 1 r O.C. (INTO WOOD) IN F- CKVM W OR l-NAIL 0 17 O.C. INTO MOOD oRMASONRY) NOTE FOR SQUARE CUT OVERKANC-, iTam 807rom of FASCIA FIX[ AGAINST PANEL STAPLES LOCATED I INJ, cHANNBL SLOT OR um 0 1 r O.C. DETAIL " D J-Chomel Fascia STAPLES INSTALLED 0 17 O.C. (INTO WOOD) IN JLCOTAHNL3 SLOT OR T-NAIL 0 IT O.C. - WTOWOODORMASOW() STAPLES LOCATED 2,C O.C. INTO FRAMING -7. -0. 4 cc kz 2 Lw DETAIL C J-Chomel N.T. S.wan bmor. JK SUBSTRATE NOTES: I. WOOD SUBSTRATE: G - OA2 OR BM LFS I MASONRY SUBSTRATE OD PSI CONCRETE (ACI 3DI ) I UORHOLLOW BLOCK (ASTM C90). roft"** FL-12019..l 3 or 11715611 OESd imam MATERIAL 1 FASCIA .0216* THK. AL 3105- H14 ALUMINUM 2 T CtIANNEL.0155• THX AL 3105 - H24- : - ALUMINUM 3 T CHANN& .0I W THK AL 3104 - H19 ALUMINUM S QUAD4PANEL LOI150R.013rTHIC13AL3105 ALUMNUM 6 TRIPLE 4 PAM .011S OR A13VT RCIa AL 3105- ALUMINUM 7 f15xWCTRIMNAIL SS. 8 18' GA. X 1/4• SS STAPLE / 7/8' MN. EMB " STD 9 2-X7-BATTEN STRIP jG: 42ORBETTER( WOOD 10 APA B-c- GROUP 1 EXT.15/3T PLYWOOD OR BETTER WAD 11 ANT DIA. T- NAI / S/r MIN. EMBEDM STEEL 1 µ SPAN • A ROOF CVERHANG 8•: c i SEEDETROOF 3 B ( S1@ETfRAMING , N 1 •. V ' 6 S 12d X 3-1/P HD.GALV.STEEL 1X2 VOCAL FRAMNG(G Q 12dX3.1/4• 1 - 1_—_ — '` __—_—_ EMU OR COMMON NAIL @ 24' O.0 ATTACH w/ 241d COMMON NABS H D. GAIV. STEEL COMMON NAIL 02f O.C.sff wOOD TALw/ 13/4' MIN. EnM. @TOP TO ROOF FRAMING w/ 13l4' MM. Bv1B FRAMED 31 ` I LH • COMNUOIA SEE DETAIL BATTEN @ CL 4 SPAN 9 e SIDE VIEW -. DOUBLE SPAN w/ BATTEN. 8 ' STAPIiSR61ALLfD®771 SIAPOWALLED@ w/truultramngpMllnvci) 04D OF PANEL AND 84D OF PANEL AND 8• MAIL O.C. r MAX.O.C. Off DETAL-J — --- SEEDETAL7I O I SPAN ' A DETAIL " H " - MAX - NtIA1L" J" DETAIL"I" TWIN SPAN LENGTH w/CONNNUOUSAAMN A' DE3M•N 1PRESSURE (s9 NEGATIVE T4- 70.0 70.0 IS 66.5 66.5 2C• 60.0 60.0 2? 54.S 54.S 2'r 50.0 I -50.0 ROOF- SHEDETAIL•G' SEW 4) 1k- SEE NOTE 2 t cmu OR MOOD SffDETAVII! 8 11 TRAINED SEE DETAIL.• A mw 31 SIDE VIEW - DOUBLE SPAN w/BATTEN Shorn w/ fto/huminl Oration9) CONNECTOR NOTES: I. WOOD FRAMING AND CONNECTIONS 10 BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGI!®t OF RECORD 1 • WOOD SUBSTRATE: G - 0.42 OR BETTER 2.12d COMMON NAIL OR 3A6 11W TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE 3.01) PSI CONCRETE JAC$ 301) MIN.1-1/4• 94EDMM 0 24.ON CENTER OR HOLLOW BLOCK (ASfM C90). 0s 1Lt. N.T.S. e. M JK • L o:% LFS ; mm ,n, 0 FL-1201.9.1 °o a a.5 n Florida Building Code Online ' t Page 1 of 2 RegulationBusiness & Professional r CL—L" of acts Home I cog to I use. Rent+ SOS i Hoc TOWS I SWXWe S 'CMrpe I cars a reas I FubpaU s I rac s n I eas sin wp I unU I Sara I Busines f Pfofessi ). ftedm Approval 0-infA:vuex user Regulation- own-: FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archhred Product Manufacturer Atlas Roofing Corporation Address/ Phone/Emall 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollinsoadasroofing. com Authorized Signature Meldrin Collins mcollird@atlasroofing. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Emall Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden R- Validation Checklist - Hardcopy Received Certificate of Independence FL163e5 R4 col ATuA6014'2014 FBC Product Evaluation Shinoles. odf Referenced Standard and Year (of Standard) SUpQ@13d ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org1pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 option o Date Submitted 06/28/2015 Date Validated 06/29/201S Date Pending FBC Approval 07/05/2015 3umfeary of Products FL d Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of use Incmllatlon Instructions Approved for use in HVHL• Yes p 36s R4 lI - ATL13002.4 2614 FBC Pinduei f3raluallon Approved for use outside HVHZ, Yes Shinnles.odf Impact Resistant N/A Design Pressure: N/A Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Other. See evaluation report for limits of use : Evaluation Reports L1FLIM5RATt * 2014 FBC Product Evaluauw Shinof AE .. = . Created by Independent Third Party: Yes LLs . .. 1. Ttw Mare of Ftnrtla k an uvFFo .jnp1w& under Flatly law, a noll addresses are PUNK reands. V you rb not went your e-ma0 address released In response to a pubk-retards re4uest. do not send elemonk a" to this 4Mlly. Instead. aontba the affloe by phone or try tradWanal mall. V you have any 4ueubn% pkasa dynast 650.467.139S. *Pursuant to Sedum 455275(1), RPM& SMUS. e:tfwlve oCtaber 1. 2012. Iloensees licensed under Chapter 455. P9k rmut povide the Oeparonent with an emall address If they have one _she anaft plow LA my be used for aftal mRRWniatlon wth (he rcerhses. rbweret ema9 addare PLO& rooard. V you do not wish to supply a persaml address, please provide the OM ..md wUh an snap address which on be made a aaable to the publlc To detem*w V you are a Oomsee under Chapter 4S5, Fs., pease dick tsp. PreduCt Approval Aadepti: W 33 Cry l ISAFE https:// www.flotidabuilding.org/pr/pr_app dd.aspx?param tD vGEVXQwquJBMjgU1j3N... 7/20/2015 CREEK4Or Certificate of Authorization No. 29824 17520 Edinburgh 7Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014)' Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (OUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2,7.1, 1523.C5.3 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report -No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 3161AAS100 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTMOD 3161 200919 PRI Construction Materials Technologies (TST5878) ATL-10642-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construdion Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-11"2-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01' ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construclion Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASS U 3161 20009 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologles (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM 3161 2009001995 PRI Construction Materials Tedhnologles (TST5878) ATL-144-02-01 ASSM D 3161 2009 TA107 1995 PRI Constnxtilon Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASS U 3161 1009 995PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3482 2009 PRI Construction Materials Technologies (TST5878) ATL-170.02-01 ASTM D 3462 2009 Page. 1 of 9 ATL13002A FL 16305-R4 TNs evaluationreport Is provided for State of Florida produd appr" under Rule 61G20.3. The nishulacturei shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for wtdch this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are riot specifically addressed herein. ATLAS ROOFING CORPORATIONCREEKAsphaltShingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5678) ATL-174-02-01 ASTM D 3462 2009 PRI Constnrction Materials Udinologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Teduhologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100' 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster®30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough- Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with .a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161. Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM O 3462. Pro -Cut® Starter Strip ASTM D 3161. Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) therrnallyactivated, self-sealing sealant stripe that complies with ASTM D 3462. Prof AM"' Architectural ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D-3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462:- StormMaster® Slate ASTM D 3161. Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 Technical Services, LLC of any product char This evaluation report does not express nor specifically addressed herein. product approval under Rule 61G20=3.: The maMdadtt m shall notify CREEK or quality assurance changes throughout the duration for which this report Is valid; y warranty, installation, recommended use, or other product attributes that are not CREEK TECHNICALSERVICES. LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vdj: Tough - Master® 20 Basic Wind Speed (Vme): Deck ( HVHZ): Deck ( Non-HVHZ): Undedayment: Min. slope: Installation ( HVHZ); Installation ( Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSS existing construction.. In accordance with FBC requirements. 2: 12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12.• Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. W T- v NBU 12" • 4 1 12'---*- 12' - +-12" Figure 1. GlassMasterO 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) Nalls 12" ' • • 4 VW 1•--- 12---+y*--12" + 12---- Figure 2 GlassMaster4D 30 3 Tough -Master® 20 6 Nall Pattern ATL13002A . - - _ .._ FL 16305-R4 Page 3 of 9 This evaluation report is prtlMded for State of Florida product approval under Rule 61 G20-3. The manufacturer shag .nWy CREEK Technical Servloas, LLC of any product changes or quality assurance Changes ft ghoutthe ed eorotheronproduct whichattributes that an: loot This evaluation report does not express nor imply warranty, specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM*" Architectural Basic Wind Speed (%4: Basic Wind Speed (Vad): Deck (HVHZ): Deck (Non-HVHZ): Undertayment Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions, Shingles shall be attached using '6 Nail Pattem' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using etther'4 Nail Pattern' or'6 Nail Pattem'•detailed below. sx K 0 0 0 0 ca C' .O .G , 4 D 0 0 0 0 0 e. a ur Figure 3. ProLAMn` Architectural Shingle 4 Nail Pattern (non-HVHZ only) YO C M YwOi4Eetl uAe e/ wu- IMI r M ' v e • L71- Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL13002A FL16305-R4 Page4 tf) Thl&*6W0ation r6portls-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 vrananty. Installation. recommended use. or other product attributes that are not specifically addressed herein. 0'-CRE TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt shingles Pinnacle® Pristine & Basic Wind Speed (%w): Max. 194 mph StonmMaster® Shake Basic Wind Speed (Vem): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min: 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undedayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVfiZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installation (Non-HVHZ)a Installed with 6 in. exposure in accordance with FBC requirements and' manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or "6 Nail Pattern" detailed below. Figure 5. Pinnacle® Pristine and StormMasterOD Shake 4 Nail Pattern (Non-HVHZ only) r aaw am o00gq0000 00 000$0000 000I cLgoo 00o c coop ;oo t tW Figure 6. Pinnacle® Pristine and StormMasterb Shake 6 Nail Pattern ATL13002.4 _ _ FL 16305-R4 Page 5 of 9 Thls evaluation report is provided for Slate 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. O' CREEK TECHNICAL SERVICES, LLC StonmMasterS Slate Basic Wind Speed (VW: Basic Wind Speed (Vasa) Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min: slope: Installation (HVHZ): Installation (Non-HVHZ)*. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in., plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance.with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattem' or'6 Nail Pattern' detailed below. Figure 7. StorinMastef@ Slate 4 Nail Pattem Figure S. StortnMasterS Slate 6 Nail Pattern ATL19002.4 FL 16306-R4 -- _ Page 6 of 9 Thiii'eva Magiieport-is-provided for State of Florida product approval under Rule 61G20-3- The manufacturer shall notify CREEK TectWcal Services. LLC of any Product changes or quality assuranoe changes throughout the duration for which this report Is valid. This evaluation report does not express not imply warranty. installation. recommended use. or other Product attributes that are not spedlically addressed herein. 0-CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V,4: Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphaft Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in* plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. r t•vr wa +r .a i• fo•--F r • Figure 9. Pro -Cut® Starter Strip ATL13002.4 Fl- 1,6305-R4 Page 7 of 9 This evaluation report It 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 ATLAS ROOFING CORPORATION Asphalt Shingles Pro-Cutlfit Hip & Ridge Basic Wind Speed (V,j: Max. 194 mph Basic Wind Speed (Vow): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 1g/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 In, plywood or wood plank for new construction; Min. 7116 in: OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shell be away from the prevailing wind.; f.Y • t 12 ga.1-1/2" ring shank nail 12* 6' j I i r i Figure 10. Pro -Cut® Hip & Ridge A11.130OZ4 FL 16305-114 Page a of 9 Thti; dwiluation report Is provided for State of Florida product approval under Rule 61G20-3... The manufacturer shall notify CREEKTechnicalServices. LLC of any product changes or quality assurance changes ftwghout the duration for which this report is valid. This evaluation report does not express nor Imply warranty. Installation. rerwmmended'use, or other product attributes that are not specifically addressed herein. 0CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICALSERviCEs, LLC LIMITATIONS - - 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to AST1M D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50i Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tuft N Il fl No 74021 STATE OF 2015.06.2 912:55:48 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANES641 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. END OF REPORT ATL13002 4 FL 16305-R4 — tie g of g TMs evaluation report fs provided for State of Florida product approval under Rule 61G20-3. The manUfacturer shag notify CREEK Technical Services, LLC of any product changes or warranty. installation, tassurance changescededthroughoutthe attributes that are not n for which this report is valid. This evaluation report does not express nor Imply y. specifically addressed herein. CREEK Certif(coi`e of Auihorizafion No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODES?". EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-0267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507..e2.5, 1507.2..7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance. Wind Driven Rain REFERENCES Eaft Report Standard Y i PRConstruction Materials Technologies (TST5878) ATL7"2-01 ASTWD M61 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Conswctlon Materials Technologies (TST5878) ATL4)88.02-01 Rev 1 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRO Constriction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materiels Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRO Constriction Materials Technologies (TST5876) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM.D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1095 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL427-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3482 2009 PRI Constriction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) AT1,437-02-01 Rev 1 ASTM D 7168 2008d PRO Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM 0 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (T8T5878) ATL-151-02-01 ASTM D 3402 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM 0 3462 2009 ATL13002A F.L 16305-R4 . O-WIof 9 This evaiusuon report is PvWded:for State ofFlodda product h0WVal u&' ndRule81G20--: The manufacturer shall no* CREEK Technical Services, LLC of any.product changes or quality assurance changes throughout the duration for which this report 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 ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-165.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMastet@30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro-CuW Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed. Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Prol AMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462•. Oangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangertield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. FL of 9 This evaluation rd'o is provided for State of Florida product approval under RuleOIG20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality, assurance changes throughout the duration for which this report 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 INSTALLATION GlassMaster® 30 & Basic Wind Speed Nui): Tough -Master® 20 Basic Wind Speed (Vasd); Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2.12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 54nch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or'6 Nail Pattern' detailed below. 12" A. Stab 12' All 12' Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) Ste 12'-12- Figure 2. GlassMasterO 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 _ FL 16305-R4 __ _ P2lge,3 of 9 This evaluation report Is provkW for Statb of Florida prodUd approval under Rule 61G20-3. The manufacturer shall nobly CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warmnly, installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK• TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vasa): Deck (HVHZ): 1 L ATL13002-4 Deck•(Non-HVHZr Underlayment: Min: slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below.. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. • Shingles shall be attached using either *4 Nail Pattern* or'6 Nail Pattem' detailed below. aoAW 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 Figure 3. Prol-AM" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAIVITM Architectural Shingle 6 Nail Pattern 1 Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is vared. This evaluation report does not express not Imply warranty. installation. recommended use, or -other product attributes that are not specifically addressed herein. O'CRE TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ e): StonmMaster® Shake Basic Wind Speed (Vaqj): Deck (HVHZ): ATL Deck (Non-HVHZr Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 In. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposurein accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or '6 Nail Pattern' detailed below. Sri'. w,h aA M ItYr./ 00000 Qoc000c K Ll O O C3 O L, O r C. [=t I- r_7 r stjr Figure S. Pinnacle® Pristine and StorrnMaster® Shake 4 Nail Pattern (Non-HVHZ only) mar zoo IC3oo. g0000' Figure 6. Pinnacle® Pristine and StorrnMaster® Shake 6 Nail Pattern FL This evaluation report Is provided for State'df Florida product approval urider Rule 61.G20A The manufacturer. shag notify CREEK Techrdcal Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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 StormMaster® Slate Basic Wind Speed (Vw): Basic Wind Speed (Vwd)'. Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (NO"VHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Mai. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturees published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or '6 Nail Pattern' detailed below. Figure 7. StolrmMaster® Slate 4 Nail Pattern Figure 6. StormMaster® Slate 6 Nail Pattem ATL13002.4 FL 16305-114 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The rnanufaeturer"shag notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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, L.LC Pro -Cut:® Starter Strip Basic Wind Speed (Van): Basic Wind Speed (Vm); Deck (HVHZ): Deck (Non-HVHZ): Undertayment Min. slope: • • . Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min.. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min; 15132 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions: Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below.. Ir r1 r 1! w 41/r d{ dud s0 b : 6• . N'r=__________________ — Figure 8. Pro -Cut® Starter Strip 13007-4 .. _FL. 7 of This evaluaUon reporl'is,prgvWW'for.State &'Rorida product'appioUal under Rule 61G20-& The manufacturer shall no* SIC Technical Services, LLC-of eery product changes or quality assurance changes throughout the duration for which this report 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 Pro-CuND Hip & Ridge Basic Wind Speed (V,4: Basic Wind Speed (V,sd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): r— I 12 ga. 1-1/2" ring shank nail 12" i i 13002.4 Figure 10. Pro -Cut® Hip & Ridge FL ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min: 19/32 in. -plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure In accordance with RAS 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" a of This evaluation reportis•proviaea for state or rronoa proaucr apprvvm ul-I nu,c v,vcv w ..w -• ••-•••J Teordcal Servioes. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.. This evaluation report does not express nor'Imply warranty, installation. recommended use. or other product attributes that are not specifically addressed herein. ION EK ATLAS ROOFINGAsphalt Shi 9 es TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation.: 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and In accordance with FBC requirements.. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM 0 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to undedayment application. 6) • Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation cif the evaluated products shall comply with this report, the FBC,' and the manufacturers published application instructions. Where discrepances exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPUANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced ip the referenced documents submitted by the named manufacturer. 2015.06.2 Ws- 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANEWAI 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. ATL' 1 END OF REPORT FL 16305-R4 of lflcoua u a7Cu:;yv:N•wp-,+ww..,..o.yyr.,.,.......,,..,.--.. _-c-- .._-.-_- -- -- - p - lttaCa re notnkeveluftlbn'fepOA doEs ruA°• eess rtQ.lmply>+rartar!hG Ir llatior% regptrnrt i>~e.;ar other', ud:atbitiiges specifically addressed heriin. 1 Florida Building Code Online Uncker Page 1 of 1 f RegulationiBusiness & Professional F pp pad eaS Ho I Log in I user ee/l9tratlon I 'Hoc TOPICSI Stmmt surdarpe I trees a Factc I Puhltkatlons I Fee Stag I ea5 See l+ao l urtlo I seardl I B P.gSgene Product Approval usEa: Public Use Regulation Search Criteria Refine Search Code Version 2014 FLR 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL M. IM Manufacturer A Validated By SAW ktS216-R2 Revislon InterWrap, Inc. John W. Knezevlch, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments Apptogb: eP0.C1a . arNtr' Caomit La :: AM jj ^almdoi CI.•A. T5fliwa -- a ammigne -1,2, The State of FbrWa Is an AAMO CmDIOYvr......:reht 1i G "Qji•4an ;,t :: gppp :: LS Ot :: fl>0.9eie under FbrWe law. anal a00ness" are publk -eam . u you do not wart your e.mal ad drm roused in respome to a prblk-recoeds repue34 do not zeeelectronicmaptolhaeliaty. Iratrad, ooroact the *dose by phone or by traditional rra% Ir you have arty ratrostlma, pleaw mWQ 850.4Q7.1795. •P,•91ars tosection4SS.275(1), Florida Ststubes, GMIWwa oaobc 1. 2012, koreees hm sed under Chapter 4SS. F.S. must provW0 the D"MMm with an anal address rWCOMMjakdonwiththe0oaetseo. However OW address" are pub0c retard. V you do not wish totheyhaveone. The erralft pnovWed may be used tar o10C supply a personal addre, please pnovbe the oaparunent with an emo aladdressrNlkhn be made ava"ble to the pubilt To detan W if you are a IaxrrsG under ssChapter 455. P.S., pimn dldr hOm: Frodua Approval Accept: CrcdilA' FE https:// www.floridabuilding.org/pr/pi app_lst.asPx 7/20/2015 Florida Building Code Online Page 1 of 2 f Su3sin'e's's'i ProfessionalRegulation qp pppy d ads Home I Loo in I user Ra•axratba I Ha Toga I saemu suiOrrpe I Smts a Fam I Aibamuom I Facsari I SM site Hop I uma I Snrctt I Bus nes si I ProduccApproval Protes a wbac user ftw Regulation. oeiw; FL p PL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 SSI) 574-2939 mtupas®Interwrap.com Authorized Signature Eduardo Lozano elozanoljlnterwrap.cem Technical Representative Eduardo Lozano Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 776) 945-2891 elozano@interwrap.00m 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 I Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/201S Validated By John W. Knezevich, PE 2 Validation Checklist - Hardeopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1.507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app dd.aspx?param=w('EVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/201S S4ri%j"4 of Products PL Model, Number or Name I Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments _ Limits of use - Installation Instructions . F I S216 R2 It 2015 04 FINAL ER INTERWRAP RMINORODF FL15216- Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressures N/A other. See ER Section 5 for Urnits of Use. R2.edf Verified By: Robert Nleminen PE-S9166 Created by Independent Third Party: Yes Evaluation Report&. . iM t' 52 it A2 A5 2019 04 ANAL- ER 1NfERWILnP 0tHt1NOR66F`#L1521b- B2.t3dt Created by Independent Third Party: Yes _ SR. Naaree ^ Tadaln.: -•• u V aaeRefund 9MMMIt orrew HSMa7-1a24 The State of Ronda Is an WWO emPbKr. .. kaw under Rafts law. ema0 addresses an public reaardL IT You do not want your &man address released In response to a pubactecords ne0uest. do relit sendelaetronkmalltotiltsenMy. hate", Canto¢ tiro otnca by phana Of" tradtUanel man. It you have arty auesUOM please Gonad 950.4:Y7.1395. QpaP * to Seaton 455.275(I). Ronda StaWb % alfedWo odober 1, 2012. acansees Acenghd under Captor 455, F.S. must provide the 0"An nent with an 0601149*055 Irth" hsve ore. The emaas poked rnay'basaad for oRldal aoearnN KI01 aah tine kante6 H M'auer ema9 4009000e3 are public record. If you do not wish tosupplyapersonaladdrtempleaseprovidebliCOAMiftw1Waneloa0 &WjWA wean Can oa .R1, e'Oeanable as tlta9ubp- To determine U you are a Wense , undertTepot.4Sj'FS. pie diskQom+ Product Approval AacepM Wa®o C Cdit ;v i SAFE https://www.floridabuilding.org/pr/pr app dd.aspx?param=wGEVXQwtDgv3yWKJZIQ... 7/20/2015 Q0TWN1.TY'JERD' EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate 4Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, Cr 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Iriterwrap, Inc. Evaluation Report 140S10.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been'reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5 h Edition (2014) Florida Building Code sections -noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPUANCE: 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. Aw4ERnSEMENr: 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. lliimcnow Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: - Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE19a3 The 4odm4 sW at pnft teas wthmRnd by Robert wnmaen Pi. on 04/2 MIS: V6 don mt sow as an ebawtda0tr etned doamtem. Stood. sealed hardoapb hoe been tnmsmtmed to this Ptod=APwevat Admedaraw ud to tM named diem CUMACAnON OF INDOVXI) ICE: 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. Unity[ ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have not 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. f TTR-INITYIERD 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 1S07.23,150753, T1507.8, unrolling, Breaking Strength, Pliability, toss ASTM D226 2006 1507.8.3,1507.93,1507.95 on Heating 1S07.23,1507.5.3,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (T5T1509) Physical Properties 300539395COQ-006 20/27/2011 ITS(TST1509) Physical Properties 10OS393950DQ7002 10/27/2011 ITS (rSr1509) Physical Properties 100539395CDQ-006 03/24/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 Rhlnoltoof 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. RhlnoRoof Underlayment is available in 42-inch wide rolls, and can be produced in.various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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 5.3 5.4 5.5 This Evaluation Report is not for use in the HVHZ. 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 RhinoRoof Underayments 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. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAatE 1: Root: CovER OPnom Underlayment Asphalt Shingles Nail -On Tile roam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No No Yes Yes No _ 5.6 Exposure Limitations: 5.6.1 Rhinoltoof Undedayment 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 Umltations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, Type I or It or D4869, Type It underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Cerdlicate of Authorization 09503 Evaluation Report 14OS10.02AI-RZ R I S21642 Revision 2: 04/27/201S Page 2 of 3 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. any dust and debris prior to application. g ; RhinoRoof IQA: 6.4.1 Fasteners: Q0TRINITYIERD Sweep the substrate thoroughly to remove 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 flours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVH2 nails & 1-5/e diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sni fe Laver:.Rod SI6De > 4:12i End (vertical) laps shall be minimum 64nches 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 certaln-conditlons. 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 underayment 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 2 0to[ffnooe <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 61620-3 QA requirements. 9. QUALITY ASSURANcE ENTRY: Intertek Testing Services NA Inc-E"arnock Hersey — QUA1673; (604) S20.3321 END OF EVAWATION REPORT - Exterhr Research and Def n, U.C. Evaluation Report 140S10A2.12-R2 Cenpoote ojAudwrizodon MOW Fi15216-RI Revision 2, 04/27/201S Page 3 of 3 QOTRINITYJERD EXTERIOR RESEARCH & DESIGN, U.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, Cr 06478 PHONE: (203) 262-9245 FAX: Q03) 262-9243 EVALUATION REPORT _ Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way ' FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 614320-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"t Edition (2014) Florida Building Code sections noted herein. DEscpjpnoN: RhinoRoof Underiayments LABEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED WMPUANCE: 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. TrinitVI ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robertl.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 ne faodrtAe goal oppeadta era audwited be Raban Ipaminen, PE.an DIM/101L Thb don not twee n an elecaoNoOr owned dt 1 rrL 94ned, coded Aardcoom here been bommi led to the Product AWwal Admkhbww and to the named dent CM Fltanan OF INDEKNDENCE: 1. TrinitylERD does not have, nor does It intend to acquire or will It acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither 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. QOtRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing - Sub-Cmegory: Underayment Compliance Statement: RhinoRoof Undedayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Rodda Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Umltations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1S07.23,1507.53, 71507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1S0793,150795 on Heating 1S07.23,1507S3,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 200S 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: EntityExamination Reference, PAW ITS (T5T1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (MIS09) Physical Properties 100539395COQ-002 10/27/20U ITS (TST1S09) 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•mukilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM 0226, Type I or Type II felt or D4869 Type 11 felt RhinoRoof Underlayment is available In 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERO 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. 5.2 This Evaluation Report is not for use in the HVHL 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 S.4 RhinoRoof Undedayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. if not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. S.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAeiE,l: RooF Covat GPnOrtf .. Underlayrnertt Asphalt Shingles Nall -On The Foam -On Tile Metal Wood Shakes 6 shhlgles Slate or Simulated slate ' Rhn' RFloU20IYesNojNaYesYesNo5. 6 Exposure Limitations: 5. 6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTAUA71ON: 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc published installation instructions subject to the Utnitations set forth In Section 5 herein and the specifics noted below. 6. 2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation Insmcdons and the requirements for ASTM D226, Type I or II or 04869, Type 11 undedayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140S10.02.12-R2 Cea* oreOfAuthorizotion #%03 RL SU"2 Revision 2: 04/27/201S Page 2 of 3 QOTRINITYIERD 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. fARhInoRoof U20-: 6. 4.1Fasteners: 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-SIn'ale 1 a4 n'Roof Sldoe> 432: End ( vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. 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 Qoubl .laver 1+2'<RaofSboe<A: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 property evaluate the installation of this product 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QuAL y ASSURANCE ENTRY: Intertek Testing Services NA Inc-ETL/Wamock Hersey — QUA1673; (604) S20-3321 ENO OF EVALUATION REPORT - Exterior Research and Design. U.C.Evaluation Report 140510.02.12-It2 FULS216R2 Certljkote Qf Authorhotlon M03 Revision 104/27/2015 Page 3 of 3 41 1 02111/2015 13:41 UO P.0021004 i IMIAMI-DADS COVNTY PRODUCT CONTROL 8WnON DEPARTMENT OF RE0111.4 DORY AND ECONOMIC RRSOURCES MR) I ISO SW 2ti sueet, 040m 208 BOARD AND CODE ADMINIBTAATION DIVMON Minas, Florida 33175.U74 T NOTICE OF ACCEPTANCE (NOA) 31S-2S90F(es);Isss99 SOat6eastern Metals Manufacturing Company, Inc. 111901 Industry Drive Jacksonville, AFL 3221$ SCOPE: Ilia NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentationsubmittedhasbeenreviewedandacceptedbyMiami -Dade Co umyRER .Product Control Section to be usedinMiamiDadeCountyandothercrestwhereallowedbytheAuthorityhavingjurisdiction (AHI). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County product Control Section inMiamiDadeCounty) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this productormaterialtestedforqualityassurancepurposes. If this product or material falls to perform in the accepted manner, the manufacturer will Incur the expense of such testing and the AHJ nay immediately revoke, modify, or suspendtheuseofsuchproductormaterialwithintheirjurisdiction. RER reserves the right to revoke this acceptance, ifitIsdeterminedbyMiami -Dade County product Control Section that this product or material fails to meet the requirementsoftheapplicablebuildingcode. This product is approved as described herein. and has been designed to comply with the Florida Building Code includingtheHighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRUTION: Weather Vent I." KLING: Each unit shall bear a permanent label with the manufacturers name or logo. city, state and following statement: "Miami -Dade County Product Control Approved% unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and them has been no change intheapplicablebuildingcodenegativelyaffectingtheperf"Mance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materiels, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, forsalsa, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section ofthisNOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County. Florida, and followed by the expirationdatemaybedisplayedinadvertisingliterature. If any portion of the NOA is displayed. then it shall be done initsentirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or Its distributors and shallbeavailableforinspectionatthejobsiteattherequestoftheBuildingOfficial. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. C011ao. R.A. NOA No.: MOO14.02 Expiration Date: OWIS/19 Approval Date: OW3/14 Page I of 3 0211112015 13:42 M P.0031004 lu 1 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABRUM BY APPLICANT: nufaaduredby Teat Product Anplicant Dimemioni SnsciAcatlons DestriQElPS Weather Vert Vent: 4- lei" x 19" x 46' TAS 100 Galvanized metal roof vent Deck Flame: 24" x 524 Thicknets: 0.0217 inch:- - MANUFACTURIIVG LOCATION 1. Jacksonville, FL LVi1 ZNCB SUBMIT= i Affency Tat I Teat Nam*M4Oor< M Asphalt Technologies, Inc. TAS 100 SEE-002-02-01 ICC-ES AC132 SEM-027.02-01 APPROVED APPLICATIONS: Deck Type: Wood Date 08/14/03 01/07/14 Deck Deawription. 11/3i" or greater, plywood or wood plank - _ _ _ _ _ .. - - - _ - - - - • - . - - - -- _ - -- - System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3%" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Bush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-VA" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of IS nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square Inches. NOA No.: 134814.00 Expiration Data. 04/1S/19 Approval Date: 01l13/14 Page 2 of 3 I 0211112015 13:43 f AX) P.004/004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. Z. Weather Vent shall comply with the manufacturees current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Wearier Vent shall not be installed on roof mean heights greater than 33 feet S. All produce listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo. city, state, and following slatement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Exoratien Date: 04/15/19 Approval Date: 01R3114 Page 3 of 3 Florida Building Code Online,'U55 Page 1 of 3 S(UC: m(anenS Business a 60S max I too m I use. Reoleaauon •I Hoc Tows I SuoMt Sun7u,pe I sues a FaC, i PumlaUm I FaC e ( ass sna reap I tbua I Seance IFbdda.Omnud .. bus ries Product ApP.o„a, Proessi al weacuser Regulation ftyyutt AeerwN Neeu > _ _.... _- > AorAlaUon list > Apprlwtlon OetaO FL FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by OBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MlTek Industries, Inc. Address/Phone/Email 14S15 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-S746 314) 851-7480 Ext7480 dwert@mil.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Emall 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) SSI-7480 dwert@m0.com Quality Assurance Representative David Wert Address/ Phone%Ernall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Calory Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation EntityComplianceMethod Evaluation Entity ICC Evaluation Service, tLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence k2lil RS 601 beitmcate of inde ndenoe for Eveluatfon.odf Referenced Standard and Year (of Standard) ¢tandard X= ANSI/ TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/car/pr app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 Credit SA'F"E https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from !CCES ESR-1311, Revised November 2011 INSTALLATION All truss plates. are pressed into the wood for the full. depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that -use partial embedment followed by full -embedment rollers, or combinations of partial: embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report F-Q"-IQ I I Reissued June 2015 This report is subject to renewal June 2017. WwwJcc-es.orst ( (800) 423-6587 I (562) 699-0543 A Subsidiary of the Intemational Code Council - DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mill 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HSI 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 International Building Code° (IBC) i' 2012, 2009. 2006 International Residential Code® (IRC) Ia: 2013 Abu Dhabi International Building Code (ADIBC)t rThe ADIBC is based on the 2009113C. 2009 IBC code seeUons referenced in this report are the same setiions in the AMC: Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M46 and MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 inch total thickness (146 mm)). ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates..The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1 t/44nch (31.7 mot) multiples. See Figure 1 of this report for details. 3.2 MiTee M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch IIA mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS*": Models M-20 HS, Mil 20 HS, and MT20HST1e metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module isseparatedbya0;25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic- platen embedment presses, are not to be construed as representing outheties or any other attributes no speeYleally addreme nay are they to be consrnrcd j as an e d rsemint Reports or !m as as an endorsement of the subject of the report a' o reeommendorlon joy Its use ]Kere !t m warrantyby rQC Elnluvrton Service. U.C. upsets Pled to any finding or other matter In rhts report or a to any product covered by the roptvt Page 1 of 5 Copyright 0 2016 ESR-1311 ( Most Widely ACoe "Ted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fa-4arch 0.5 . 176 121 137 126 Hem -fir - 0.43 119 64 102 98 Spruce -pine -fa 6.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mill 20 Douglas fir-4aich 0.5 220 195 180 190 Hem -fir 0.43 185.. 148 129 145 Spruce -pine -fir 0.42 197' 144 _ 143 137 Southern pine 0:55 _ 249 190 184 - 200 _ M-20 HS, MII 20 HS and MT30HS Douglas fir -larch 0.5 165 146 135 143 Hem fir 6.43 139 .. 111 97 109 _ S ruoe-pine4r 0.42 1" 108 107 103 Southern pine 0.55 187 143 138 150 _ For SI: llbfat` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load. wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE - Plate parallel to load, wood grain perpendicular to load EE = Ptate•perperldiculer to load, wood grain perpendicular to load3AIItruss•plehes late pressed;into Itiewood for the full depth of r.teeth by hydraulic -platen embedment presses. multiple roller presses thatusepartialembedmentfollowedbyfull-erribedmerd rollers, or corribinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AMC) Mll 26 M-20 HS, Mil 20HS ANO MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency PoundslinchlPair of Connector Plates Efficiency PoundsllnehlPalF of Connector Peres Tension Values in Accordance Wth Seclion'6A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 Tension @ 900 0.70 0.36 2012 1013 0.50 0.47 880 820 0.69 0.48 1505 1219 Tension Values in Aoocrdanoewlth TPI-1 with a Oeinetion (see Section 5.4.9 (a)) Maldmum diet Section Occurs over the Joaitz 1945 0.62 1091 0.67 1716. Tension Q 0° 0.6tiLL Tension @ W 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ (r Shear @ 30° Shear @ 601 Shear @ 90° Shear @ 1200 Shear @ 150° 0.54 0.61 0.73 0.55 0.48. 0:35. 1041 1173 1402 1055 . 914 672 0.49 0.63 .. 0.79 0.55 0.42 0.40 674 738 936 645 490 544 0.43 0.61 0.67 OA5 0.34 0.3 761 1085 1184 792 608 537 For SI: 1 Ibrrnch = 0.175 Nimm, lincn = zs.4 nun. NOTES: Minimum Net Section -A tine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this line passes through a line of holes. 2MaA iirii Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this fine passes through a section of the plate with no holes. ESR4311 I Most Widely Acre ted and Trusted Page 5 of 5 0.12V 0.26? 0 5W O wr 32nun 64mm 127inm 93mm 0.00 106 000 goo .000 o00 0 0. 0000000 J a Goo 00a OGo 000 00o 00o goo 000 000 M-20 HS, MII 20 HS, MT20HS FIGURE t APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES on Inches) (Continued) IMES Evaluation Report tZiK-11s1i ro%, ouppicillall, Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the Intemadonal Code Council® DIVISION: 06 00 00 WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS"e 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16. Mll 16. M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, Mil 16. M-20, Mil 20. M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014.at4'201b. rida.Bulld ' Code —Res den0al, provided the design and installation are in accordance with the e revisions noted in the:master report. Intemadonal'$uildipg CoQe; tIBC).p . , Use of the MiTeO Truss Connector Plates M-16, MII 16. M-20, MII 20. M-20 HS, Mil 20 HS, and MT20HS1e has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the cede official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. C-M EwhiWton Repora are rot to be cow(rued as rep2unring acthcRa or any other atulbutei Prot spedlficalfy add me4 nor are dxy ro be c*wfnwdasanendorsdmentofthesubjectofthereportorareeommemdotlonjaritsus&.7Here is rta trarraaty by 'CC Evaluation Servke. LLC erprm or imp/kd m _ to any jlnding or mher motto in this report. or as to alip pr&*wt cawmed by the report . Page 1 of 1 CopyrightO 2095 ICC-ES Evaluation Report ` Qr` I Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 CO -WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com. EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST1A 1.0 EVALUATION SCOPE Compliance with the following codes: 0. 2012, 2009, 2006 international Building Code® (IBC) 2012. 2009, 2006 international Residential Code® (IRC) 6'.2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 I8C code seciians tetemnwd in this report are the same sections In'the AMC: Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M.16 and MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek° M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) • and having a base -metal thickness of Q.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, OAS inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (r1A mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, Mil 20 HS, and MT2OHS"': Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60. high -strength low -alloy steel with improved fornabirity (HSLAS-F), with a G60 galvanization coating0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25. inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, be cansirued ICC-ES Evaluation Reports arc not to be tonsrraed as represeatlng avthetitx or any other atW aao, not CC EvaaHy on Swric nor are they ar as an endorsement of the sub/ett oJthe report or a necnmmendation for its sae. "ten it ro "ananry by 1CC fi°alemuon Buries, LLC. erptess PI m to anyJinding or other manes in this tepon, or as io any prodad covered by she report p8ye 1 of E Copydpht m 2015 ESR4311 I Mosf INde/y Aooepted'end Tntsted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/10PLATE) LUMBER SPECIES SG AA EA._ AE EE M_ -16 AND MI116 Douglas fir-4arch 0.5 176.. _ 121 137 126 Hem -fir 0:43 119 64 102 98 Spruce -pine -fir 0.42 _ 127 82 75 10T Southern_ pine 0.55. _ 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 _ 195. 180 190 Hem -fir 0.43 185 148 129. 145 Spruce -pine -fir 6.42 197 144 143 137 Southern pine. 0.55 249 190 184 _ 200 M-20 HS, Mill 20 HS and M_T20HS. D43ouglasfir -larch 0.5 146 135 109 Hem -fir 0.43 111 97109Spruce-pine-fir 0.42 ffl 108 107 103 . Southern pine 0.65 143 138 150 For SI: 11b/in` = 6.9 kPa. NOTES: Tooth holding units - psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values. plates must be Installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load. wood gram parallel to load AE = Plate parallel to load, wood grain perpendicular to badEE = Plate perpendicular to load. wood.gram perpendicular to load . AN truss pta* are pressed ipt0 the -wood for the full depth of their teeth by hydrauliaplaten embedment presses. multiple roller presses thatanddreuficplatenpresses use partial embedment followed by ftidi4mbedmenl rollers, or combinations of partial emlftent toiler ssespreby that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M- 16 AND Mill 16 M 20 AN O Mil 20 M-20 HS, Mill 20HS AND MT20HS Efficiency POundsnnchfPalr of Connector Peres Efficiency PoundstinchlPalr of Connector Plates Efficiency Pounds/inchikir of Connector Plates Tension Values in Accordanoe with Section 5.4.42 of TPI-1 ( Minimum Net Section over the Joint)' ctiTension @ o° 0.70 2012 b.50 880 0.59 1505 Tension @ 901 . 0.36 1013 0.47 820 0A8 1219 Tension Values in Accordance with TPI-1 with a deviation [see Section 5.4.9 (e)] MaxtaiuinNet.Sec Lion Occurs over the JOhe Tension @ 00 0.68 1945 0.62 1091 75.67 1716 Tension @ 90° 0.30 849 0.48 $41 0.52 1321 Shear Values _ Shear @ 00 0.54 0. 61 0. 73 0. 55 0. 48 . .. 0. 35 1Q41 1173 1402 1055 914 672 0. 49, _ 0. 63 0. 79 0. 56 0. 42 0. 46 574 738 936 645 490 544 0. 43 761 0. 61 1085 0. 67 1184 0. 45 792 0. 34 608 . 53T Shear @ W Shear @ 60° hear @ 900 Shear 1206 Shear @ 1500 For SI: 1 Ib/inch = 0.175 Nlmm. 1 inch = 25.4 mm. NOTES: MinimumNet Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this litre passes through a line of holes. 2Mapmum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 1 Most Widely Accepted and Trusted Page 6 of 5 _ _ _ _ _. 0.12V 0 2W 0.! W 0.9.Y' ' 3,2 mmm a A MM 122 7.MM 9+3'mm a0a hod 000 Boo 00o 0.00 o1=tl000 000 000 J o0a 000 000 000 D00 000 IQ .i11000 00o 000 M--20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00--WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 v,Lrww.mil.com EVALUATION SUBJECT: MiTeleTRUSS CONNECTOR PLATES: MAC Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wee Truss Connector Plates M-16, MII 16. M-20, MII20. M-20 HS, MII 20 HS, and MT201-11S11e, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliano with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building tti : 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The m Tek®Truss Connector Plates M-16. Mil 16. M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM', described in Beduin 2.01t' 'jh.1.0 of the master Oaldation report ESR431'1-CoMPIy with the 2014 and 2010 Florida Building Code —Building and itte'2014 and.2010,Fl id 1 Bu11diiug a entral, Provided the design and installation are in acxonianoe with the Intematl¢nal Building Coals ,{IBC) provisioi stdied'•ia the master report Use of the MTeko Truss Connector Plates M-16, Mil 16. M-20, Mil 20, M-20 HS, Milt 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Flodda Building Code —Residential. For prodiic_ts'•faling-uride flbdda Rule 9N 3, vedficatiOA tt #t-the,fe ort•holdi s quality1aspssu,.mn0edions being concluded rogram is;@udited die qualtfy;asutar Qe,:eljfdY aPPmved by the: Florida 8uitdingommissfon for the typresprns-ibiltty,cf;aR: u pproyed wdlidabon enttty (or the •code. dWdal when .Qte report. holder ¢oeS not possess an aPPro...... the Commission): This supplement expires concurrently with the master report, reissued in June 2015. ICC.&S Ewluatlon Reports oft not to be eoastrued as rep -endng oest/telic, or any other attributes not specifically add-ned. nor are they to be eonsnued man endorsement of the subject of the report or a recommendation for Its me. There Is no Wo ronry by ICC E-1-tion S—Ice. L.C. espress or Implied as — to airy finding or other molter In this report or as to city product covered by the mport page 1 or 1 Copyright O 2015 ICC-ES Evaluation Report tart" 1s, I Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es-org 1 (800) 423-6587 I (562) 699-0643 A Subsidiary of the mternapona was c.ourlc DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mil.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: il 2012. 2009. 20061ntemational Building Code® (IBC) 2012. 2009. 2006 international Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADISC Is based on the 2009 lac..200918C code sections referenced in this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MITee M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25A mm) width increments, up to 12 inches (305 mm). and lengthwise in 1'144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek° M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 Inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and foamed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (6.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS. Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3144nch-by-l4nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots. OA5 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch wide (6.4 mm) strip of unpunched steel. The transverse ontedines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for detalls. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC_a EvahaHon Reports ore not to be construed as rep esenring oudhetles or any other onrlbmes not rpeetrwany oddrened nor ore they % construed as an endorsement of ibe subJeel ofthe rcpori or o recommadmlon jot Its ure. H ere it no war miy by 1CC Evoluodon Servkre Ur. arp = no == to ony find/ng or other matter In this mpor6 or as to any product covemd by the report Page 1 of 6 Copyright 0 2015 Page 3 of 5 ESR-1311. I_ Most Widely Accepted and Trusted TABLE 1 ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibfin=/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MIl 76 las fir-tarc_h 0.5 176 121 137 102 126 so 41r 0.43 119 64 82 TS 107 ce-pine-fir 0.42 127 126 147 122 hem pine 0.55 174 - _ M-20 and MII 20 Pas fir -larch 0 5 220 ' 195 180 129 190 145 du . _ 0.43 _ 185 _ 148 143 - 137 Ce-pine•fa 0.42 197 _ 144 184 200 hem pine 0.55 249. 190 M-20 HS, Mil 20 HS and MT2OHS" las fir -larch9. 0.5 165 146 135 97 143 .. 109 I r 0.43 139 111 108 107 1 Ice-pinedu 0.42 148 143 138 150 them pine 0.55 187 For SI: 1WO = 6.9 kPa. NOTES: Tooth holding units =psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parotid to load, wood grain parallel to load EA - Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to loadEEaPlatepeipSnd_tckW,to.Wd. wood grain perpendicular to load 2A0 truss plates are pied into f w wood thforthefulldepthof eir teeth by hydraunc platen embedment presses. multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roger presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TeRLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For SI: 1 Ibnnch = 0.175 Wmm, 1 tncn - za.4 mm. NOTES: s tooth pattern with the minimum amount of steel for a specified orientation. For these plates, Minimum Net Section -A line through the plate' this fine passes through a line of holes. 2Maximtm Net Sedlori - A fine through the plate's tooth pattern with the maximum amount of steel for a specified orientation. or se plates, this line passes through a section of the plate with no holes. Page S of b ESR-1311 .I Most Widefy_Acoepfed and.Ttysted 0,128• 0.2Mr O-AW 0 38V 3.2mm (<'Imm 127mm 11 --%- 9l3mm n-j. 000 00o a ooa..a0a aoo . o0ago 0 J, 1 . 00 00o 0°° uoa o00 000 A ooa aoo ago M- 20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE OImENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om ry of the International Code Council® 1 (800) 423-6587 ( (562) 699-0543 A Subsidia DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www mii.com EVALUATION SUBJECT: MiTeIeTRUSS CONNECTOR PLATES: M46, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, MII 16, M•20, Mil20, M-20 HS, MII 20 HS, and MT20HSDA, recognized in ICC-ES master report ESR4311, have also been evaluated for compliance with the cedes noted below, Applicable code editions: 6 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT2 h the 2014 and 20io dda:6 described 2.O:through 7.0 of the: Maslen.evalu oa-(eport,ESR-131.1:.COrovldedtthe design and nstallatio are in accordance with the and the 2D14 aria 20. Fkwfd, BuAd ng. Code— ?? a p Intematfonal•BiiAg CoafeNIBC) Pr°vislonS'noted in.the'master report. Use of the MTek®Truss Connector Plates M-16. Mil 16, M-20. Mil 20, M-20 HS, Mil 20 HS, and MT20HS u has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. Forprotiuds.611 rtg under Florida. Rule 9N-3. vedficatian that the report holder's quality assurance program. is,audlted :by a ce;e the Florida Btt(lding.Commission for the type of irispecUrons being, conducted is•thequalityass4rYaFP>roved :by.. , resppnsib t of an appio ed- validation entity'(or the code. official when the .fepod holder does not possess, an: approval bY. the Commisslonj.. This supplement expires concurrently with the master report. reissued in June 2015. 1CC-ES Lvalumlon Reports a"" 1101 to comtnhed at rcpresenir^S oesthetar ar ony other anributas not spec offy addrrssed, nor are they tom construed • as on endorsement of the SuNect of the ""Pori or o reeommehdatlon jor Itt ate: There /t no Warranty by 140C fvoheodon Surta. lldC, p Id to any finding or other natter In this rePOM or at to any product copered by the ""Part. pw 1 ar 1 copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.or4 ((800) 423-6587 1 (562) 699-0543 A Subsidiary of the lntemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mill 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 International Building Code® (IBC) OR 2012. 2009. 2006 International Residential Code® (IRC) 2013 Abu Dhabi international Building Code (ADIBC)r The ADIBC is based on the 200918C. 20o9 IBC code sections teereneed in this repcd we the same sections in the A018C. Property evaluated: Structural 2.0 USES MTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeO M46 and M1116: Model MA6 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness 0.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch long, and there are 4.8 teeth per square inch 0.0074 eethpersquare millimeter) of plate area. Plates are available in 1-inch (25A min) width increments, up to 12 inches (305 mm). and lengthwise in 1144nch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0,013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek° M-20 HS, Mill 20 HS, and MT20HSne: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60, high -strength. low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 Inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 9/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are* stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0:125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254neh-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -a evoluatton Repam are not to be construed as representtng aesthetics or airy other attrlbmu not spxlfunlly addressed nor are they to be emtrtnrcdosenendorsentmofthesubjecloJthereportOroreeommendationnj f- Mei no warranty by ICC Evaluation Service, I LC espre*s or fmplk4 at A to anyfinding or other matter In this report or as to my produce Page 1 of 5 C WdgM m 201 S SR-1311 1 Most IMdel LUMBER S ias fir -larch i pine fir -larch Page. Dted and Trusted ES, TA8Hy1—Uu LADTENEMBDMENT3 ( blpIPLATE) SG AA EA AE _ EE M-16 AND Mil 16 0.5. 178 121 137 126 0.43 119 '64 102 98 0.42 127 82 75 107 174 126." 147 122 M-20 and Mil 20 0.5 p - 195 - 180 190 0.43 185 148 1 145 1440.42 197 - 143 137 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS 0.5 165 1, 111 0:43 gg143139109 148 108 103042 1871430.55 - 150 Of For.Sl: l lbfm2 = 6.9 kPa. Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values. plates must be installed on opposite sides of Joint. 2AA = Plate parallel to load, wood grain parallel to loadFA = Plate perpendicular to load, wood grain Parallel to loadAE = Plate parallel to load. wood grain perpendicular to load t = p18 p 'rpendicutatlo load. w0od•gratn perp?nd' to load AO'tnai plates am Into the wood icr:the full depth Of then teelll by hydiaulio platen ernbedment.presses, multiple roper presses that use nisi: partiet es ament foflowerf by tu0.ernbedmeM rolleis. or. ot;mMations of partial embedment rallel presses. and •hydraulk-platen Presses that feed trusses into a stationary finish roller press. TABLE 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M- 16 AND MII 16 M- 20 AND MII 20 'M-20 HS, MH 2OHS AND IYM0HS PROPERTY - PoundslinchlPair FORCE Efficiency PoundslinchlPalr Efficiency Poun oEfficiency of Connector DIRECTION of Connector of Connector r i Plates Plates Tension Values in Acew. lance with Section 5.4.4.2 of TPI-1 (Minimum el SectionDueates ro 9111oar1505 Tension ® 06 O70 2012 0.50Tension @ 90° 8 1013 0.47 820_ _. 0.48 1219 Tension Values in Accordance Hllh TPI-1 with a Deviation [see Section 5.4.9 (eM MaAmum.NetSectionOccursovertheJoiM217160.68 1945 0.62 1091 0 67 Tension 00 0.30 841 0. 52 0:481321Tension ® 90° Shear Values 0.49 574 —=431761- Shear 0° - 0.64 1041 0.63 7380.61 1173Shear®30° 0.79 936Shear @ 60° 013 1402 645Shear @ 90° 0.55 1055 p35.. _914 490Shear 1200 0.48 Shear @ 150° 0.35 672 .. 0.48 For SI: 1 Ibfinch = 0.176 Nhnm, linch = 25.4 mm. NOTES: Minimum NetSection -A line through the plate's tooth pattern with the minimum amount of sleet for a specified orientation. For these this tine passes through a line of hole6 2Ma)df1 wh Net Simon - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation For these plates, this line passes through a section of the plate with no holes. Page 6 of 6 ESR4311 1 _Most Widely Accepted and Trusted a 12V .0.250' 0.e00' 32mm 6Amn 127mm A an 000 5-00 000 000 000 O0a 000 I J a00 000 000 1000 00a 000 1-1000 00a 0.00 0 geV 93tm M=20 HS, 120 HS, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MJTEK CONNECTOR PLATES (in Inches) (Continued) ICC-ES Evaluation Report tZlrc--I.3-1 1 ro.. %-XupNtvill"11. Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om I (800) 423-6587 I (562) 699-0543 ~A Subsidiary of the Intemationa/ Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, M1120, M-20 HS, Mlt 20 HS, AND MT20HS " 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16. Mil 16. M-20, Mil20. M-20 HS, Mil 20 HS, and MT20HS"e, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: i 2014 and 2010 Florida Building Code —Building in 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTFlodde ekeTrussConnectorPlatesM-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and M', described in Sections 2. 0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building andthe2014arid-2010 Florida Brifi*69: Code--Re1Wential; provided the design and installation are in accordance with the International 8uFt ng Code . (10C) provisions noted iri#%p.master report. Use of the MiTek®Truss Connector Plates M-16, MII 16. M-20, M1120, M-20 HS, MI120 HS, and MT20HS"' has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a qualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. lOGFS Evaluation Reports etc not to be eorrstnted ar reptcsenagr aesthetic, or any other attribute not speetcarly addressed. nor are they to be comaued asanendortenxntofthesubjectofthereportororeowmmendakonforIttuse. 77nwe it to ,rartamy by !CC Evaruotion Service. !1 G e*Pmt or trreplJe4 as _- to atWJindlna or other manor in this report or m to arty product corered by the report "" Page 1 of I copyright ® 2015 r Florida Building Code Online kAO Ce Page 1 of 2 RegulationR* U- Business& Professional ra W" Id acts tam w ( log to I User RegMrauon i "A Topers Submit surcharge 1 Stats a Facts Publications faC Start acts Ste Mao Links SeatCh Bus' i nes ProfessifAProduct Approval IuscR:PuW1cUS& Regulation eRmcmbn.> App110Hen o.an. FL s FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Emall 4710 28th Street N St. Petersburg, Fl- 33714 727) 4SS-0544 benmeng8eyahoo. com Authorized Signature Xianbin Meng benmeng8® yahoo.com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Emall Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer W Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida Ucense PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Oate 12/31/2018 Validated By Ted Berman, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Ucensed Professional Engineer or Architect Fl 4239R3 Eauly_ fl;WIL.odf https:// www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/201 S Florida Building Code Online Page 2 of 2 ` Product Approval Method Method 1 Option D Date Submitted 04/23/201S Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Surfthuiry of Products FL >x Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Clip System (For Use with Mechanical Units and 2' Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in MVM2: Yes F 142_39 R3 It Dwo.edf Approved for use outside NVN2:: Yes Verified By: Frank L Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the Gt 14239 R3 AF Eval_99 system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. eatr Conrad th :: 2" MM unrve. felons, ASO-0lh-ld24 The State of Florida b an ANEEO enV$4w. t...l.rwv Z0a7.2eita State of meta.:: :: :: Wind Strut under mom law, !mall addresses are putak records. U you do not want your e-tnall adarOs remised In respase to a pubnrrecards request do not Send oeara+c rise m tnb aaUtt• tatead, mrraet ae e'a tytone or a aaaaaaat mw. u you tiro am gw!sbons, phase corwad•eso.aa7.1295. 'Areanrrl m Sedlan 40 275tu. Flafda St+ hAM efradwa ambbtr 1.4012.ftwom Owned under Chapter ass. F.S. dust pn7dde the Department whh an erne address it tbar k Me ona..11re emEBs pavWed may ba 16ad for eAsaal eomeruraotldri wIM the eartiea. llawae ~addresses are pubet raeord. U yw do era fish to supply a pasmW addeess. please Orovtda am oepardbaq weh an ewe addrM whkh an be made svaeada to ttw publc To aetermne d you area tkasee undertStaota4ss. F.s` Olease dick b= Product Approval Accept,: 0®IN® Crc itSi=APE https://www.floridabuilding.org/pr/pr_app_dd.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, IN MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY ASSUMED TO ACT AT THE ' GEOKETIUC CENTER OFMECHANICALUNITY. Y. V MECHANICAL UNITMUST BE SQUARE OR RERANGUTAR. i NO IRREGULAR SHAPES. Z O r ma TYP.. Z). • HOST STRUCTURE MEG./ . BY OTHERS. SEE DESIG. SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT lus MIN•WEC,TIT, DESIGN NOTES: MECIANIGL UfaTHIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND TIME PER SEPARATE BUILDING CODE FOR VSE wITNIN AND OUTSIDE THE HIGH VELOCITY HURRICANI CERTIFICATION. 7YP. oswm IHNpiCATFD W TIE ACCONPANTWO DESIGN SGIEDULES. THE DESIGN CRITERIA MEIDIFIS ( M)(MtE0 R Atm SLCTId12f.f WIL ROa TD MpGNR A SECTION 2f.4.1 FOR /KTALLATMNf AT GRAD& (GCy), 0-10 WI1MD1 THE I TER Of SEE DESIGN 7CENSCHEDULEFOR GRAVITY ` MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CUPS. SEE DETAIL 1/3 A 2/3 L• Z FOR CUP INFORMATION. 3 TYP. i II X TYP. )•: S, ; I. r MAX K 2" MAX TYP, 1YP. TIE - DOWN ISOMETRIC CUP AND NppIEA 1 L• )•-0• ISOMETRIC PER CORNER WILL VARY PER CONNECTION TYPES C l4?I ON S1a2T 2 TIE - DOWN CLIP DIRECTIVE EXAMPLE TIRE FOL1DwING E71AMR! ILLUSTRATeS THE PYIOCIOUR! USED TO DETERMIx! TN! MAXIMUM ALLOWAK, ROOT•Tp INSTALLATION HEIGHT, N. All ANY GIVEIN MEg1ANTULLuRRTHATODNFORMSTOTHEDIMENSIONRESTRICTIONSAMDDl6IGNCRITERIALISTEDMOREIN. SEE SHEETS 1-S FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MlOAN1CAL UNIT WITH THE FOLLOWING OU EL)A. VUI1. 170 MPH, EXP06TINE 3 Ar TALL. AS' DEE L WIDE. t00 I[ (WEIGHT AS VERIFIED BY OTHERS) INSTALLED To"" PSI MIN CONCRETE WITH (1)•2' CLIP AT EACH CORNEA OF UNIT CTOTAL OF (A) LAPS) F+ KLTL•CUVNCC: PROCEDURB STV RESULT I DET!IIMIN! THE comxwnon TYreEASED ON The ON 51[ET ON ) THIS INSTALLATION IS INTENDED FOR A WO-170 MPN. EIODSUR!'r. THIS DESIGN DETERMINE WHICH DESIGN SC11lWlE iAtlP TO 16E CRITERIA MILRESM ODS 70 TAKE S EST FACE AREA a MEOAINICAL UNIT To Be INSUt1ED AB1Ur-16R' THIS UNIT MEIGHT a 1B' KEQUAL TO THE MAXIMUM ALLOWABLE "EIGHT O 1r. OreT7 PRODUCT APPROVAL ALLOWS THE UNIT TO OE 7MSTALLLD On Tor MAXIMUM LIMIT MEIGHf RESTRICTION Of AN A/C STAND TMA7 LS A MAXIMUM "- TALL ZPAN AICSTAND II UTnZ= IINELAAGCn=TD SiE TNA7 TN! STAND DOES N07 0=10 Ar FN NEW"' EA Ml MLOW DTHIS UNITMAYBEINSTALLEDATROOFHEIGHTSLESSSHAMOREQUAL7015R. UNIT MAY INSTALLED HEIGHTS EATER BLEINETHEALLOWABLEROOF•Tor MEIQHT a THE INSTALLATION S MTOP THANADDITIONALLY,"ANTHISFT SEE (1 T CM. THANWRANDMESSTHANf00R. SEE (-) ON YAK! S i0R THE NUM9UC71L VALUES OF THIS DESIGN EXAMPLE Y,— B%b OeSl6Ml VAI iAlM AA! I)N ACMIOANCE WITH AM 7.10 01NIM ZS B 27. THE MEIAIIS L6TED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT 10 BE INSTALLED ON A MAXDRIM ) W PALL AFC STAND (CERTIFICATION BY OTHERS) ON TOP a THE NEIGHITS LISTED W THE DESIGN SCHEDULES. GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED AND SMALL BE PABRICATM IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE A AS" 7-10. THIS PRODUCT MAY 2y s m j i W w Nid aI I goo BE USED WITHIN AND OUTSIDE TNT HIGH VELOCITY HUMICANE ZONE 2. NO 33.1pM IMMERSE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN Of THIS SYSTEM. DESIGNIS BASED, ON CLIENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST I.% Z REPORTS Pt[i BI BY TESTING EVALUATION LABORATORIES, ND ft APPROVAL BY THIS EMGINEEII SHALL BE INC.. y79 PERMITTED. A. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL MEU ONICALSPECIFICATIONS Q z Coto FORM TO SPECRCAT10N5 STATED MEIREIN. ALL Iola SPACE, 7ONIAGE, ETC) SMALL BE AS PER MANUFACTURER RECOWLYENDATIONS Z ^ AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. O S. FASTENERS TD BE •12 X Ti OR GREATER SAE WADE S UNLESS NOTED OTHERWISE TAPCONS REFERRED TO MEREIN SHALL BE ITN BUILDDH BRAND, CARBON STEEL ONLY. cc N IMSTALLEO TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR UIP IREA SELECLL FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION g za To 6. ALL Sli$ CUPS S4ALL BE ASIM A28) STEEL (GRADE D) WITH ry.D SI OR BETTER- Rig W O ALLSTEELMEMBERSSHALLBEPROTECTEDAGAINSTWRROSIONWITHANAPPROVEDGf0- RATED COATING n COAT OF AILS. ENAMEL OR OTHER APPROVED PROMCITON. REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL LONCRM SPECIFIED HEREIN 15 NOT TART OF THIS CERTIFICATION. AS A MINIMUDI. z M, y ALL CONCRETE SMALL BE STRUCTURAL CONCRETE A' HIM. TRIO( AND SMALL HAVE MIN0IUM ODMP1FSSIVE STRENGTH O 3000 PSI, UNLESS NOTED OTHE RWRE B. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL M04SERS FROM OISSIMIUA Z MATERIALS TO PREVENT ELECTROLYSIS. f. ELWMCAL WOLLVD, WHEN REQUIRED. TO Be DESIGNED B INSTALLED By OTMEIS. m 10. THE AOEQUACT or Am EXtSM4 STRUCTURE TO WITHSTAND SUMAIMPOSED LOADS SMALL q VEIOF[ED IR TIE OISflB OESTGM plp6S10MAl AIM K NOT, TNaWED IN al l I THISCEFMMATMN•G=" AS E)MESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDm. It. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPKHIC SITE FOR SITE WNDRIO•K DITFERBIIT fROM TIE CONDTRON$ DETAILED MERELP, A LICENSED ENGINEER 00 REGISTERED ARORTECT SHALL PREPARE SITE SPECIFIC DOQIPIENM FOR USE IN CONRINL7IDN WITH THIS OOC7MENT. 12. WATER-IMMINESS OF EXISTING MOST SUBSTRATE SMALL BE THE MULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SMALL ENSURE THAT ANY REMOVED OIL ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSIAILA .. ON a STRUCTURE PROPOSED HEREIN. THIS ENGINEER SMALL N07 BE RESPONSIBLE FOR ANY wATEIFR00FING OR LEAILA ISSUO WHICH MAY OCCUR AS RTI7R• TIGNTNESS SMALL BE 7N! FIRE RBFOINSIBILTIY OP 111E INSTALL CONTRACTOR 13. FOR AN EXPLANATION OF EXPOSURE CATEGWIB TWAT ACCOMPANY THE V.At WIND I SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7.10. N al 15- 078 a T zi 1 r mu i r CUPS m. I' CUPS 31 MAX' 3-;MAX To.H m. rMAX m.. ANCHOR SCHEDULE: 1" CLIPS sums?"It DRSC11PTTOM ITT W BUILDaTA.COM, CONCRETE. ZY.' FULL ER.CD TO 6• THICK MIM, CONCRETE. sw MiN. 3000 PSI PUN.) GE DISTANCE 3Y.' MDLEDGESACMGTOANY ADJACENT ANCHOR I)•* I4 SAE GRADE s ALUMIALUMIMIn: SHM METAL SCREW TO MDI. ALUMINUM, PROVIDE (S) T11.31 ,"I -76 PITCHES HIM. PAST MIN: ALUMINUM) THREAD PLANE STEEL: I)•016SAEGRADES 10.12r NIN. SHEET METAL SCREW TO THICK, 33 K9 STEEL. PROVIDE (5) MIN. STEEL3 PITCHES MIN. PAST THREAD HARE 2" CLIPS su.aT " CONH7lElE: 2):' FULL EMIIED tO 4- THICK MIN, OOMOTR; 3$'.'I 000 PSI NON.) 10:OC A' 3R' NON. SMQNG IpANT ADJACENT ANCHOR. I"I6 SAE GRADE S ALUMINUM' SHEET METAL SCREWS TO 0.125 MIN, ALUMINUM, MTMOE (5) THIGHL 606t T6 PITCHES Min. PAST MIN. ALUMINUM) THREAD RAMS STEEL: 2)•AI6 SAE GRADES 0.123- MIN. SHEET METAL SCREWS TO THICK, 33 KSI STEEL, PROVIDE (5) MIN. STEEL) PITCHES MAIN. PAST THREAD PLANE m. 1. EM.EDMENT AND COG! DISTANCE EXCLUDES FINISHES. T "' I - 2. ENI ME MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE. cl CONNECTION TYPE C 1 CONNECTION TYPE C2 3. SEE DETAILS OM SHEET 3 FOR ANCHORS ATTACHING TO MECHANICAL UNTr- I• wP • vnUZE (1) AT EACH CORNER FOR A TOTAL OF (A) PER UNIT C2 1' CLIP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF TR) PER UNR r MATH . r WPS i. HMI( m. r cups i. MAX m. TYP. r ma TI- MAR Typ.,. m. UNIT"" 6' MAk 6' MA% Cup orm CUP PAIR SPAQNG OJP OFFSET I' TIP MEOIANICAL aIP•CUP UNIT PER SPACING SEPARATE CERTIFICATION UTILIZE (6) CUPS CA SIDE OF UNIT FOR A TOTAL Of B) PER UNIT CONNECTION TYPE C3 CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL N.T.S. PAN v1Ew r gpt - ITTUZE (I) AT EACTI CORJQR IN TOTAL OF 161 MR HART Z; 2• CU . I MtZE (2) AT EACH MXNER FOR A IVALOFpT PtK UM 3 THIS DETAIL MAY BE USCD AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (0) CLIPS PER UNIT. 15- 2378 a IT ASTM A2E3 STEEL TYP. 3)•P 12 SAE GRADE S SHEET METAL SCREWS FOR CUPS LW TO S LONG. URUZE (5)-I12 SHEET METAL Smm. FOR CUPS LONGER, THAN S. TYP. 1_ti N.T.S. 0.072. OR 0.11 r THtCK ASTM A203 STEEL• TYP. FACTORY -MILLED 1: 0 HOLES: VNTUZe(1) OR(2)ANCHORS FROM r CUP ANCHOR SCHEDULE. TYP. jZ 2" CL W. 9 j N.TS. FOR ANY CLIP LONGER THAN IV DAV UTILIZE (5)-012 SAE 1YP. GRADE S SHEET METAL SCREWS, TYP. Ilpy WC o0 0 o O LLyys Og Y:o HOLE, WIT" 0ANCHORFROM1• CUP ANCHOR SCHEDULE. TYP. OTHER DIMENSONS SIMILAR) D SOMETRIC DETAIL 3)-s12 SAE GRADE S SHEET METAL SCREWS I FOR CUPS 4• LONG. vnU\. 2 SHEET AL SCREWS FOR CLIPS LONGER THAN 1•, CLIPS L NGER TYP. Y •o MOLE NOT m BE USED FOR ANCHORS. TYP. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063-TB MIN. ALUMINUM SHEET WITH FtV-30 KSL 0.125 MIN. THIOUCSS, STEEL MOUSING UNITS SMALL BE ASTH A6S3 "231CS1 MIN. STEEL, GRADE 33, 22GA MIN. (t-0.02" ). 0.068- THICK ASTM 42113 STEEL Cull' TYP. BASE OF UNIT SHALL BE FLUSH WITH BASE OF CLIP. NO SPACE PERMITTED. TYP. 3)•P12 SAE GRADE S SHEET METAL SCREWS FOR CLIPS UP TO S• LONG. unuze (S)•U SHEET METAL SCREWS FOR CLIPS LONGER THAN S. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER Y/OIOR SCHEDULE SUBSTRATE PER ANCMOR SCHEDULE VARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3- . 1•.0• DETAIL CLIP IS DESIGNED FOR FLU CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TW. MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Ry.30 XSI. 0.125• (3)-012 SAE GRADE S SHEET MIN. THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4• SMALL BE ASTM A653 Fy.33KSI MIN. LONG. UTILIZE (4)-F 12 SHEET STEEL GRADE 33, 22GA MIN. (t-0.02M. METAL SCREWS FOR CLIPS LONGER THAN A•. PROVIDES) PITCHES MIN. PAST THREAD BANE 0. 072, OR 0.)13• A. FOR EACH SMS, TYP. THICK ASTM A2B3 STEEL CLIP. IYP. I) OR BASE OF UNIT SMALL BE FLUSH WITHI BASE Y.•• PER ANCHOR air SCHEDULE OF W P, NO SPACE T SUBSTRATE PER ANCHOR VARIF 2" TIE -DOWN CLIP a NCHOR DETAIL 3 jr . Fw DETAIL alp IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT. TYP. 1 TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') MAXMUM SURFACE AREA OF UMIT I UNIT UNTIY LARGEST HEIGHT l WIDTH FACE Cl ALLOWABLE ROOFTOP HEIGHT M) TIE -DOWN COMi1GURATIONlYPE C2 . C C4 1 GFT U'MAX 11Y AON A AtGMM ATGIGOE M5200 F7 ' I 9FP 32'MAX i 1S MIN I ATGR•AOE. AT GRADE HffA FT 4F1' I•T IIA _ At f,,MDE NAZSFT' H930R MS2IR 6R' ATQU01 Nf40Ff ATGMDE M{7WR 9iT' • 4a'MAX • 20WIN ATGRAO[ ATGMDE MB1BOiT ATGAADff2jr N/A WA. J AT GIRD! _ HS OR_ EBiT M/A Mgt NT •i AT GRADE 2O FT WA AT GAAOE RA-• AT GMOE ZS{•14 60' BUR j 4B' MIM WA AT GUM M/A I ATN'BAOE_• DT AA ta/ WA A Al ORAN - 35Rs__ ^ 1 WA WA . fM6 TABLE b PERMISSIBLE TO BE USED WITHIN THE HVNZ WHICH CONTARK BROWARO AND MIAMFDADE COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN RORUDA TOUNIIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY R STRUCTURE•) ALLOWABLE ROOFTOP HEIGHT IH1 TIE -DOWN CONFIGUMTIONTY E MAXIMUM I SURFACE AREA OF I UNIT UNIT CI C2 C3 C4 UNIT'5 LARG[ST HEIGHT WIDTH LACE 6FT 24'MAX Jr MW NIA H9200R 60R <HS 160R Hfm" 9 FT 32- MAX N LV MIN MIA AT SOFT MR50200Fl N 11S R 60R<H12WFI H5200R AT GRADE I NSIOOR N f 20O Fl N5200R4FTI 6FT I ATGMDE i MS200R 60 TcH5200R H1200Fl MIA I HS200FT 60 lcam HS200R9FT :4B'MAX : 24'MIN FT' 12 ' I N/A All GRADE 60R<H5200R, N/A N{700R 16 TT° NIA AT GRADE MIA H 5200 R NFTI NIA AT GRADE WA MS200 FT 2S Fr I NIA WA r N/A HS30R d0FTcHs2DDfT 3OFr J 60' 14AX . Or MIN WA NIA WA AT ORAOE . 6pR4M{JR 36FT l WA MIA MIA ATGRAOE AS AM EXAMPLE. THIS TABLE IS ERAOSUBLE TO It USED VAMN PALM BEACH COUNT.04ECX WITH LOCAL AUTHORITY HAVING ANIISDICTION FOR THE APPLICABILITY OF IN67ABLE WITHIN CERTAIN FLORDA COUNTIES. TABLE 2 : Vult--175 MPH, EXPOSURE D FOR USE WITH A RISK CA;E60RY 11 STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') nLLowJilNi liooF•iwHcwnF nn '1 1UOdW11 COMFRAFMT1pAllYm ISURFACE AREA OF UNIT UNIT cl I Cl C3 E4 UNITSLAROESI HEIGHT ; WIDTH ; FACE N'A4AR Nei ' _ M/A. RA7GIIApTA_GRAN t M62g 9FT ... 3rwm I./SIN WAAIGRAOE MIA NS30FT I 4FT _ AT_GMDf HS200fi _ATGIMOE I Nt7 R LT -_ WA _ HSTSR ATG440E MS200R 9FT 4rMAX 24'MIN WA_I ATGRADE ATUAOEt MSpFTjjfTN _ M/A j AT GRADE_„•, AIGANf 16 F1' WA AtGRAOE !A' _ ATGR E_ 20FV _ WA, AT GMDZ_ M/A AT GRADE 2SFI WA - ' M/A _ N/A_ y AiGRADE 6W MAX 46' MIN - - A •_ DOFT' • _ WA MIA •_ MBA ATGRAOC fo, N%A. - 'M/A -WA At GM THIS fA61tk%pmISSIRIETO BE USED WI1MIN THEH1M2 WHICH CONTAINS BRUWARDAND MIAMI.OADE COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE W17HIN CERTAIN FLORIDA COUNTIES, TABLE 4 : Vult--170 MPH, EXPOSURE D FOR USE WITH A RISR CATEGORY 0 STRUCTURE') ALLOWABLE ROOF -TOP HEIGHT MI ITE-DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT cl C2 C3 c4 UNRTS LARGEST HEIGHT WIDTH , FACE 6Fl1 24MI 'MAXIYMI WR A ' H52ODFTT6MDfHSIODFi60 A GRADE 9 F1 32- MO. IS'AON MIA , AT GRADE NIA H1200Fl 6O R<M 9200 FT' 4iT AT GRADE , HSNOFT H520DFT HS200R 60R<HSIOOR, 6R' NIA HSNOFT NS]SR H520DR 1 •6GR<H52p0Fi 9F1' 4r MAX 24'MN NIA 60R HSISR R MS2(10ATGRADEH1200Fl ltiT NIA 60Fl4MO AW FT 12 NIA MS200R16 F'N H/A WA N/ A H S 40 R FAR<H1200R. 20FT' NIA I ATGRAD[ N/ A 60MS40FT R<H1200FT 25F1' NIA WA NIA AT GRADE SUT<N5200R 60' MAX 43' MIN • AT GRADE 30 R. M, N/ A r NIA 60Fl<4510OFT 36 FT WA WA NIA AT GRAVE AS AN EXAMPLE. THIS TABU IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK NTTH LOCAL AUTHORITY HAVING JURISWC.TIOH FOR THE A UCABRIIT Of THIS TARE WITHIN CERTAIN FLORIDA COUNTIES. 4 if Li TABLE S : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY II STRtXIURE') 4 WOWASILE R0iT0P 14IGIT N J 11E•OOINN C0:U1gIRA1Ip111)PI MAXIMUM SURFACE AREA OF UNIT UNIT d R O CA UNITS LARGEST HEIGHT WIDTH iFACE 6FP 24'MAX 12- MIN 1 Tf512 fAH 3120Fl• Hs200FT I Nf200FT FT . _ H2200R9n- A 3rMAX 15'MIN I ATGAADE I NS20DR N1200FT H1200FT 4FT' r M120OFT I HS200 FT HS200FT Hf200 FT 6Fl, Hf40 FT ; H92W FT NS2W FF 60 F74Ns20DFl. N32W FT HS20DFT 9FT' ; 4'MAX I 24' MIN I AT GRAN I HSSODFT Hs200FT 6DFT<HS60Fl22FT' AT GRADE Hf200FT HSIOFT H1200FT i 60FT<M I100i 16 FT' I WA MS2WFl . FT<HS100FT XS2W FT I 10 FT' r WA Msisff HfIW FT BOR<HSIBOFl X92W FT r WA 1 H540 FT AT GRADE H92WFl uR, 60Fl <HS2WFF60Fl<Hi1DFl 1 60'MAX 4'MIN - 30:T' N/ A FT AT GRADE H52WFl 4 60FlMS15 Hf1WFl 36 FryWAAT GRADE ATGAAD[ N120DFl 60 FT<NS10Fl, TABLE 7 : Vult= 140 MPH, EXPOSURE D IfOR USE WITH A JUSX CATEGORY 11 STRUCTURE-) TABLE 6 : Vult= 140 MPH, EXPOSURE C OCR USE WITH A RHSK CATEGORY 0 STRUCTURE') MAXIMUM SURFACE AREA OF UNIT UNIT Cl UNFrSURGEST HEIGHT WIDTH I FACE Ism 2N MAX 12' MINI AT GRADE 9 FT' 32' MAX SS' MIN N/A 4W Hs200 FT 6Fl, ATGRADE WFl< NS1BI 9FT' 4CMAX 241MIN AIGRADE 12 FV WA 1r fFP WA t20FT' A N/A t 2S FP WA 1'- — .- • w MAX AB' MIN I 30T WA 36 Ff' H/ A MAXIMUM SURFUNIT UNIT C2 C2 O CA UNITS LARGEST I NOW I WIDTH FA" L 6FP • 24' MAX 12' MIN WA Hf20DFl H130FT 60 FT <H s_ 200 Fi NfIW FT 9FP .• ••32'MAX 1S' MIN TWA Hf200 FT ATGRAOF 60rT<MS140 FI Hf 2W fT• 4F1' H610 FT EOFl< NS2WFl Nf2W FT Hf 20DFT Ns200FF I 6FP AT GRADE HS2WFl HS20DFT HS2O0FT 6OFlcHiIWFl 9FT ,4B'MAX N• MINWA HfI00Fl 60FlH111S <HFT 520DFT H12WR 12 FT' WA MS40FT AT GRADE H52WFF 60FT 4Hs2W FT 67 FT< H110FTt6FT4WASoATGRADEWAMs2WFT 19ty t 11JA WFT4GN% 200Fl2 AT GRADE Nf2WFTAT - y IWA WA H52WFl 25FI' 60FTtH620FlW'MAX 4'MIN .. ._ Nf40R30 FT' N/A WA M/A' 60 fi <H S?W FT AS AN EXAMFIF, THESE TABUUSE S ARE PERMISSIBLE TO BE D WITHIN N/A AT GRADE SAEVARO COUNTY. CHECK 1NFTH LOCAL AUTHORITY HAVING 1UNISDICTIONI< WA FOR THE APPLICABILITY OF THIS TABLE WITHIN CERIA1NFLORIDACOUNTIES. - WA W R < H s IW R ALLOWABLE R00E-TOP NEIGlIi IH) TIE4)OWH CONRGURATION TTFE a i O I ci H 1200 Fr H 1200 FT I H S 200 irk D H f 200 FT 60Fl<FT Hf 20D Ff Hs20 fT 5O 9p tV 3v— e N J oW Nf200FT Hl200FT HS200Fl R HS20DFT I HS2WFT I Hf2Wrr HS2WFl H110FT Nf2Wfr i 60FF<Hf200" C E HS2W FT I 160FT <ATGRADE N1140R H320DFF 60FT<Hs2WR ATGiAOf N12WFl a AT AOE OR Hs200FT 2 HFT 60FlS2W AT BADE ATGRADE, U HS20DFTjfAFl< FT J A AT GRADE WA MS2WFl QATGRADEWAH f 30 Ff 60Fl<Hf2WF1' 0 r a! Qpii Z6 g _ IX Lu o l 2 a 15- 2378' W.ZPnEsRaTe PR ENGINEERING EVALUATION REPORT ENGINEERING EXPRE550 EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number. FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1' and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVAL'UA710N DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications', sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo. P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance-witgAAS MOV61-88 test standards per test report(s) #TEL 01970387A and #TEL 01970381 by Te lu 6Jy poratories, Inc. STRUCTURAL ENGINEERING CALCULATIONS R fsed Ln eer's Seal Valid for Structural engineering calculations have been prepared which * eS- 2i evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height Frank 3. Minimum Unit Weight -• 4. Maximum Allowable Unit Surface Area # PE004 91y 88b5 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM ENGINEERING 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM w 11 G12 ;1s9 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S L02D0 W Job Address: l(9 A, Parcel 1D• 9I-lG --w-'Jo- (3-23i- Type of Work: New Addition Alteration Repair 0 Demi Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name Street:* City, State Zip: 1G /;Yl(l/ FL Phone: Historic District: Yes No 0 Residential Commercial 11 Title: Resident of property? : Contractor Information se Move Name \ Phone: 72PCx.6 1115 Street: • r Fax: LAQ%SE_ S ( ©d7 City, State Zip: 1_$ f ( % -7 1 State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR DIPROVEMENTS TO YOUR PROPERTY. A NOTICE OF CONMENCEMENT 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. 20 15 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lieu 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 aAdzaning. Signature of Ouner/Agent Date Print Ouner/Agent'sN'ame Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced lD Type of ID Signature of Date Print Contra geriA Name A'h I/ ('+;; Sigtta of orid to TEPHANIE RALLO .... } Commission # FF 175017A.. Explres November 9, 2018 eoaw tiro r c aooaes mto Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Alin. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COABIENTS: UTILITIES: ENGINEERITTG: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDII-IG: Revised: June 30.2015 Permit Application SUBDIVISIOWi I, h CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I J- 3 a s Documented Construction Value: S y l.J) % X%l.c./US Job Address: `i (DL( PJOCL euszv La_n P , Historic District: Yes No Parcel ID. ` TW .c s Xt' Residential Commercial Type of Work: New IAddition Alteration Repair Dcmo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: Title: Ema Property Owner Information Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: YARNING TO OWNER: YOUR FAILURE -1.0 RECORD A NOTICE OF COMNIENC:EMENT 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 TIIE 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 Shull be inscribed with the date of application and the code in effect as of Ibal dole:.5ih Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Applicaticut 1 Ir 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 Licn 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 sill of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. a0 Signature ofOwier/Agent Date Signature ofCont for/Agent to Print Ouner/Agent's Name Print ' nap ttH/C O'CARp4 Signature of Notury-State of Florida Date %nature of Notary -State of Florida Date C1PtREs GEpRG1A Jut4F S. 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally 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: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes[—] No # of Heads APPROVALS: ZONING: COMMENTS: Revised: June 30. 2015 UTILITIES: ENGINEERING: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Applicmion UNIVERSAL ENGINEERING SCIENCES UES Project No: 0110.1401008.0000 Workorder No: 9358547-4 Report Date: 2/22/2018 Consultants In: Geotechni cal Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.05" - F: 407.423.3106 42— In-Place Density Test Report Client: 2600 Lake Lucien Drive Suite 350 UES Technician: Carmelo Cuadrado Pa Maitland, FL 32751 :-Date Tested: 02/22/2018 Project: Thornbrooke 40s & 50s, SF House -Lots ' Area Tested: Lot 153 ( 464 Rose Red Lane) Type of Test: Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datunt: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density per ptimum Moisture loci Field Dry Density pcf) Field Moisture toil Soil Compaction I Native Depth inch) Pass or Fail 16 South Footer 0-1 ft 105.4 11.8 102.4 9.5 97 N/A Pas: 17 West Footer 1-2 ft 105.4 11.8 102.9 10.5 98 N/A Pas: 18 North Footer 1-2 ft 105.4 11.8 103.5 10.2 98 N/A Pas: 19 Northeast comer of Pad(TOF) 1-2 It 105.4 11.8 101.9 9.8 97 N/A Pas: 20 1 Southwest corner of Pad(TOF) 2-3 ft 105.4 11.8 101.8 1 10.3 1 97 1 N/A I Pas: Remarks: (TOF)=Top of Fill W, T nn{oAl:n1. .... •{••nl n.nMnlinn M / Ini. u.wnl n •.lion{.. {I.n C.J% 1..-A n••wn t— .11 .c......{n — n.•A.w:{M.{ nn .....{ n••/Ani.sn{inn DESCRIPTION AS FURNISHED: Lot 153, THORNBROOKE PHASE.4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. 3p• uN' dIiP.g C1' ;p '7010 S 4O. ati 21., Eti`' 74 s • 1 0. 10. CfOs Lr WAIL L. 24.J5 2" 0.78 LOT 153 15.7' 18.03' 15.07' 1 14.3' 8' RECESS FOR POCKET SLIDER h FORMBOARD FOUNDATION TOP OF FORMS - 25.46' W eO LOT 152 to LOT 154 h 40 5 0' y`. 9.12' 0 of 1 / 21.3' 5.20' 25.94' 25.43' 10' U17L. 0-03'?238" J ESMT. Ref 00.00' La5.89' C % P.C. N O CAL U TIONS: Cl LOT - 6,396 SO.FT. D=18024'53" LIVING A. 1,702 SOFT. GARAGE - R=100.00' ENTRY - 71 SOFT. LANAI - 139 SOFT. L=32.14 BREEZEWAY ° N/A SOFT. C=32. DO ' DRIVEWAY •= 406 SOFT. CB=S 12D45'48" E WALKWA 66 SO.FT IMPERVIOUS 39.7 x a 2,621 G S00 3 9 5REDROOFLAND' LAND' SOFT. 10 LOT Alii ULASOFT. 50' R/W) R/W - 247 SOFT. QUO PROPOSED o FINISHED SPOT GRADE ELEVATION APRON m 50 SIDEWALK a 157 SO. FT. SOFT. PER DRAINAGE PLANS BUILDING SETBACKS. S00 39 SOFT. V PROPOSED DRAINAGE FLOW FRONT - 25' LOT GRADING TYPE A • REAR a 15' PROPOSED INFORMATION SHOWN AREA a 6,843 SOFT. PROPOSED F.F. PER PLANS - 25.4' SIDE = 5.0' BASED ON SUPPLED PLAN DRIVEWAY a 456 SOFT. SIDE CORNER a 10' AND/OR INSTRUCTIONS PER SIDEWALK a 223 SO.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ CLIENT NOT FIELD VERIFIED SOD - 4 SO.FT. CRUSENML'YL'R-SCOTT & ASSOC., INC. - LAND SURVEYORS LEGEND - LCGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT POL • POINT ON LINE TrO NOTMI IF. : a PIPE PL : POINT Or RCVCRSC CUVVATURC 1. ME UNDERSIGNED ODES NERWr CERTIFYRNr PC SURKY ban INE STANDARDS OF PRACTICE SET FORM 9Y PC AORW "NO Or I. R. IRON ROD PCC. POINT Or COMPOUND CLRVATURC pRWFSSIONAL SURAyORS AND MAPPERS DT LYIAPTER !J-17 FLORIDA ADMINISTRAW CODE PURRMNr TO SECTION 471027• IICI M SGiUES CH • CONCRETE NORMCHT RAD. RADIAL Z Up&M [4BMM W W SURy M'S ST MIM AND 000" BALLED SEAL fW SUR EY MAP OR CORD ARE NOT VAU0. SET LR. . 1/2' IA •/ELR 431E NA NON -RADIAL SSRCC. . RCCVVCRCD VP. • VITNEPOOR 2. THIS SUAWY IKLS PREPARED IRON MU ROORAMTION 7LIMONED TO WE StATMOR. INERT MAY SE OTHER RESTMIIONS PbR. POINT Or REGDNING CALL • CALCULATED 0.C. Pat Or COKKDCCNCM PA M • PCRMAIL+IT R[FOUCNCC pcwtGIT OR GLS[ MEMS iHNr AT7LC i1R5 PROPDIIY. M NO UNDEROMOU D 9040 40M HAVE BID/ LOCAIm TRAILS OMERMSE SNDWN. rI. • rINISICD ROM CLCVATIOL 0. INS SURREY E PREPARED MR THE SOLE 804M OF WOLF CERIDWO M AND SNOUW NOT BE RCULD UPON Br ANY OTMR DMTY M" : NAILI,DIISSK US L - WILDING SLTDACK LOC RLL RENCIDMRK 0. DWD+ SIO16 SHORN TOR 1NI LOCA110N Or OMROKAIENTS NDCDN smLw Nor a um TO RECCNSIRUCr BDUNOW LINES V wM RIGHT EKT ESN T. EASCNCM LL 1UASC TEARING 7. OEARO" ARE DASED ASSUMED M1UM AND ON 1NE LINE SHOW AS BASE BIARDIO M.&) DRAIK DRAINAGE 0. ELEVATIONS. lr SNOW, ARE GLWD ON NAIION4L GEODETIC DATUM Or It". UNLESS OINERW)w NOTED. UTIL. UtILITY 9. CERiNM iCATE OF AVORIZMNNo. 4700. CL,C. • CHAIN LINK rCN:C VOFC. • WOOD MACE C/o • CONCRETE BLOCK SCALE V- 1DRAWN SY: •'• P.C. • POINT or CURVATURE P.T. •POINT OF TANGENCY DALE ORDER No. CRFlED DYr DESC. • DESCRIPTIONR • RADIUSL . ARC LENGTH PLor PLAN 09-08-2017 3928-17 D • DELTA C • CHORD FORMBOARO FOUNanoN/ EL.EVS. 02-14-18 865-18 C.0. • CHORD DURING NORTH THIS BUILDING/PROPERM OOES. NOr UE WRHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER •FIRM• CRUS EYER. R.L. . / 4714 ZONE C MAP / 12117C 0035 F. W. SCOT? R.LS 1 4801 1=. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ! - 3,;z Documented Construction Value: S a`'2_-.iCo Job Address: Parcel 1D: Historic District: Yes Nog ResideiltiaQ Commercial Type of Work: NewLyl Addition Alteration 1:1_ Repair Demo Change of Use 0 Move Description of Work: Plan Review Contact Person: JV D,...-1 I Phone: `k1- *G'aoou Flax:tL Title: Email: %UGC Ic'al11tty. CO'rv-, Property Owner Information Name r MUI'1n`&Or" Phone: Qr Street: DO . Resident of property?: City, State Zip: _ _ 444. Cofitri dtor Information / , % Name l-7'l0 t' - ' .' .:_! phone: 4 Z- Street: TScO Fax: L/0-7- 'A 1'53 City, State Zip:San State License No.: CAeo3;:)c1 O Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: Address: 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 1053 Shall be inscribed with the date of application and the code in effect as of that date: 516 Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate gat work will be done in compliance with all applicable laws regulating construction and zo ' g. Signature of Owner/Agent Date Print Owner/Agent's Name Signature,of Notary -State of Florida Date of Contractor/Agent Signature of Name CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05.2020 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: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30. 2015 Permit Application