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Home My WebLink About433 Rocky Grove LnCOUNTY OF SEM INOLE STATEMENT NUMBER: 17100006 IMPACT FEE STATEMENT DATE: August 31, 2017 05 d BUILDING APPLICATION #: 17-10000620 BUILDING PERMIT NUMBER: 17-10000620 ,dy UNIT ADDRESS: ROCKY GROVE LN 433 21-19-30-510-0000-0880 lJ 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: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 433 ROCKY GROVE LN LOT 88 SFR DETACHED THORNBROOKE PH 4 FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family HousingROADS -COLLECTORS N/A 705.00 1.000 dwl unit Single Family FIRE RESCUE Housing N A 00 1.000 dwl unit LIBRARY Single FamilySCHOOLS CO -WIDE ORD Housing 54.00 1.000 dwl unit Family PARKS CO -WIDE ORD Housing N/A 5,000.00 1.000 dwl unit LAW ENFORCE N/A DRAINAGE N/A AMOUNT DUE STATEMENT // I fRECEIVEDBY: .(/l SIGNATURE: PLEASE PRINT NAME) DATE: _ NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT T"IS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROADFIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMTiQTnvvvL.nntnr_.r. .-. -_ - I 1014 SANFORD FL, 32771; 407-665-7 E ABOVE BUT NOT LATER THAN CY. THN REQUEST FOR REVIEW 3UNTY LAND DEVELOPMENT CODE AY BE PICKED UP OR REQUEST 1101 EAST FIRST STREET, 705.00 00 00 54.00 5,000.00 00 00 00 5,759.00 V 0 bq PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 THECOUNTYOBUILDINGYPERMIT NUMBEREATOTHERtOANDLEFT OFDTHISESTATEMENT. ISSUEDSWITHINM60 CALENDAR DAYS OVALTHEIRECEIVINGISIGNATTUUIREEDATEOABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. A1 CITY OF SANFORD 14 1 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: J Documented Construction Value: $ Job Address: 4133 R o s4!4 & r ov-c- La v- -- Historic District: Yes No X Parcel ED: A .19-30-50-0000-4Fro Residential] Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNE BROOK PHASE LOT NUMBER: Sy Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hne' _PermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 Fax: 407- 257-6940 City, State Zip: MAITLAND FL 32751 State License No.: Architect/ Engineer Information Name: Phone: Street: Fax: C City, St, Zip: Bonding Company: N/A Address: E- mail: Mortgage Lender: N/A Address: NO CBC1257462 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 0% in this 'urisdiction IA to d th t t 't b d t 1 ' 1 k 1 b' uersnaaseparaapermsanusasecureoraectncawor , p um tng, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. fk FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application , NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature Owner/Agent Date SignatAof Contractor gent Date TAYLOR MORRISON OF FLORIDA INC JOHN ASA WRIGHT Print Owner/Agent's Name Print : 29n Signature of No lorida Date Signa re otary-State of Florida Date rr pr ruk. D. A. CIARR a°' v!A• , D. A. CLARK p r'"•• ° * My COMAISSIINJ # FF 209108 * * MY COMMISSION 0 FF 209108 O(PIRES: June 27, 2019 EXPIRES: June 27.2019 Banded iMr BAt%Notary Senket w'+ @on9ad Thry @Waal Nogry Sarvhaa Owner/Agent is YFS Persona mown to Me or Contractor/Agent is Y Personally Known to Me or Produced ID _ N/A Type of ID Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical© Mechanical Er Plumbing] Gas[-] Roof Construction Type: \1g Occupancy Use: Q•3 Flood Zone: gZ—Pu{EJ) Total Sq Ft of Bldg: % 3 % Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps 156 Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING: Z UTILITIES: ENGINEERING: -I•25 X1 FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. Fire Alarm Permit: Yes No ®• WASTE WATER: BUILDING: SF f-Zq-ti Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # I 1 - )-1 7->D BUILDING PERMIT Min Max Ins ection 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 Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: .47' 3 3 124c 4 &e w ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final 1 T 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 lot I ft; es CITY OF SANFORD C d%l 2017 BUILDING & FIRE PREVENTION 1 J PERMIT APPLICATION vi BY: Application No: 17--'X50 Documented Construction Value: S 11 W & 7,! Job Address: y 33 R o qI ti Cm r a"-C- . Let u-e— Historic District: Yes No x Parcel ID: A f •19-30-510-0000-4Fro Residential Q Commercial Type of Work: New Z Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: Sy Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip- MAITLAND FL 32751 rq.o11-oo- 11 '- 11 ll • Phone: 407-629-0077 Resident of property? : Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: NO City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: N/A Address: 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 IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature Owner/Agent Date Signatuffof Contractor gent Date TAYLOR MORRISON OF FLORIDA INC JOHN ASA WRIGHT Print Owner/Agent's Name Print Contractor e ZVool Signature of Nota lorida Date Signa re otary-State of Florida Date r Pu D. A. CLARK r • P : ° * My COMMISSION t FF 209108 * * MY COMMISSION I FF 209108 E)(PIRES: June 27, 2019 EXPIRES: June 27, 2019 Bonded Im Bo pt Not/ / S N'' y ' Bon414 TAN OW911 Wary Slakes Owner/Agent is yM Persona ;nown to Me or Contractor/Agent is Y Personally Known to Me or Produced ID N/A Type of ID Produced ID NIA 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: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 7-Zp4xASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Pennu Application 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: 433 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0880 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) O IC AL S ONL Flood Zone: X Base Flood Elevation: N/A 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 M 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# 17-2130 Reviewed by: Michael Cash, CFM Date: July 25, 2017 P-,O o Application for Right -of -Way Usey'y pforDrivewaWalkwa & Landsca e IDD, Department of Planning & Development Services www.sonfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 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 g 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. J[/ i/' /J'' llrooeNerlbebw. 4 / Y ffaa G to I • Call bdom y- ay. 1. Project Location/Address: 2. Proposed Activity: '0 Driveway IT Walkway Other: 3. Schedule of Work: Start Date ',/ / cC oompletion Date Emergency Repairs 4. Brief Description of Work: JOW CrAY way s Iepl This application is submitted by. Propel r Owner t! pp r ` I L /,y Signature: UPrint Name: //11(IVI )YOR ZOMN /J7i &S Address: %s L RAI A%p 4S Phone: 40%47-6?40 Fax- O C QiInQo-A&ll/l i%liiQNi Date: I7 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shag include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shag remove, relocate andlor repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-ollvay. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice. restore the area to its previous condition at the Requestoes expense and, if necessary, file a Hen on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement and reasonable attomey's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above I hereby understand and agree to pay all city fee14 Signature: rit and by signing this application 1 agree to its terms. this application as required by the city's adopled Fee Date: This permit sKall be posted on the site during construction. Please call 407.688.6080, Ext. 5401.24 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: seplomber 2010 ROW Use DdYeway.pol P%'t OApplication for Right -of -Way Use for Driveway, Walkway & Landscape Department of Planning & Development Services18774I 300 North Park Avenue. Sanford. Florida 32771wenvurrroNngov 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 part 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. MWBMW CDT p , r army bebw. Call before you dlp 1. Project Location/Address: 2. Proposed Activity: K.P— Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: sMIWAIA 7v MC MW .1Ae This application is submitted by: pp/ , I /,,y` Property Owner/ VCl4 N i]Y/!/ Signature: Print Name: Address: ISI WaWMII 44JVIF #200 /&M0 76 Phone: 407•Lt7-6 24 0 Fax- oWhM V PrTJM11fS lfS taM Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adlacent thereto. Requester may, with mitten City authorization, remove said installatioNfmprovement fully restoring the right-of-way to ds previous condition. In the event that any future construction of roadways, utilities, stormwater facrtides, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permiftee 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-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the rightof-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestors expense and, if necessary, file a lien on the Requestors property to recover costs of restoration. To the fullest extent permitted by law. Requestor agrees to defend, indemnity, and hold harmless the City. its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabildies, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, Indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable aftomey's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Cl Ys right-of-way. I have read and understand the above statement and by signing this application I agree to its berms. 1 hereby understand and ag n pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Vk Date: -7113 — { 1 This 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: beprerrroerzwo ROW Use Driveway.pdr RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Builder Name. Taylor MgUison 1LD/A/0byLot88ThombrookeStantonGLW Street, 'z3 Fp i4a r-Nr,L& Permit Office: a" I 10 q Tr 1 3 OCity, State, Zip: F``LL k y W--( Permit Number: F0RDSA Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2RT - 1. New construction or existing New (From Plans) 9 Wall Types(1988.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1675.30 ft' b. Frame - Wood, Adjacent R=13.0 312.67 ft' 3. Number of units, if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 3 d. N/A R= ft' 10. Ceiling Types (2120.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2120.00 1`17 6. Conditioned floor area above grade (ft') 2055 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A 11 Ducts R= ft' R ft' 7. Windows(297.6 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 411 a. U-Factor: Dbl, U=0.34 157.07 ft' SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0 58 96 00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 43.5 SEER:15.50 c. U-Factor: Dbl, U=0.34 44.54 ft' SHGC: SHGC=0.28 13. Heating systems kBlu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 43.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.735 ft. Area Weighted Average SHGC: 0.309 14. Hot water systems a. Electric Cap: 50 gallons Types (2055.0 s ft. Insulation Area8. Floor T q ) EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 2055 00 ft' b. Conservation features b. N/A R= ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.145 Total Proposed Modified Loads: 60.14 PASSTotalBaselineLoads: 61.94 1 hereby certify that the plans and specifications covered by Review of the plans and 0 10E ST47: this calculation are in compliance with the Florida Energy specifications covered by this indicates 46Code. calculation compliance q .,, ,'; A74withtheFloridaEnergyCode. is rnr„ '••. PREPARED BY: Before construction completed DATE: 6/.9/1.7 this building will be inspected for V - a compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. CODwiththeFloridaEnergyCode. wE OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 6/9/2017 9:36 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot88ThombrookeStantonGL Bedrooms: 3 User Conditioned Area: 2055 Total Stories: 1 1 Worst Case- No Taylor Morrison Rotate Angle: 0 Cross Ventilation: No 691500 Whole House Fan: No Single-family New (From Plans) Address Type: Street Address Lot # Block/SubDivision: PlatBook: Street: County: Seminole City, Stale, Zip. , FL , CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2055 199335 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2055 19933.5 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 179.5 ft 0 2055 ft' 0.48 0 0.52 ROOF Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 2298 1`17 514 ft° Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2055 ft' N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 2120 ft' 0.11 Wood 6/9/2017 9:36 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FUKM K4Ub-1U14 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V # Omt To Wall_T.ype Space R Value-Ft_In-Ft-In Area-R-Value-Fraction_Absor._Grade%- 1 S Exterior Concrete Block - Int Insul Main 4.1 66 6 9 4 620.7 ft' 0 0 0.6 0 2 E Exterior Concrete Block - Int Insul Main 4.1 40 0 9 4 373 3 ft' 0 0 0.6 0 3 N Exterior Concrete Block - Int Insul Main 4.1 53 6 9 4 499.3 ft' 0 0 0.6 0 4 W Exterior Concrete Block - Int Insul Main 4.1 19 6 9 4 182 0 ft' 0 0 06 0 5 Garage Frame - Wood Main 13 33 6 9 4 312 7 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Wood Main None 25 3 8 24 ft' 2 Wood Main None 25 2 8 6 8 17 8 ft' WINDOWS Wall OverhangV # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Vinyl Low-E Double Yes 0.34 0.31 64.8 ft' 1 ft 0 in 1 It 0 in Drapes/blinds None 2 e 2 Vinyl Low-E Double Yes 0.34 0.31 48.6 ft' 1 It 0 in 1 It 0 in Drapes/blinds None 3 e 2 Vinyl Low-E Double Yes 0.58 0.32 96.0 ft' 9 It 0 in 0 It 0 in None None 4 N 3 Vinyl Low-E Double Yes 0.34 0.31 11.4 ft' 1 It 0 in 1 It 0 in Drapes/blinds None 5 N 3 Vinyl Low-E Double Yes 0.34 0.31 32.4 ft' 1 It 0 in 1 ft 0 in Drapes/blinds None 6 w 4 Vinyl Low-E Double Yes 0.34 0.28 19.3 ft' 1 ft 0 in 3 ft 8 in Drapestblinds None 7 w 4 Vinyl Low-E Double Yes 0.34 0.28 19.3 ft' 1 ft 0 in 5 ft 4 in Drapes/blinds None 8 W 4 Vinyl Low-E Double Yes 0.34 0.28 6.0 ft' 8 It 8 in 0 It 6 in None None Floor Area 1 460 ft' Scope Method 1 Wholehouse Proposed ACH(50) System Type 1 Electric Heat Pump GARAGE tiling Area Exposed Wall Perimeter A 460 ft' 64 ft INFILTRATION SLA CFM 50 ELA EgLA 000308 1661.1 91.19 171.5 HEATING SYSTEM Subtype Efficiency Split HSPF:9 Wall Height 8ft ACH 225 Capacity 43.5 kBtu/hr Wall Insulation 1 ACH 50 5 Block Ducts 1 sys#1 6/9/2017 9:36 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 POPM PAnr,_7n1A COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15.543.5 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnl Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cart # Company Name System Model # Collector Model Area Volume FEF None None ft° DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 411 fN Attic 102.75 Default Leakage Main Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb HeatinHJan Feb Mar X] Mar MApr Apr Ma [ X] Jun X Jul X] AugX] im ay[ ]Jun 4 ] Jul ] Au[ Se [ Sep [ Oct Oct Nov X] Nov Dec Dec Ventin Jan Feb Mar l A r May [ ]Jun [ ]Jul [ J Aug lSe [X] 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 6/ 9/2017 9:36 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 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 (W) 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: Dbl, U=0.34 SHGC- SHGC=0.28 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth, Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1675.30 R7bFrame -Wood, Adjacent R=13.0 312.67 R 1 c. N/A R= R' 3 d. N/A R= R' 10 Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 2120 00 R' 2055 b. N/A R= R' c. N/A R= R' Area 11. Ducts R R' 157.07 R' a. Sup: Attic, Rel: Attic, AH: Main 6 411 96.00 R' 12. Cooling systems kBtu/hr Efficiency 44.54 W a. Central Unit 43.5 SEER-15.50 R' 3.735 R. 0.309 8. Floor Types Insulation Area a Slab -On -Grade Edge Insulation R=0.0 2055.00 R' b. N/A R= R' c. N/A R= R' 13. Heating systems a. Electric Heat Pump 14. Hot water systems a Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: -7- «-1 Address of New Home: P,6 L& h.t2, City/FL Zip: 13 kBtu/hr Efficiency 43.5 HSPF:9.00 Cap: 50 gallons EF: 0.95 WE Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/9/2017 9:36 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 1 DEL -AIR Manual S Compliance Report 1wiffm collim n m n Entire House 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: Lot88ThombrookeStant... Date: 11/8/12 By: GCR Outdoor design DB: 92.4°F Sensible gain: 32202 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.30F Latent gain: 5262 Btuh Entering coil WB: 64.0°F Indoor design DB: 75.0°F Total gain: 37464 Btuh Indoor RH: 50% Estimated airflow: 1450 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBX27UH-042-230•++TDR Actual airflow: 1450 cfm Sensible capacity: 34303 Btuh 1070/6 of load Latent capacity: 6242 Btuh 1190/6 of load Total capacity: 40545 Btuh 1080/6 of load SHR: 85% Design Conditions Outdoor design DB: 41.9°F Heat loss: 30376 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-042-230-19+CBX27UH-042-230'++TDR Actual airflow: 1450 cfm Output capacity: 39390 Btuh 130% of load Capacity balance: 33 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1450 cfm Output capacity: 8.7 kW 98% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. c wri htsoft' 2017-Jun-09 09 32:47 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 1 A..brookeSlantonGLW%Lo188ThornbrookeSlantonGLW.rup Calc = MJ8 House faces W 1 DEL -AIR Component Constructions Job: Lot88ThombrookeStant... P Date: 11/8/12 tttlaraa`moottttatmote Entire House By: GCR 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 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (OF) 28 17 Latitude: 289N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.3 46.6 Dry bulb (OF) 42 92 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 Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 6" thk Partitions Or Area U-value Insul R Htg HTM 112 BWh/ft •F ft2-•FBWh BWhV n 454 0.201 0 5.65 e 227 0.201 0 5.65 s 554 0.201 0 5.65 w 113 0.201 0 5.65 all 1348 0.201 0 5.65 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int 294 fnsh, 2"x4" wood trm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr ouir, air gas, vnl frm mat, Or low-e innr, 1/4" gap, n 11 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft n 32 overhang (5.25 ft window ht, 1 ft sep.), 6.67 ft head ht a 49 s 65 all 157 2A-2ovd: 2 glazing, clr ouir, air gas, vnl firm mat, clr low-e innr, 1/4" a 96 gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 1/4" gap, w 19 1/8" thk, NFRC rated (SHGC=0.28); 50% drapes, medium; 1 it overhang (6.25 it window ht, 3.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr outr, air gas, vnl firm mat, clr low-e innr, 1/4" gap, w 19 1/8" thk; NFRC rated (SHGC=0.28); 50% drapes, medium; 1 ft overhang (6.25 it window ht, 5.33 ft sep.); 6.67 ft head ht 2B-2tv: 2 glazing, clr ouir, air gas, vnl trm mat, Or low-e innr, 1/4' gap, w 6 1/8" thk; NFRC rated (SHGC=0.28); 8.67 it overhang (2 ft window ht, 0.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type w 24 n 18 all 42 Loss Clg HTM Gain BWh BWh/Ila BWh 2563 4.29 1947 1285 4.29 976 3127 4.29 2376 637 4.29 484 7612 4.29 5784 0.091 13.0 2.56 751 1.42 416 0.340 0 9.55 109 10.5 120 0.340 0 9.55 309 10.5 341 0.340 0 9.55 464 30.3 1473 0.340 0 9.55 619 10.8 699 0.340 0 9.55 1501 16.8 2634 0.580 0 16.3 1565 18.4 1765 0.340 0 9.55 184 28.0 539 0.340 0 9.55 184 28.0 539 0,340 0 9.55 57 11.8 71 0.390 0 11.0 263 11.9 285 0.390 0 11.0 195 11.9 211 0.390 0 11.0 458 11.9 496 C wri htsofi t` 2017-Jun-09 09:32.47 9 Right -Suite® Universal 2017 17.0.16 RSU24011 page 1 brookeSlantonGLW%Lot88Thornbr00keStantonGLW.rup Calc = MJ8 House laces. W Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 2120 0.032 30.0 0.90 1906 1.73 gypsum board inifnsh Floors 22A-ipl: Bg floor, light dry soil, on grade depth 180 0.989 0 27.8 4988 3660 wri htsoft" 2017•Jun-Jun09 32:47 9 Righl-Suite® Universal 2017 17 0 16 RSU24011 Page 2 AM ..brookeStanlonGLW\Lot887hombrookeStanionGLW rup Calc = MJ8 House laces W Job: Lot88ThombrookeStant... DEL -AIR Project Summary Date: 11/8/12 W111110te't1Entire House By: GCR 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 Notes: RVSD 1/28116 JA LS 6/10/16 JA LS 2122/17 JA GARAGE FLIP 6/9/17 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 17 OF Daily range M Relative humidity 50 % Moisture difference 47 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22492 Btuh Structure 19869 Btuh Ducts 7884 Btuh Ducts 12334 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 30376 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Infiltration Equipment sensible load 32202 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2684 Btuh Ducts 2578 Btuh Central vent (0 cfm) 0 Btuh Heating Coolin none) Btuh Area (ft2 2055 205b Equipment latent load 5262 Volume () f13) 20004 20004 Air changes/hour 0.32 0.16 Equipment total load 37464 Btuh Equiv. AVF (cfm) 107 53 Req. total capacity at 0.75 SHR 3.6 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-042-230-19 Cond 14HPX-042-230-19 AHRI ref 7045034 Coil CBX27UH-042-230'++TDR AH R I ref 7045034 Efficiency 9 HSPF Efficiency 13.0 EER, 15.5 SEER Heating input Sensible cooling 32625 Btuh Heating output 43500 Btuh @ 47°F Latent cooling 10875 Btuh Temperature rise 27 OF Total cooling 43500 Btuh Actual air flow 1450 cfm Actual air flow 1450 cfm Air flow factor 0.048 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 33 OF Backup: Input = 9 kW, Output = 29739 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl rIt501fft' 2017- Jun-0909:32:47 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 ACC... brookeStantonGLW%Lo188ThornbrookeS1anionGLW rup Calc - MJ8 House laces: W DEL-AwR Raw Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CgNDITIQNINC 1 531 CODISCO WAY, SANFORD, FL 3277t hone 407.3 -2665 ax: 407.333.3853 Web WWW.DEL-AIR.COM Job: Lot88ThombrookeStantonG... Date: 11/8/12 By: GCR 1 Room name Entire House ms suite 2 3 Exposed wall Room height 179.5 11 9.7 It 39.5 It 9.3 It heal/cool 4 Room dimensions 17.5 x 14.0 It 5 Room area 2054 5 ft2 245.0 It2 Ty Construction number U•value Btuh/112-oF) Or HTM Btuh/Itg Area (It2) I or penmeter (It) Load Bluh) Area (III or perimeter (it) Load Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 13A-2ocs 2A-2ov 2A•2ov 0.201 0.340 0.340 n n n 5.65 9.55 9.55 4.29 10.55 10.55 498 11 32 454 0 0 2563 109 309 1947 120 341 130 0 0 130 0 0 735 0 0 559 0 0 y! 11 13A.2ocs 2A•2ov 0.201 0.340 a a 5.65 9.55 429 30.33 372 49 227 0 1285 464 976 1473 163 49 114 0 645 464 490 1473 I Vy I--6 2A•2ovd 13A-2ocs 2A-2Dv 0.580 0.201 0.340 a s s 16.30 5.65 9.55 18.38 4.29 10.80 96 618 65 90 554 54 1565 3127 619 1765 2376 699 0 74 0 0 74 0 0 420 0 0 319 0 13A-2ocs 2A-2av 0,201 0.340 w w 5.65 9.55 4.29 27.96 181 19 113 0 637 184 484 539 0 0 0 0 0 0 0 0 2A-2ov 2B•21v 11DO 0.340 0.340 0.390 w w w 9.55 9.55 10.96 27.96 11.78 11.88 19 6 24 0 6 24 184 57 263 539 71 285 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-0sw 0.091 2.56 1,42 312 294 751 416 0 0 0 0 L--D 11D0 0.390 n 10.96 11.88 18 18 195 211 0 0 0 0 C 168-30ad 0.032 0.90 1.73 2120 2120 1906 3660 245 245 220 423 F 22A4pl 0.989 27.79 0.00 2055 180 4988 0 245 40 1098 0 6 c) AED excursion 0 318 Envelope losstgain 19207 15902 3583 3582 12 a) Inhltration 3285 1017 723 224 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/other 1800 0 Subtotal (lines 6 to 13) 22492 19869 4305 4036 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redisinbulion 0 0 0 0 14 Subtotal 22492 19869 4305 4036 15 Duct bads 1 355/6 1 62%1 7884 12334 35% 625/6 1509 2505 Total room load I 1 3037611 32202 5815 6541 Air required (cim) 14501 1 1 1 278 295 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A__ wrightsoft' 2017-Jun-09 09:32:47 Right-SuileO Universal 2017 17.0.16 RSU24011 Page 1 brookeStanionGLW%Lo188ThornbrookeStanlonGLW.rup Calc = MJ8 House laces W DEL -AIR wm=-=emmnmo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 7199NDITIONINC 531 CODISCO WAY, SANFORD, FL 327hone: 407.333-2665 ax: 107-333-3853 Web: WWW DEL-AIR.COM Job: LotSBThombrookeStantonG... Date: 11/8112 By: GCR 1 Room name ms we ms blh 2 Exposed wall 0 It 12.5 It 3 Room height 93 1t heat/cool 9.3 It heal/cool 4 5 Room dimensions Room area 5. 5 x 5.0 It 27. 5 It2 1. 0 x 172.5 It 172. 5 112 Ty Construction U-value Or HTM Area (II2) Load Area (112) Load number BluWflt-°F) BIu1Vft2) or perimeter (ft) Bluh) or perimeter (ft) Btuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat I Cod 6 V C 13A- 2o rs 2A• 2o4 2A• 2Dv 0. 201 0. 340 0. 340 n n n 5. 65 9. 55 9. 55 4. 29 10. 55 10. 55 0 0 0 0 0 0 0 0 0 0 0 0 116 11 0 105 0 0 592 109 0 450 120 0 I --fa 11 VLt 13A- 2ocs 2A- 2ov 0. 201 0. 340 a a 5. 65 9. 55 4. 29 30. 33 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 Vy 2A- 2ovd 13A- 2ocs 2A- 2Dv 0. 580 0201. 0. 340 a s s 16. 30 5. 65 9. 55 18. 38 4. 29 10. 80 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G13A- 2ocs 2A- 2Dv 0' 201 0. 340 w w 5. 65 9. 55 4. 29 27. 96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2ov 2B• 21v 11130 0. 340 0. 340 0. 390 w w w 9. 55 9. 55 10. 96 27. 96 11. 78 11. 88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 0 11 D0. 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.90 1.73 28 28 25 47 173 173 155 298 F 22A•tpl 0.9% 27.79 0.00 28 0 0 0 173 13 347 0 6 c) AED excursion 3 55 Envelope loss/gam 25 45 12D4 813 12 a) Infiltration 0 0 229 71 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) 25 45 1432 884 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Sublotal 25 45 1432 884 Duct bads 1 35% 62% 9 28 35°/- 62"/- 502 548 r Total room bad 33 72 1934 1432 Air required (clm) 2 3 92 64 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. P. - Pk wrightsoft- 2017-Jun-09 09:32.47 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 2 brOOkeSlanlonGLW\ Lo188ThombrookeStanionGLW rup Calc - MJ8 House faces W DEL -AIR rimre-=ccxx mo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR ho ne, 531 CODISCO WAY, SANFORD, FL 32771 hone, 407.333.2665 ax• 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot88ThombrookeStantonG... Date: 11/8/12 By: GCR 1 Room name ms wic bdrm 2 2 Exposed wall 0 It 10.5 It 3 Room height 93 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 3.5 x 12.5 It 43.8 02 14.0 x 10.5 It 147.0 112 Ty Construction U-value Or HTM Area (fig Load Area (ftg Load number Bluh/II2-OF) BtufV112) or perimeter (it) Stuh) or perimeter (ft) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 y/ 13A-2ocs 2A-2Dv 2A-2ov 0.201 0.340 0.340 n n n 5.65 9.55 9.55 4.29 10.55 10.55 0 0 0 0 0 0 0 0 0 0 0 0 98 0 16 81 0 0 460 0 155 350 0 1711I----GG 11 y/ C 13A.2ocs 2A-2ov 0.201 0.340 a a 5.65 9.55 4.29 30.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lam; y/ Y_C 2A-2ovd 13A-2ocs 2A-2ov 0.580 0.201 0.340 a s s 1630 5.65 9.55 18.38 4.29 10.80 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-2ocs 2A-2ov 0.201 0.340 w w 5.65 9.55 4.29 27.96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 2B-21v 11 DO 0.340 0.340 0.390 w w w 9.55 9.55 10.96 27.96 11.78 11.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.90 1.73 44 44 39 76 147 147 132 254 F 22A-lpl 0.989 27.79 0.00 44 0 0 0 147 11 292 0 6 c) AED excursion 4 49 Envelope lossigain 39 71 1039 725 12 a) Infiltration 0 0 192 59 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) 39 71 1231 785 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 39 71 1231 785 15 Duct loads 1 351/6 1 62% 1 14 44 351/6 621/6 431 487 Total room load I 1 531 115 1662 1272 Air required (clm) 3 5 1 79 57 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' 2017-Jun-09 09 32:47 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 3 brookeSlantonGLW%Lol88ThornbrookeStanlonGLW.rup Calc - MJ8 House laces: W 1 DEL -AIR r:mm - a cm rrorraro Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 3277`1'PhND40710N665 ax 407-333.3853 Web WWW.DEL-AIR.COM Job: LotWhombrookeStantonG... Date: 11/8112 By: GCR 1 Room name bih 2 bdrm 3 2 Exposed wall 0 It 10.5 It 3 Room height 9.3 It heat/cool 9.3 It heal/cool 4 5 Room dimensions Room area 55 x 8.0 It 44.0 112 14.0 x 10.5 It 147 0 It2 Ty Construction number U•value Bluh/It2-•F) Or HTM El f12) Area (Its or perimeter (It) Load Btuh) I Area (fly or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heal Cod 6 y/ 13A-2ocs 2A-2ov 2A-20v 0.201 0.340 0.340 n n n 5.65 9.55 9.55 4.29 10.55 10.55 0 0 0 0 0 0 0 0 0 0 0 0 98 0 16 81 0 0 460 0 155 350 0 171II----GG 11 VVf II G 13A.2ocs 2A-2ov 0.201 0,340 a a 5.65 9.55 4.29 30.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ili Vy 2A-2ovd 13A-2ocs 0.580 0.201 a s 16.30 5.65 18.38 4.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-C 2A•2ov 0.340 s 9.55 10.80 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-2ov 2B-21v IIDO 12C- Osw 0201 0. 340 0. 340 0. 340 0. 390 0. 091 w w w w w 5. 65 9. 55 9. 55 9. 55 10. 96 2. 56 4. 29 27. 96 27. 96 11. 78 11. 88 1. 42 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 0 130 0 0 0 0 0 130 0 0 0 0 0 333 0 0 0 0 0 184 qD 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.90 1.73 44 44 40 76 147 147 132 254 F 22A-tpl 0.989 27.79 0.00 44 0 0 0 147 11 292 0 6 c) AED excursion 4 60 Envelope loss/gain 40 71 1372 899 12 a) Infiltration 0 0 192 59 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) 40 71 1564 958 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 40 71 1564 958 15 Duct loads 359/6 629/6 14 44 359/6 629/6 548 595 Total room load 53 116 2112 1553 Air required (clm) 1 3 5 101 70 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoTt' 2017-Jun-09 09:32,47 Right- Smle® Universal 2017 17.0.16 RSU24011 Page 4 brookeStanionGLW% Lot88ThornbrookeSlanionGLW.rup Calc = MJ8 House laces: W DEL -AIR rra • ar rarm o Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C1 RhoVDoo 333n266N5 Fax: 407.333.3853 Web: WWW DEL-AIR.COM Job: Lot88ThombrookeStantonG... Date: 11/8/12 By: GCR 1 Room name laundry great rm 2 3 Exposed wall Room height 0 It 9.3 it heat/cool 365 It 10.5 it heat/cool 4 5 Room dimensions Room area 6.5 x 65 It 42 3 1t2 1.0 x 299.0 1t 299.0 112 Ty Construction number U-value Biuh/IIZ-oF) Or HTM Btuh/II2) Area (Ill or perimeter (It) Load Btuh) Area (11l or perimeter (it) Load Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 11 V+l F C 13A-2ocs 2A•2ov 2A-2ov 13A.2ocs 2A-2ov 2A-2ovd 13A-2ocs 2A-2ov 13A-2ocs 2A•2ov 0.201 0.340 0.340 0.201 0.340 0.580 0.201 0.340 0.201 0.340 n n n a a a s s w w 5.65 9.55 955 5.65 9.55 16.30 5.65 9.55 5.65 9.55 4.29 10.55 10.55 429 30.33 18.38 4.29 10.80 4.29 27.96 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 0 209 0 96 130 0 0 0 0 0 0 113 0 90 130 0 0 0 0 0 0 640 0 1565 735 0 0 0 0 0 0 486 0 1765 559 0 0 0 y! 1 y/ VLC q 2A-2ov 2B•21v 11 DO 12C-Osw 0.340 0.340 0.390 0.091 w w w 9.55 955 10.96 256 27.96 11.78 1188 1.42 0 0 0 60 0 0 0 43 0 0 0 109 0 0 0 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 11DO' 16B•30ad 0.390 0.032 n 10.96 090 11.88 1.73 18 42 18 42 195 38 211 73 0 325 0 325 0 292 0 561 F 22A-tpl 0.9m 27.79 0.00 42 0 0 0 299 37 1014 0 6 c) AED excursion 1 55 1 1 •251 Envelope lossigain 342 289 4246 3120 12 a) Infiltration b) Room ventilation 0 0 0 0 668 0 207 0 13 Internal gains: Occupants @ 230 0 0 3 690 Appliances/other 600 0 Subtotal (lines 6 to 13) 342 W91 4914 4016 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 342 889 4914 4016 15 Duct loads 1 35% 62% 120 552 35% 62% 1723 2493 Total mom load 462 1441 6637 6510 Air required (clm) 22 65 1 317 293 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 47 01M ' wrightsofC Right•SuileO Universal 2017 17.0.16 RSU24011 2017 Jun 09 0 Pa9ge 5 br00keS1anlonGLW\Lo188ThombrookeStanlonGLW.rup Calc - MJ8 House laces: W DEL -AIR WNED • of em rto>•to Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 914DITIQ NING531CODISCOWAY, SANFORD, FL 3277t hone: 407-3 -2665 ax: 407-333.3853 Web- WWW DEL-AIR.COM Job: Lot88ThombrookeStantonG... Date: 11/8/12 By: GCR 1 Room name kitchen brklsl 2 Exposed wall 11.5 it 9.0 it 3 Room height 10.5 11 heal/cod 10.5 it heat/cool 4 5 Room dimensions Room area 20.5 x 11.5 It 235.8 fl2 1.0 x 218.8 1t 218 8 ft2 Ty Construction number U-value Btu)VftZ°F) Or HTM BIuf1/ft2) Area (f12) or perimeter (it) Load Btuh) Area (f12) or perimeter (it) Load Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vj/ I-fC 13A-2ocs 2A-2ov 2A-2Dv 0.201 0.340 0.340 n n n 5.65 9.55 9.55 4.29 10.55 10.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy Gtt 13A-2ocs 2A-2ov 0.201 0.340 a a 5.65 9.55 4.29 30.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ili 2A•2ovd 13A-2ocs 2A•2ov 0.590 0.201 0.340 a s s 16.30 5.65 9.55 18.38 4.29 10.80 0 107 0 0 107 0 0 604 0 0 459 0 0 84 32 0 51 27 0 290 309 0 220 350 Vy L-.G 13A-2ocs 2A•2ov 0.201 0.340 w w 5.65 9.55 4 29 27.96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2ov 2B-21v 11 DO 0.340 0.340 0.390 w w w 9.55 9.55 1096 27.96 11.78 11.88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q t2C-Osw 0.091 Z56 1.42 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.90 1.73 256 2% 230 442 238 238 214 410 F 22A-tpl 0.989 27.79 0.00 236 12 320 0 219 9 250 0 6 c) AED excursion 127 19 Envelope loss/gain 1154 774 1063 961 12 a) Infiltration 210 65 165 51 b) Room ventilation 0 0 0 0 13 Inlemal gains- Occupants @ 230 0 0 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 1364 2039 1228 1012 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1364 2039 1228 1012 15 Duct loads 1 35"/e 62'/6 478 1266 35% 62% 430 628 Total room bad I 1843 3305 1658 1640 Air required (cfm) I I 88 149 79 74 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t= 4aftwrights- 2017-Jun-09 09.32 47 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 6 brOOkeSIanionGLW\Lot88ThornbrookeStanionGLW.rup Calc = MJ8 House laces: W DEL -AIR r mo • m Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 9 NDITIONINq531CODISCOWAY, SANFORD, FL 32771 hone: 407.333.2665 ax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot88ThombrookeStantonG... Date: 11/8112 By: GCR 1 Room name dining den 2 Exposed wall 17.5 It 32.0 It 3 Room height 9.3 It heat/cool 9.3 11 heat/cool 4 5 Room dimensions Room area 1.0 x 263.3 It 263.3 Itz 13.5 x 12.5 It 1688 112 Ty Construction number U-value 8tuh1fIL*F) Or HTM BIuIVIt2) Area (III or perimeter (if) Load Btuh) Area (02) or perimeter (It) Load Btuh) Heal Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 V EL---GG 13A-2ocs 2A•2ov 2A-2ov 0.201 0.340 0.340 n n n 5.65 9.55 9.55 4 29 10.55 10.55 0 0 0 0 0 0 0 0 0 0 0 0 56 0 0 56 0 0 315 0 0 239 0 0 11 Vy G 13A-20cs 2A-2ov 0.201 0.340 a a 5.65 9.55 4.29 30.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1-( y/ VLC 2A-2ovd 13A-2ocs 2A-2ov 0.580 0.201 0.340 a s s 16.30 5.65 9.55 1838 4.29 10.80 0 107 32 0 75 27 0 421 309 0 320 350 0 116 0 0 116 0 0 657 0 0 499 0 13A-2ocs 2A-2ov 0.201 0.340 w w 5.65 9.55 4.29 27.96 56 0 26 0 146 0 111 0 126 19 87 0 491 184 373 539 2A-2ov 2B-21v 1100 0.340 0.340 0.390 w w w 9.55 9.55 10.96 27.96 11.78 11.88 0 6 24 0 6 24 0 57 263 0 71 285 19 0 0 0 0 0 184 0 0 539 0 0 q 12C-Osw 0.091 2.56 1,42 121 121 309 171 0 0 0 0 D 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.90 1.73 263 263 237 454 169 169 152 291 F 22A-tpl 0.989 27.79 0.00 263 18 486 0 169 32 889 0 6 c) AED excursion 119 429 Envelope loss/gam 2229 1643 2872 2909 12 a) Inliltrabon 320 99 586 181 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/olher 10 0 Subtotal (lines 61013) 2549 1972 3458 3091 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2549 1972 3458 3091 15 Duct loads 359/6 62% 894 1224 35% 62"/6 1212 1919 Total room load 3443 3196 4670 5009 Air required (clm) 1 1164 144 223 226 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 A - wrightsofV 2017-Jun-09 09:32:47 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 7 brookeStanionGLW\Lo188ThornbrookeStanionGLW rup Catc - MJ8 House laces: W 4DEL-AIR Duct System Summary Job: Lo188ThombrookeStant... Emao Date: 11/8/12 r Entire House By: GCR 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 Pressurelosses 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 0.162 in/100ft 1450 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.162 in/100ft 1450 cfm 148 it Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mail Actual Ln (ft) Ftg.Egv Ln (it) Trunk bdrm 2 h 1662 79 57 0.215 6.0 Ox 0 VIFx 26.8 85.0 sil bdrm 3 h 2112 101 70 0.205 6.0 Ox 0 VIFx 32.3 85.0 stl brklst h 1658 79 74 0.219 6.0 Ox 0 VIFx 24.5 85.0 stl blh 2 c 116 3 5 0.233 4.0 Ox 0 VIFx 17.9 85.0 stl den c 5009 223 226 0.162 8.0 Ox 0 VIFx 47.9 100.0 st2 dining h 3443 164 144 0.168 8.0 Ox 0 VIFx 42.9 100.0 st2 great rm h 3318 158 147 0,220 7.0 Ox 0 VIFx 24.3 85.0 stl great rm-A h 3318 158 147 0.210 7.0 Ox 0 VIFx 29.2 85.0 stl kitchen c 3305 88 149 0.224 7.0 Ox 0 VIFx 22.4 85.0 stl laundry c 1441 22 65 0,215 5.0 Ox 0 VIFx 26.7 85.0 stl ms b1h h 1934 92 64 0.215 6.0 Ox 0 VIFx 26.5 85.0 stl ms suite c 6541 278 295 0.197 9.0 Ox 0 VIFx 36.8 85.0 stl ms We c 72 2 3 0.215 4.0 Ox 0 VIFx 26.6 85.0 stl ms wic c 115 3 5 0,224 4.0 Ox 0 VIFx 22.0 85.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk stl Peak AVF 1450 1450 0.162 821 18.0 0 x 0 VinlFlx st2 Peak AVF 387 369 0.162 493 12.0 0 x 0 VinlFlx stl wrightSOft' Right -Suite® Universal 2017 17 0 16 RSU24011 A^...brookeStanlonGLW%Lot88ThornbrookeStantonGLW.rup Calc - MJ8 House laces: W 2017-Jun-09 09:32:48 Page 1 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 rbi Ox 0 1450 1450 0 0 0 0 Ox 0 VIFx C wri htsoft' 2017-Jun-09 09:32:48 9 Right-Suile® Universal 2017 17.0.16 RSU24011 page 2 A...brookeSlanlonGLW\Lol88ThombrookeSlanlonGLW.rup Calc = MJ8 House laces: W FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lo188ThombrookeStantonGLW 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 6/9/2017 9:36 AM EnergyGaugeO 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 O This checklist O 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). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: 0 Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) D A completed Envelope Leakage Test Report(usually one page) O 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 6/9/2017 9:36:07 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot88ThombrookeStantonGLW Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number. Design Location, FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2055 sq.ft. Cond. Volume: 19934 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals) Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: O1 HE Srgr O 6/9/2017 9:36 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software 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. 0 401.3 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. 0 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 at any time after creation of all penetrations of the building thermal envelope During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2 Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open, 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open 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 IeakageYVindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (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 AAMANVDMA/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. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 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. 0 R403.2.2 Sealing (Mandatory)lkll 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 test 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. 6/9/2017 9:36 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) D R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. D 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. D 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 heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heal traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/z inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating 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 heating 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 p 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. p 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. 6/9/2017 9:36 AM 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. Heat 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 bumers 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: 1. A separate cooling or heating 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. D 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. p 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. O 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 heaters shall be equipped with a readily accessible on -off switch that is mounted outside the healer to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oilfired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters 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 heaters and pumps according to a preset schedule shall be installed on all heaters 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 healing 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. 6/9/2017 9:36 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 Qki A/C SLAB — - -- -- — ----- BY BLDR MIN 5" 2' FROM WALL em LAW f.r rtt n I o d to t11MASITRSUM rrrele wlCOX O { FAMILY ROOM Imaa. IIa y g a' a. e" 3 iz:6lace I iz.6 Ind i S 3' both duct EQ to roof cop s M BA... 4 fcd I e.,• W/fan 16• Nutone 696RNB - d. 10.6 1C'sd 1 ;; I y Q HIT aOOes O 7.41tClrn vent to rear caP i rs Nm¢<IT-T s ACrIe l1 .e eCtl ; 'y O D U r6' 1 Iz.6 Ind Lq 1 R6tt ULI1— 10.61. 3 ---- 00 0 lJayate' 6• Q N rs9Bvledea O N10=IO ra I i4 9 10.10 roo 0.10 r j V 1 I I -L IOa61, r 1` 1 1 w rvaeJ 69. lLE0R0OM a Y.r Mrl ir6 lectl V"L 14.9 Ind tMc m u fvfNtOLOrra Z to aae C.o a dr K .ent = a Q _e 0 35 eon /sl.. e f oh I0• u ul Od rbr Oki 10 U7 Mdr r_.i uesv n La. scale 6/e••1'Iq:;_ 1 mall 12=1 ra Q' o Y O 01 O f O r rr1r-.• as Z a cM w 0 OD CQ U r.s .... vrlRr ems O OD Z 1 ueeeaesrm.mrvs r-------------------- ew z E3 OD ago= L) LDr-1 ZQIwvairs.aaa. ' RatingriwetLINT. T0H 6F O e>wrrms.aru 141E To 0UILOCROWST PROv10E UNRESTRICTED GARAGE M06F I INCH UNDERCUT KLOV DODRS TO HABITABLE Rm115 LANAI 116'SF N W • • CO ZAENmrTransferdutb/arils sized ti corpli m. TOrrL Ith Flarlde Resldentlel 10IPn0 Cade-MIGN.I balanced retrrn 01r. Z Q J Q h CD LI.1 3 Q EXCEPTIONS 1-3 7 J O : Q m Must have a minimum Clearance oFL4 1pches_oround the_olr hondler Oerthe_Stott_Enerfly_code._O 11_duct_h6s_on r=6_lnsulotlori_volue m 0- J Ln O 0 ud i • 3" 3 . j lav Mas des' Pj R OP T: I ,' JA4 TAYLOR MORRISON HOUSE TYPE: STANTON THORNBROOKE S.F. LOT 88 00 w/ optional laundry tub w/optional master bath _ .. 0 (n lily a z 1 1•i Z CA 0 DESCRIPTION AS FURNISHED: Lot 88, THORNBROOKE PHASE. 4, .as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florido. PLOT PLAN FOR/CERTIITED TO LOT 87 Nk 15T' 5.00' 5.00' 5.00' G} - - - 43.28'- - - - PC) Taylor Morrison of Florida, Inc. RECORD COPY THORNBROOK PHASE 1 PLAT BOOK 79, PAGES 3-7) S 00° 10' 44" E 50.00' 0\#,-'A PROPOSED -.FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 23.9' PROPOSED GRADE PER CONSTRUCTION PLAN /V*# 24.80' 24.80' LOT 88 24.80' 3.5'x3.5' AC 18.0, I 22.0' o LANAI RECESS FOR OCKET SLIDER PROPOSED RESIDENCE MODEL: STANTON-CLASSIC- FRENCH COUNTRY 0 2 CAR GARAGE LEFT i•T COV'D. ENTRY 6.0' ID 13.3' 6.7' 20.7' 16' WALK DRIVE 25.20' 25.20'- 28 87' T 1— — — — i— — — — _ 10' UTIL. ESMT. 5' CONC. WALK FLARE Uhl-----•--. B.B.) S 00610' 44" E 50.00' ROCKY GROVE LANE 50' RIW) TRACT I UTILITY & ACCESS R/W BUILDING SE M4CK5: FRONT - 25' REAR a 15' SIDE = 5.0' SIDE CORNER - 10' 5.00, to O O w CO LOT 89 3P 5.00' ZONING DATE Ok to construct single family home with setbacks and impervious area shown on plan. LV I - 6.000 5Q. FT. LIVING - 2,055 SOFT. GARAGE a 460 SOFT. DRAIN INLET AS ENTRY 47 SO.Fr. SCALED FROM LANAI = 176 SO.FT. DRAINAGE PLANS BREEZEWAY- N/A SOFT. DRIVEWAY - 403 SOFT. A/C PAD = • 12 SO.FT. WALKWAY = 37 SO.Fr. IMPERVIOUS- 53.2 R 3,190 SO.F7. Son = 9 a l n cn rT K/W 550 SQ.FT. APRON SIDEWALK 1 f0 250 SO.FT. SO.FT. PLOT PLAN ONLY* A SURVEY) SOD(NOT 190 so.FT. TOTAL OPOSED INFORMATION SHOWN 34SED ON SUPPLIED PLAN 4ND/OR INSTRUCTIONS PER XI NT NOT FIELD VERIFIED AREA DRIVEWAY SIDEWALK SOD 6,550 513 287 3,000 SOFT. SO.rr. SOFT. SO -FT. CRUSENMETYET.R-SCOTT ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND P PLAT Po1NT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 i FIELD TYP. TY ICAL NOTES: IP. I.R. BON PIPE IRON ROD PR.C. CC. POINT or REVERSE CURVATURE Po HT or COrOUND CURVATURE I. THE UNDCRS M DOES HEREBY CERTIFY THAT THIS SURVEY YEETS THE STANDARDS OF PRACTICE SET FORM BY THE FLORIDA BOARD Or CONCRETE 1T RAD RADIAL PROFESSIONAL SURVETCRS AND YAPPERS W CHAPTER SJ-17 FLORIDA ADYINZIRATIYE CODE FURS TO SECTION 472.027. FLOR/pA S/ANCSSCC.NSCT I.R. t/2' 1R../VL2 A57iILP4 AON-RADIAL Z UNLESS EW90SSED NTH SVRYEMT SIGNATURE AND ONDOAL RAISED SEAL 1MS SURVEY YAP OR COPIES ARE NOT VAUD. RM DK6DININD V.PKOL. J. THIS SURVEY WAS PROARCO FROM ITHL WFORAUOON FURNISHED TO THE SNRVEYOR. DIME WY BE OTHER RESTRICBDNS PALL W OAF CALC. C ICCULATCDW OR EASEMENTS IMF AFFECT DO PROPERTY. OC. POINTOF CN W"KENT IRM ICRNNCIT RCFEIEICC HONIAmIT 4. NO umocRoR01NO nowoEYDTB NAYS BEEN LOCATED UNLESS OMERNISE SNOWN. CENTERLINE FF. FINISHED YLOOR ELEVATION A TW SURVEY 6 PRORARED FOR THE SOIL BENEITT OF IN= CERTIFIED TO AND SN " NOT BE RETJED UPON BY ANY OTHER ENTRY. HUDR/V NUR t DISKF-VRIGNT-OF LS,LkDL DINNING SETDALYU LINE IIENC 0. DMIENSJONK SHOW MR THE LOOATION Or WPAOVEY&TS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNOARY LINES. ESNT. CASEMENT LL DEARHARKMi[ lCAR1N6 7. BTARD = ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARWO (V.&) DININ. DRAINAGE B ELEVATIONS. IF SHOW ARE BASED ON NATIONAL GE000RC 041UM Or 1929. UNLESS OTHERNTSC NOTED. ViN. CLFI. VDFG VANITYCHAINLINK FENCE VOOD NCR" D. CERTIFICATE Or AUTNOM7ATION NP. 4590. P.C. o1 NT OE CURVATURE SCALE - 1' . 20'— DRAWN MI ••• P.T. LESC. POINT DF TANGENCY DESCRIPTION CERT111ED Or QA7E ORDER No. R RADIUS DLARCLE"M PLOT PUN 02-28-17 793-17 D DELTA REVISED PLOT PLAN 05-31-17 Can KARIN6 REVISED PLOT PUN 08-02-t7 THIS BUILDING/PROPERTY DOES.NOT UE W11N/N-----_ _. THE ESTABUSHED 100 YEAR FLOOD PLANE AS PER FIR.- TOM X. GRUSENMEYER. R.L.S. 4714 ZONE X. MAP I 12117C 0055 F. JAMES W.SCOTT R.1-5 1 4801 RECORD COPY j7 i eehtiea eSE z vice s,n e. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN STANTON 2055 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 1 LAUNDRY CIRCUIT AT 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 1 WATER HEATER 1 DISHWASHER 1 CLOTHES DRYER 1 DISPOSAL (1/3 HP) SUBTOTAL OF GENERAL LOAD FIRST 10 KVA OF GENERAL LOAD AT 100°/6 REMAINDER OF GENERAL LOAD AT 40% 23611 VA x . 4 TOTAL NET GENERAL LOAD 3.5 TON HEAT PUMP #1 27.6 AMP X 240 VA = TON HEAT PUMP #2 AMP X 240 VA = 8 KW ELECTRIC HEAT AT 65% KW ELECTRIC HEAT AT 65% SANFORD 17-2130 6165 VA 3000 VA 1500 VA 12000 VA 4500 VA 1200 VA 5000 VA 246 VA VA VA 33611 VA 10000 VA 9444 VA 19444 VA 6624 VA VA 5200 VA 0 VA NET GENERAL LOAD 19444 VA NET TOTAL HEAT 11824 VA TOTAL LOAD 31268 VA CALCULATED LOAD FOR SERVICE 31268 VA 1240 V= 130.29 AMP ISO AMP SERVICE 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: TB0088 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0088 Model: Stanton Tampa, FL 33610 4115 Lot/Block: 88 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: 139 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 40 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# JTruss Name I Date 1 1 T1 05516901 HR01 3/1/17 118 1 T1 05517071 R10T 3/1/17 12 IT10551691 I HR01T 1 3/1/17 119 1T105517081 R11 1 3/1/17 13 I T10551692 I J01 1 3/1/17 120 1 T 105517091 R12 13/1/17 1 14 I T10551693 I J02 1 3/1 /17 I21 1 T105517101 R 13 1 3/1 /17 1 5 IT10551694IJ02T 3/1/17 22 IT10551711 R14 3/1/17 6 IT10551695IJ03 3/1/17 23 T10551712 I R15 3/1/17 7 IT10551696IJ03T 3/1/17 24 J T10551713 1 R16 3/1/17 8 IT105516971J04 3/1/17 125 1 T10551714 1 R17 3/1/17 19 I T10551698 J04T 1 3/1 /17 126 1 T105517151 R 18 1 3/1 /17 1 110 1 T10551699 1 R02T 1 3/1 /17 127 1 T105517161 R 19 1 3/1 /17 1 Ill I T 105517001 R03T 1 3/1/17 128 IT1 05517171 R47T 1 3/1/17 I 112 1 T1 0551701 1 R04 1 3/1/17 129 1T1 05517181 R48 1 3/1/17 1 13 1 T10551702 1 R05 3/1/17 130 T10551719 1 R48T 3/1/17 114 1T10551703 1 R06 1 3/1/17 31 T10551720I R49 1 3/1/17 1 15 T10551704 R07 3/1/17 132 1 T10551721 R50 3/1/17 116 T10551705 R08 3/1117 133 1 T1 0551722 1 V01 3/1/17 1 117 1T105517061 R09 1 3/1/ 17 134 1T1 0551723 1 V02 1 3/1/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSl/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 Wek'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/rPI 1, Chapter 2. 17-2130 a S A. o 39380 S TAT E O F . . ORS Thomas A. Mani PE No.39380 Mrrek USA, Inc. Ft. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 1,2017 Albani, Thomas 1 of 2 RE: TB0088 - Site Information: Customer Info: Taylor Morrison Project Name: TB0088 Model: Stanton Lot/Block: 88 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name I Date 35 IT10551724 V03 3/1/17 136 I T10551725 VO4 13/1/17 I 137 I T10551726 I V05 13/1/17 138 I T10551727 I V06 13/1/17 I 139 I T10551728 I V07 13/1/17 I 140 I T10551729 I V08 13/1/17 I 2of2 Job runs russ Type 011 Ply T10551680 TBOo88 HR01 ITDIAGONAL HIP GIRDER 1 1 732616001 Job Reference (optional) BUllders 1`e61SOUICe. tempo, Plant Glly. FgndO 33566 7.540 a Apr 19 2015 PAI OR Inausllles. InC. Wall 114181 01 16:47:35 Z017 Pepe 1 ID:AIONeKBemlVg7aDOLXIDHBySD6M-vn2IEUlm2yYg4H9rp1 eKz1BHS4uxTOaRhXel4lzlF4o 1.5-0 6.2.11 9-9.5 1.5.0 6.2-11 3.6.10 20 II olw - 3x6 = 9.8.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Verl(LL) 0.17 5-8 6% 240 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(TL) 0.51 5-8 228 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(fL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/fP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=427/0-10-15, 5=600/Mechanical Max Horz2=217(LC 4) Max Up1Ut2=-111(LC 4), 5=-253(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-539/145 BOT CHORD 2-5=-293/4ee WEBS 3.5=-530/351 Scale = 1:23.1 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% Structural wood sheathing directly applied or 5-3-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl , GCpl=0.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 0t=1b) 2=111, 5=253. 6) 'Semi -rigid pitchbreaks with lixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2- 60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-4=-147(F=-43, B=-43), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING . VOW deafgn panunehns and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Ma-7473 rev. 10,039015 BEFORE USE Design va1M lot use only vAm Milan® connectors. Irgs design Is based only upon parameters shown, and Is lot an Individual "ding component, not o huss system. Belote use. Iho bt4ldng designer must veiny the ap;AlcadAlly of doslgn Ixoanolees Ondl popery Incolp"alo Snh design Into the overall buildingng design. Blocing Indicated Is to prevent bluclding of Individual truss web and/ot chotd mornbeis orgy. Add lilotxA lempotary and petmonenl Mating WOW Is always redlJled lot slabdlty dud to ptevent collapse wllh poslbW personal Wuy dud properly damage. FoI general gukknce tegcxd hg the bdlcallon, storcuge. delivery. ereclbn and UalcIr g of Inures and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Poke East Blvd. Safety Information ovdlchle from Russ Plato Institute, 218 N. too Street. Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Fuss TFuss Type oty ply T10551691 TB0098 HRO1T DIAGONAL HIP GIRDER 1 1 1732616002JobReference(optional) Buedem FrsiSource, Tampa. VIM Guy, FI01100 3356b r ow s nP, .a cv,o mi-k ,wusmes, mc. ." mu, v, ,o.4c as cv,. . W. , ID:AtONcK8emjVg7aDOLXIDHBySD6M-vr121 EUlm2yYg4H9rp1 cKz7BHL4z1T 1 W RhX8t4izfF4o 1.5-0 3.7.12 7-2-3 9-9-5 , 5.0 3.7.12 3-6-7 2.7-2 20 = Q° — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc), Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.09 6.7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0,57 Vert(TL) 0.30 6-7 382 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.13 Horz(TL) 0.05 6 n/a rVa BCDL 10.0 Code FBC20141TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=477/0-10.15, 6=538/Mechanical Max Horz2=217(LC 4) Max Uplift2=-142(LC 4), 6=-229(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3.4=-503/136 BOT CHORD 3-7=-265/452, 6-7=-265/452 WEBS 4-6=-516/335 Scale a 1:22.7 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% Structural wood sheathing directly applied or 4-10-14 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psF BCDL=6 Opsl; h=25ft; Cat. II; Exp B; Encl., GCpi=O 18; MW FRS (envelope) gable end zone; cantilever left and right exposed; 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 will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=142, 6=229. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design o1 this truss. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.2= 60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-5=-147(F=-43, 13=43), 9=0(F=10, B=10)-to-8=-18(F=1, 13=1), 12=11(F=S, B=5)-t0-7=2(F=1, B=1), 7— 18(F=1, B=1)-tO.6— 49(F=-14, B=-14) A WARNING - Verily dodpn paremelore and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE CAGE W7473 rev. 1a 2ois BEFORE USE Design valid for use orgy with Miley connectors. 11* design Is hosed only upon paameters shown, and Is for an hdMdual btAdhg component, not a fruss system. Belae we. the Irlldlrlg doslgner must verify the cgA1lk:OIAIIV of design lxxometers and properly Incogwroto 111% design Into the ovetail Brochg Indicated Is to txlolding kxlNklual truss web and/or chord members only. AddlIonal temporary and permanent Mating WOWl"dhg design. rxevent of b always reyWod for sktAlty and to prevent collapse with pos*)Ie pewxD hpay dud rxope"y drnnage. For general gJdonce regarding the 6904 Porke East Blvd. lob ilcotlom slordlge, delivery, erection and bracing of trusses and Irtm systems, seeANSI/TPI I Quality CdteNa, DSO-89 and SCSI Building Component Tonga, FL 33610SatelyInformationavailablefromTrussPlateInstlMo. 218 N. Lee Street. Salle 312. Alexandria. VA 22314. Job Truss truss lyp9 ty Ply 710551692 TB0088 Jol JACK -OPEN TRUSS 4 1I 732616003 Job Reference (optional) Molders F116tbou1Ce, lamps. Yrent Goy, Emends 3356v r oVv a Apr ]v "Io mi OK IOOuslims. im "Do rvnl vi 10 N40 evl r rove l ID:AIONeK8em1Vg7aDOLXIDHBySD6M•N egSglOpGgXiRk1N17ZWCkaCUR6CVjavBuRc8zIF4n 1-0-0 o•lals 1-0-0 0•10.15 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (ib/size) 3=-16/Mechanlcal, 2=138/0.8-0, 4=8/Mechanical Max Horz2=39(LC 12) Max Uplil13— 16(LC 1), 2=-60(LC 12) Max Grav3=13(LC 8), 2=138(LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 20 = DEFL. in (loc) Udell Ud Vert(LL) -0.00 2 >999 240 Vert(TL) -0.00 2 >999 180 Horz(fL) -0.00 3 n/a We Scale a 1.6.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0.10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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.Ops1 on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 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 WARNING . Verffy dedyn puamotma and READ N07Es ON rN1S AND INCLUDED NITEK REFERANCE PAGE N&7473 rev. 10113WIS BEFORE USE. Design vdld too use only with Milek® conneclors. this design K based only upon paanelers shown. and Is let an Individual building component, not a Inm system. Before use. the b uildiro designer musl verily the applk;ablilN of design Mci netors and psopeoly Inconpoiale 0% design Into the overall building design. Btaekng Indlcaled is to buckling of Individual truss web and/ol chord members only. AdNllond lempao>ry and permanent txor_kng WOWprevent Is always ieglLed lot stublilly aW to prevent collapse with possible poisonal it*" wd properly (kanage. For general gt4dance regading the 6904 Pork* East Blvdk"lCallo n, slaage. delNoty. erocikxn and biaclnp of Irtaws and Inm systems secANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component Tompa. FL 33610SafetyInformationav(IlatAe from truss Plato InstlMe. 218 N. too Street. Suite 312. Aloxandrim VA 22314 job Truss Truss Type 0y ply 710551693 780066 J02 JACK -OPEN TRUSS 2 1I 73261600I Job Reference topbona0 ourroere rnewource. rompe, rwnr wry. rim wo ssaoo p ,e av1v ,•a. " • , - V. , ID:AIONcKBemjVg7aDOLXIDHBySD6M-N cgSglOpGgXiRk1N17ZWCkafUO6CVjavBuRcBzfF4n t 0-0 2.10.15 2.10-15 Scale 1'=V 20 = 2.10.15 2.10-15 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 2-4 >999 240 MT20 2"/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rVa r1/a BCDL 10.0 Code FBC2014lf P12007 Matrix) Weight: / 1 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=54/Mechanical, 2=202/0.8-0, 4=25/Mechanical Max Horz 2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25It; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces i3 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed lot a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed lot a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with Iixed 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 - yarlty d4dpn paremotora and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE ND•7473 rev. 1OV302016 BEFORE USE Design vdkl for use only with Mllek® connectors. lhh design is based only upon paanetefs shown. and Is for an indlvldral building component, nol wtabussystem. Before use. the Mild W designer must verify the %pilcdl)Ilty, of design Ixaameles and pfopedy Incorlwralo this design Into the overall Bracing Indicated Is to lwckting of Individual buss web add/or chord members only. Addllorlal lempouny and permanent bfocing M iTek' building design. pfevenl Is always redsulred to slatAlly and to prevent collapse wllh possible personal "oral Crop erty damage. for genefd guidance regadng the 6904 Porke Eat Blvd. ladk:allon, storage, delivery. erection ardi bind lg of Inrssers and iniss systems. seeANSI/Ml I Quality Criteria, DSB-89 and SCSI building Component Tempo, FL 33610SafelyInformationavdkfilefromTrussPlateInstitute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type oly Ply T10551694 TB0088 J02T JACK -OPEN 2 1 1132616005JobReference (optional) Builders FaslSourCO. TOrnpo. Plant City. Fbrlda 33566 1 640 0 Apr le Ze16 Net OK Indu611600. InC. WOO Nei el 16:4Z:3/ Zel / P890 1 I D:AIONcK8emj Vg7aDOLXIDHByS DSM-rAA31AJOaaoOKbJ DwSeo3OHlPumexy)j8rd_9bzf F4m t 0-0 2.10.15 1 0 0 2.10.15 scale: 1'0T 20 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Gnp DOL 1.25 TC 0.11 TCDL 10.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WS 0.02 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=62/Mechanical, 2=211/0.8-0, 5=33/Mechanleal Max Horz2=82(LC 12) Max Upl1114=-47(LC 12), 2=-57(LC 12) Max Grav4=62(LC 1), 2=211(LC 1), 5=66(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Ud PLATES GRIP Vefl( LL) -0.00 2-7 >999 240 MT20 244/190 Vert( TL) -0.01 3 >999 180 HOrz( TL) 0.01 5 n/a We Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7.10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4, 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." 0 WARNING - VoWy design panmretom and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10032015 BEFORE USE Design valid for use only MA81 MlleM connectors. tnls design is based only upon pcoaneters shown. and Is for an Indh4dual building component. not a trusssyslem. Beloio use. the building designer must verity the opplka billy of dosllpl Iridaneters ax1 piopeily ilcorpoiato Ilia design Into the overall building design. Bracing Indicated Is to buckting of Indl lual truss web and/or chord members orgy. Additional temporary and permanent bracbV WOW prevent Italways wecltifed low sk*ARy a ncl to prevent collapse wllh possible personal Injury mid property dtanage. For general gukkmce iegawdtrlg the labilcollon, stange, delivery. erectlon and bicx:ing of trusses and miss systems. soeANSI/iP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Poike East Blvd. Safety Information wallubte from Inns Plato Institute- 210 N. lee S9ee1. Salto 312. Alexandria. VA22314. Tarrye. Fl. 33610 Job runs Truss Type ty ply 710551695 TB0088 J03 JACK -OPEN TRUSS 120 t1 1732616ODSJobReference(opbona0 Butldera FuslSousce. Tarrgm. Plant uOy. FlOeda 33bbb o+v a n,p ,a cv,o -. ".. m , v, --a a cv, W. , ID:AIONcKSemjVg7aDOLXIDHBySD6M-rAA31AJOaaoOKbJDwSeo3OHtKujYxyzl8rd 9bzlF4m 1-0-0 _ 4-10.15 1 O-0 4.10.15 20 = 4-10.15 4-10-15 0 Scale = 1:17.1 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Verl(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Verl( I-) -0.06 2-4 >869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=124/Mechanical, 2=272/0-8.0, 4=45/Mechanlcal Max Horz2=126(LC 12) Max Uplilt3=-104(LC 12), 2=-70(LC 12) Max Grav3=124(LC 1), 2=272(LC 1), 4=90(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 100 lb uplift at joint(s) 2 except Qt=lb) 3=104. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity 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 WARNING - Vorrry daafgn pwnmotwv and READ NOTES ON TNIS AND INCLUDED M1TEK REFERANCE PAGE MI167473 rev. IM31015 BEFORE USE Design volki for use only with Mllek® connectors. this design Is bused only upon paramoters shown. and Is fob an Indlvkival IxNtling component, not a toss system. Wrote use, the IxAk&o deslgnel must vo4fy the c"AlcabUlly or design lutameters aid properly Incogxxato 11* design Into She overall IxgcbV design. Bracing Indlcaled Is to ixevent bucWV of Individual truss web and/or chord members only. Adcfllorxrl temporary aril petmanenl txocing WOW Is arways required Ior sk"Ity, and to prevent eellopse vAlh possue petsorxA 111y and prommy damage. Tor genelal gtdckme regatdbtg the fabrk:atbn. storage. delivery. election and bxcscing of htrsses arxs buss syslerns seeANSI/IPII Quality Cdterlo. DSB-89 and SCSI Bullding Component 6904 Potke EaM Blvd Safely Informalton avcilable tom alas Plate atsllMe. 218 N. Lee Street, suite 312, Alexandrlo. VA 22314 Tampa. FL 33610 Job rLISS russ ypeN T70551696 TB0096 j,,03T JACK•OPEN 120 1 1732616007JobReference (optional) DWaers Yssnbource. r anlpa. r1anl cny. 1-1010e &Zt b • o+v s Apt on, cv •o am—" ; i—m— v.. - v. • vv ID:AIONcKSemjVg7aDOLXIDHBySD6M-JMkRtW KeLtwFxkuOU9A1 bdpsTH3VgOziNVNYh1 zfF41 t-0-0 2.8-0 _ 4.10.15 1 0 0 2-8-0 2.2.15 Scale = 1:17.1 20 = LOADING (psf) SPACING- 2.0.0 CS1. DEFL. In pot) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.04 3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) 0.06 3 868 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.04 5 We n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 20lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=134/Mechanical, 2=288/0.8.0, 5=43/Mechanical Max Horz2=126(LC 12) Max Upl1114=-97(LC 12), 2=-60(LC 12) Max Grav4=134(LC 1), 2=288(LC 1), 5=86(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 4-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251% Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 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." 0 WARNING • yorrry doWgn pamWoro end READ NOTES ON THIS AND WCLUDEO MrTEK REFERANCE PAGE MO.7473 rov. 10=1015 BEFORE USE Design valkl for use only with Mllek®connoclas. lhls design Is rased only upon parameters shown. and Is too an trldMdual Wilding component not wtabusssystem. before use. the fAlalng designer must verify the oppllcatAlly of design paarnoters and property Incapooato thk design Into the overall txAalng design. Bracing Indicated is to prevent bucidi ng of Individual in= web and/or chord members only. Additional temporary and permanent MocbV M iTek' Is always iw4lned bo stability and to prevent collapse with possUe personal k*jry and pooperly danage. For general guidance regadkng the fatrkatbn, storage, delivery, erection and txocing of misses and miss systerns. soeANSI/IPI I Quality C4forlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saroiy information ovallaMe from UL= Plate Instlltrto, 218 N. too Street. Stile 312, Alexandria. VA 22314. Tempo. FL 33610 Job I russ russ ype ty TIOSS1697 780088 J04 JACK•OPEN TRUSS 1 t 1,326160" Job Reference tonal ausders FuslSouroe. Tampa. Ploni Lily, Fbrga 33555 r.wV s npr IV zvlo mrren mausrnes, IM. W96 MOO VI ro: 4;50 cV I i age i ID:AtONeKSemjVg7aDOLXIDHBySD6M-JMkRIW KeLtwFxkuOU9A l bdpnbHlsgODINVNYhl zf F41 1-0-0 7-0-0 1 0 0 7-0-0 30 = LOADING (psl) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 10.0 Lumber DOL 1.25 BC 0,50 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=176/Mechanical, 2=352/0.8.0, 4=80/Mechanical Max Horz 2=1 72(LC 12) Max Uplift3=-131(LC 12), 2_ 81(LC 12) Max Grav3=176(LC 1), 2=352(LC 1), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:22.2 DEFL. in poc) Udell Ud PLATES GRIP Vert(LL) 0.09 2-4 >854 240 MT20 2441190 Veri(TL) -0,25 2-4 >316 180 Horz(TL) -0.00 3 n/a rl/a Weight: 24 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever tell and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 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 100 lb uplift at joint($) 2 except 01=11)) 3=131, 6)'Semi-ngid 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 - Veal designhqlp perameton and READ NOTES ON THIS ANDINCLUDED NrlEK REiERANCE PAGE MD7173 ray. IMYl015 BEiORE USE. Design valid for trse only vAth Mllek9conneclors. W& doslgn Is Dosed only upon mon'teters shown, and Is for an Individual building component. not o htJa system. Boloie use, the trJldin g designer must verily the o14111cabllly of design lxnarneters and properly bncoriwrate this doslgn Into the ovelall building design. Bracing InNcated Is to buckling of Individual truss web and/or chord rnembers orgy. Additional temporary and rxnmanenl bracing MiTek' ng preventIsalways recluubed fa stability and to prevent collapse with possilAo personal knMy u nd properly danage. rot general guicki nce iogalding the 6904 Parke East Blvd. labrkatbn. slorago. detivory. erection and bacN of Inases and Inca systerns seeANSI/TPI I Quality Cdteda. DSB-59 and SCSI Building Component Tampa. FL 33610 Safety InformationovallablehornlruaPlateInslihile, 218 N. Lee Sheol, Sufto 312. Alexandda. VA 22314. Job runs Truss Type oty ply 710551698 T80088 J04T JACK -OPEN 1 1 732616009 Job Reference Gonad Builders FuslSounce. Tampe. Prenl Gdy. Froze 33566 1.6.v 6 nPn 'V guru wi eR muiniu e6, im. W06 W., vi e6.42 3i 20i7 eg6 v ID:AIONcK8emjVg7aDOL%IDHBySD6M-JMkRtWKeLtwFxkuOU9A1bdpodH TgOrINVNYhlzlF41 1-0-0 2.8-0 7-0.0 1 00 2.8-0 - 4.4.0 Scale = 1:22 2 Plate Offsets (X Y}- 13:0-3-3 0.1.61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES , GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Veri(LL) 0.13 5-6 >590 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.28 5-6 >287 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight, 27 lb FT = 20%. LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=169/Mechanical, 2=371/0.8-0, 5=93/Mechanical Max Horz2=172(LC 12) Max Uplift4=-117(LC 12), 2=-70(LC 12) Max Grav4=169(LC 1), 2=371(LC 1), 5=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf, h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 4=117. 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.' A WARNING . Verify design penvnetere and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M67473 rov. IMMIS BEFORE USE Desim valid for use only with MltekS connectou. this design Is based only upon parameters shown. and Is for an IndMdual buldhng component. not a truss system. Before u so. tho btMdbV designer mull vedty, Me apdk%abllry of design puanneters and p iopeily Incaporato tints design Into the overall building design. Bating Indk:ated Is to prevent bucldhng of Individual truss web anal/or chord members only. Additional temporary and pemanent MaCIlV WOW 6 always noclrdned for stability and to pnovent collapse wllh possa-le personal Injury and rAoperly dunaDe. For general gukkmo uryasding the fabrication storage, delivery, election Graf bracing of lFtmeson d truss systems seeANSI/IP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Nate institute. 218 N. Lee Street. Sullo 312. AlexandnkL VA 22314. Tampa. FL 33610 Job runs Truss Type ty Ply T10551689 TBOOeB fi02T HIP GIRDER 1 6 z. Uonal Budders FeslSource. Tompo. Plant Csy. Florda =66 t 641) s Apr to zeta nu r ex mousmes, inc. wed nrm e1 16:42 40 207 rags i ID:AIONcK8emj Vg7aDOLXID HByS D6M-F"ICMvsVBzB22ocaCVg2v825cv85iAgpsekveF4j t•0• 2.8.0 7•00 9-00 12•t-13 L5L 11 1S -0 168•I 1D•t002t•tt-0 , 257.12 28.6.4 31.0.0 3S2" 40.0-0 O 2-&0 4.4.0 2.00 3/•13 31-t3 5 34.4 •1.1 2•t-0 3.2.12 34•e 2•S72 4.2•t 4.9.15 1.0• 6x8 = 20 11 Sx12 = 3x6 II 5x8 = US = 6.00 F12 3y4 6 7 8 9 10 11 12 13 14 5x6 = 35 _ 5x6 = 26 25 44 24 23 3x6 = 2x4 II 5x8 2x4 11 5x8 = 2,96 Ll2 6xl2 MT20HS II 20 11 20 I) Scale = 1 71.4 le-s-lz 2•e-0 7-0-0 1i3.1 I 19-84 Pt 21.11O 251./2 2e•a-4 31-0-0 t7Q315, tF00 2.9-0 TIWo2-0-0 3.1.13 31.13 5 2.2•e 1.12 2.1-0 3.2.12 3J•e 2312 1.5.15 7•e•1 1.1.12 Plate Offsets (X,Y)• 13:0 0 8,41-81,16:0-4-0,0.1.151,114:0-4-0,0-1-151.119:0.5-0,0-4-81,122:0-4-0,0-5.41,135:0-2-12,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.51 23 >945 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(IL) •1.25 23 >384 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.55 16 n/a rVa BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 850lb FT = 20%6 LUMBER - TOP CHORD 20 SP N0.2 'Except' 10.14,6.10: 2x6 SP M 26 BOT CHORD 2x6 SP M 26'Except* 2-35,23-28, 20 SP No 2 WEBS 20 SP No.3'Except' 8-22,22-29: 20 SP No 2 REACTIONS. (Ib/size) 2=3927/0-8-0, 16=2555/0.8-0 Max Horz2=-95(LC 13) Max Uplift2=-973(LC 5), 16=-567(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0.0 oc bracing: 27-29, 22-24 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5949/1502, 3-4=-11797/3013, 4.5=-9552/2502, 5-6=-8432/2258, 6-7=-8830/2384, 7.8=•8828/ 2382, 8-9= 17820/4652, 9-10=-19346/5039, 10.11=-1934615039, 11-12=-18091/4648, 12.13=- 15874/4004, 13.14_ 13099/3251, 14-15=-8631/2026, 15-16=-8809/2074 BOT CHORD 2.35— 1247/4812, 3-34=-2253(8715, 33-34=-2725/10562, 33-42=-2219/8525, 32-42= 2219/8525, 31-32=- 1934/7435, 30.31=-1934/7435, 29-30=-2528/9690, 27-29=-494/1894, 27-43= 494/1894, 26-43= 494/1894, 21-22=-4578/18091, 20-21— 3917/15874, 19.20— 3163/13237, 18-19=-1849/8046, 16-18=-1841/8004, 22-26=-138/681, 9.22=- 52/352 WEBS 34.35_ 1025/3989, 6- 32= 582/2052, 13-19=-1703/546, 14.19=-1697/6565, 3-35=-4525/1180, 4.34=- 250/1190, 14-18=-274/214, 12-20=-1495J487, 13.20=-875/3062, 12-21— 750/2598, 11.21=- 962/341, 11-22— 463/1506, 25-27=-76/366, 6.30=-631/2219, 8-29=-3924/1066, 8-22=- 2305/9125, 22-29_ 2363/9057, 5-33=-454/1779, 5-32=-1827/572, 4-33=-2065/596, 8-30=- 1380/380 NOTES- (14) 1) 3-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 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) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult= 139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 4x6 MT20 unless otherwise Indicated. IVARNWG • VeA/y doslgn Pan mots» and READ NOTES ON THIS AND WCLUDED M//EK REFERANCE PAGE MD•7473 rev. MOOROIS BEFORE USE Design valid lot use only wIM MlteM connectors. Ns design Is based only upon Iwlamoters shown. and Is for an hdlvk$tK6 LAdding component. not o auss syslem. Belau use. the btik" designer must verily the apdbD tcaty ril of deskIn lxxometels aproperlyIncogwrole it* design Into the overall txdldng design. Brochg IrWk;ated Is to prevent WckWlg of IrK*Mual Innswet> and/or chord members only. Addllonal lemmory and pormanorlt Ixachg WOW Is always reprdred for sk&Ally andtopreventcollapsowllhposslMopersonalWrayandpropertydamage. For general gukknce logadng the knlrholkln slorage, delivery, erecllon arxi brocing of busses anti Inns systems. seeANSI/IPII CuaBly Cridedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Informallon GVCPC"e from IrusS Plate Institute, 218 N. Lee Slseel. Suite 312, Alexan[1da VA 22314. Tarrpa. FL 33610 N, Job I Fuss runs ype ty Ply T10551699 T80089 R02T HIP GIRDER 1 3 32616010JobReference (Optional) tlUraels I.1rstbource, lampa, Plant Gay, ibnaa 33555 7.640 a API 19 2016 MITek Industries. Inc. Wad Mm 01 16.e2 V0 2017 Page 2 ID:AIONcK8eml Vg 7aDOLXID HByS D6M-FIsBIC MvsVBzB22ocaC Vg2v825cv85iAgpsehvzt F4j NOTES- (14) 9) ' 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. 10) Bearing at joint(s) 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=973, 16=567 12) 'Semi -rigid pitchbreaks With fixed heels' Member end lixily model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 997 lb down and 296 lb up at 7.0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibilityof 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: 1-6=-60, 6-14_ 60, 14-17=-60, 35.36=-20, 34-42=-20, 27.42=-188(F=-168), 27-43=-168(F), 28-44=-188(F=-168), 24-44= 20, 23-24=-20, 19.22=-20, 19.39=-20 Concentrated Loads (lb) Vert: 33=-997(F) Q WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED urrEK REFERANCE PAGE N67473 rov. 1=11016 BEFORE USE Design valid for use only vA01 MlleM connectors. lhls design Is based only upon paaneters shown. and Is lot an Ml%ftual building component. not a truss system. before use, the betiding designer must verify the op plicalAfty of design parameters and prorAnly Incotpoiate this design Into the overall bullck g design. fencing kldlcated Is to provent buckling of IndNklucD truss web and/or chard members only. AWllonal lemporary and permanent baling WOW Is always reyWed lop stablI ty and to prevent collapse wllh possible personcil Ylflay and propf4ly damage. For general guickrae regarding the lablicatlon, storage. delivery. erection and bracing of Inures and buss systems seeANSV MI Qualify Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaUabto from buss Rate InslifrAe. 218 N. Lee Street, SIAie 312, Adexandrkx VA 22314. Tarlpe. FL 33610 Job Truss Truss Type ty T10551700 T80088 R03T HIP TRUSS 1ply 1 732616011 Job Reference Zonal Budders FbstSource, Tompa. Plant City, Florida 33566 7 640 s Apr 19 2016 MrTek Industries, Inc. Wed Mar 01 16:42 42 2017 Page 1 ID:AIONeK8emjVg7aDOLXIDHBySD6M•C7zyiuN9O6RgOMBBf4Ezm7 UZvJoc_hS17LlgozfF4h 1- 2.8.0 38.9 11.0-0 15.4.0 16t-12 19.9.8 ns-6 29.0-0 33t0.6 400-0 1• O 2.8.0 1.09 7.3.7 4.4.0 2.9.12 1.7.12 3.7.14 5410 4.106 6•t•/0 •O 6x8 = 20 II 6x8 = 5xe = Scale = 1:71.7 27 3x6 II exto = 23 20 19 rc ZZ 3x8 = 2x4 I 12x4 I I 2.96 12 Sx8 12x14 20 II 3x6 = 18.1.12 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 10.0 Lumber DOL 1.25 BC 0.76 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 20 SP M 31 'Except' 5-7,7.9: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 *Except' 2-27: 20 SP No.1, 18-23: 20 SP No 2, 21.24: 2x6 SP No.2 WEBS 20 SP No.3 *Except' 6.19: 2x6 SP No.2, 5-17: 2x4 SP No.2 SLIDER Right 20 SP No.2 2.4.1 REACTIONS. (lb/size) 2=1701/0-8-0, 12=1670/0.8.0 Max Horz 2=- 1 15(LC 13) Max Uplift2=-283(LC 12), 12=-285(LC 13) DEFL. in loc) Well Ud PLATES GRIP Vert(LL) -0.47 18 >999 240 MT20 244/190 Verl(TL) -1.21 18 >398 180 MT20HS 187/143 Horz(TL) 0.61 12 n/a r1/a Weight: 273 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row atmidpt 4.24 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1811/353, 3-4=-4217l768, 4.5=-3023/566, 5-6=-5561/1101, 6-7=-5711/1115, 7-8=-5711/1115, 8-9= 4554/846, 9.10_ 4781/861, 10-11=-5081/926, 11-12=-2940/541 BOT CHORD 2-27=-243/1269, 3.26=-722/3942, 25.26=-693/3832, 24-25=-693/3832, 22.24— 41/265, 21.22_ 41/265, 16-17=-949/5549, 15-16=-949/5549, 14-15=-763/4647, 12-14=-760/4618 WEBS 26-27=-239/1290, 6-17= 411/251, 5.17_ 648/3140, 17-24=-411/2439, 9.15=-251/1862, 8-15=-1263/361, 10.15=-328/299, 8-17=-94/300, 3-27=- 184 3/353, 4.25=0(404, 4.24=-1231/471 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 III between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 061b) 2=283, 12=285, 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' A WARNING . VerNNy datign peramotsre and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. 16=015 BEFORE USE Design vdkl for u3e only vAth MlleW connactors. This design Is based only upon Ixxamoters shown, and Is for an Individual l building component, not wtaIrissyseem. Ilofore use. the IxAld1W designer musl verify the applkabblty of design ixualneters and properly btcogwrolo Ihtt design Into the ove". Ix&dbng design. bacbng Indicated Is to buciding of IndNkluol tons web and/or chord memtxrs only Additional temporary and permanent bracing M iTek' rxevent IS dWays rec00d la slablllly Und to prevent cotiopse wllh pos3011e personal bogey aril property dorKlge. For general gukknce owKxdirV the 6904 Pmke East Blvd. lalxlcallm slorage, delivery, erection and btacing of tnmesand Inns systems. seeANSVTPII Quality Criteria, DSB-89 and SCSI Building Component Tempo. FL 33610safetyInformationavalablefromILWRateInsiltute. 218 N. Lee Strool. Sidle 312. Alexandria. VA 22314. Job Truss Truss Type oty Pry T10651701 TB0088 R04 HIP TRUSS 2 1732616DI2JobReference (optional) Builders Frratbource. Iarnpo. Plant Gay, Fbrtda 33556 ( o4v s Apr ly evlo w r oK rnau3me4. Inc, was Mat yr ro-4z:4a evi r raga r ID:AIONcK8emlVg7aDOLXIDHBySD6M•gKXKwEOngOZX2 W mNHilClhXakidlLRjc W n4JMFzf F4g 1 6.2.12 13-0-0 18.7.12 9-9 27-0-0 8.6d 31.4.0 36 8-0 40-0.0 1.0 0 6 2.12 6 e•6 57-12 1.1 7.2 B 1 64 2-e-12 4d-0 4d-0 -0 6x8 = 20 11 6x8 = 3x6 _ 20 11 4x6 = 4x12 = 2x4 11 2.96 L12 3xl2 MT20HS ZZ LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No.1 'Except' 4.6: 2x6 SP No.2 BOT CHORD 20 SP N0.2 *Except* 12-14: 20 SP No. 1, 9-12: 20 SP M 31, 5.16 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1682/0.8-0, 9=1661/0-8-0 Max Horz2=-134(LC 13) Max Uplitt2=-316(LC 12), 9=-314(LC 13) Scale = 1:74.4 CSI. DEFL In loc) Well Ud PLATES GRIP TC 0.95 Veri(LL) -0.42 15 >999 240 MT20 244/190 BC 0.84 Vert( L) -1.15 13-14 >416 leo MT20HS 187/143 WB 0.94 Horz(TL) 0.59 9 n/a rVa Matrix-M) Weight: 230 lb FT = 204b BRACING - TOP CHORD Structural wood sheathing directly applied or 1.6.2 oc pudins. BOT CHORD Rigid ceiling directly applied or a-5.5 oc bracing. Except: 10-0-0 oc bracing: 14.16 2x4 SP No.3 FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=•3029/582, 3.4=-2516/537, 4-5=-4226/853, 5.6=-4267/857, 6.7=-4755/892, 7-8=-5114/919, 8-9=-5251/999 BOT CHORD 2-19=-476/2639, 18-19=-476/2639, 17-18=-476/2639, 13-14=-477/3682, 12-13=-481/3675, 11.12=-754/4671, 9.11=-850/4723, 5-14- 551/313 WEBS 3-17- 534/276,4-17_ 621/176,14.17=-336/2360,4-14=-418/2478,6-14=-299/843, 6-12=-292/1430, 7.12=-388/258, 6.13=0/351 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. 11; Exp B; Encl., GCpi=0.le; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and lorces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed lot a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will tit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 011=1b) 2=316, 9=314. 9) 'Semi -rigid plichbreaks with Iixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' 0 WARNING . 1/01fly design Paremotore and READ NOTES ON THIS AND INCLUDED M/EK REFERANCE PAGE M&7473 rev. 16939015 BEFORE USE Design valid for use only wllh 101106 connectors. this design is based only upon paometers shown and h for an Individual building component, not o truss Mlem. Below toe. the Irildhg doslgnor must verity the cg4AIcotAlty of design pap onetersandoporlyIncoglotofe ills design Into the overall butding dwslgn. Brocing Incilcoled Is to prevent tucMing of IndNklual Inns web and/or chord members only. Addtlonal tempaay and permanent Mocbsg WOW 6 always required Ion sk"Ity and to prevent co0gnw vAlh possible petsonsui Iniray and property dornage. For General guidance rogardng the labrlcatbn slorage, delivery. enectlon taxi Mocing of trusses and truss systems. seeANSIMII Quality Cdlerlo. DSB-69 and SCSI SuDdIng Component 6904 Parke East Blvd. Safety Information ovdloblo from lrttss Role Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. TartpD. FL 33610 Job I russ Truss Type 0ty ply TIOSS1702 T80088 ROS HIP TRUSS 2 1I 1732616013JobReference (2ptiona0 omrosrs nrsraource, rampo, rrom may. rrorroo oaaoo r.v+v a np, ,s cv,v o,,,ew „c "" ,.n, v,.vy. , ID:AtONcK8emjVg7aDOLXIDHBySD6M-8W 517ZPPv4hOtfLarOGRru3kSizZ4uBllRgsuhzfF41 1-0 77. 6-0 15-0-0 1 8.7'' 2 2"-00 2e-6.0 33{r14 40-0-01 0 6.0 7.6-0 3.7.12 6.4.4 36d 5.0.9 6.5.2 -0 6. 00 12 20 5x6 = 2x4 11 6r8 = Scale = 1:75.9 4 0N 10 11 1 e O 2x4 11 4116 = Sx12 = 2x4 1I 3x12 MT20HS 2 3x8 = 2.96 t2 7 6-0 15-0-0 18.7-12 fi-9 25-0-0 &-6-4 33b-14 40-0-07. F.n 7-f,..aS2A Plate Offsets (X,Y)-- 12:0.4-12,0.1.81,13:0.4-0,0-3-01,14:0-3-0.0-2-01,16:0-6-0,0.2.81,110:0.0.14,0.0-31,113:0-6-0,0-3-41,115:0-4.8,Eduel LOADING ( psi) SPACING- 2-0-0 CS1. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.95 Vert(LL) 0.42 13 999 240 MT20 244/19D TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) 1.06 14-15 453 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.61 10 Ma rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 224 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 *Except' TOP CHORD 3- 4.8-11: 20 SP No.t BOT CHORD BOT CHORD 20 SP N0.2 'Except' 10- 13: 2x4 SP M 31. 5-17: 20 SP No 3 WEBS WEBS 20 SP No.3 REACTIONS. ( lb/size) 2=1683/0-8-0, 10=1660/0-8-0 Max Horz2=153(LC 12) Max Uplift2=-339(LC 12), 10=-335(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2972/554, 3-4=-2350/506, 4.5=-3264/660, 5-6=-3290/666, 6-7=-4786/933, 7- 8=4697/846, 8.9=-4768/836, 9-10=-5293/934 BOT CHORD 2.20=•492/2575, 19-20=-494/2572, 18-19=-494/2572, 14.15=-348/3096, 13-14=-350/3092, 12. 13_ 781/4792, 10-12— 776/4770, 5-15=-341/214 WEBS 3.20=0/280, 3-18=-653/314, 4-18=-972/157, 7.13= 294/211, 9-13= 458/314, 15- 18=-259/2440, 4.15— 266/2079, 6-15=-162/434, 6-13=-463/1951 Structural wood sheathing directly applied. Rigid ceiling directly applied or 8-4-1 oc bracing. Except: 10- 0-0 oc bracing 15.17 1 Row at midpt 3.18, 4.18 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 7) Bearing at joints) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=339, 10= 335. 9)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' WARNING. yerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01667473 rev. IM302015 BEFORE USE Design valld for use only wllh Mllelrb connectors. Ihh design Is Weed only upon paameters shown, and Is tot an lxflvkhO "ding component, not a truss system. Before use. the IAAc1np designer must verity the olallk:alAlly of de*p p aiamelers and propoily IncoWAxale 0* design Into the overall IxAdl ng doslgn. Bracing Irldlcoted Is to Ixrclding of WWual buss web aril/or chord members only. AdcAtlonal lemrwtary and permanent tAockv M iTek' preventIs always rfxsutred tot stc&Alty and to prevent collapse wllh posslkAe persorxrl Injury arKJ proporly damage. For general Dukknce regd>tdlrsg Be 6904 Porke East Blvd. lalxlcallomstorage, dlelivery• erac9on oral brocing of Innses and truss systems socANSI/1PI I Quality Criteria, DSB-69 and BCSI Building Component 22314. Tor pa. FL 33610 safetyInformationavandt7lefrombussPlateInslllule. 218 N. too Street, Suite 312. Alexandria. VA Job Truss Truss Type oty ply TIOSS1703 T80096 R06 HIP TRUSS 2 t1 1732616014JobReference (Optional) Uendars r0stsource. r 0mp0, rmnr "y. 1-101100 Sasso r.o4V s API 1e zV10 nor ex rn0u301e5. rrrc. rveo mar VI 10 •e.•• eV1 r rays 1 I D:AtONcK8emlVg7aDOLXID HByS D6M-8W 5i7ZPPv4hOHLarOGRru3nZiwP41AIIRgsuhzf F41 1-0 6•tOd 11.1013 t7-0-0 19.9E 23-0-0 26.11-0 336-14 40-0-0 6 tO_4 5 0 9 5.1.3 2•IY6 3.2-8 3.11-0 6.7.13 6 S2 -0-0 5x6 = 6.00 12 5x6 = Scale = 1:73.7 4x6 = Sx12 = 30 II 2.96 Ll2 302 MT20HS 11-10.13 17.0.0 19.9.6 23-0.0 23614 28$d 33$-14 40-0-0 11.10.13 S-1.3 2.9•e 3.2.8 0.6. 4 4-11 5 9 Plate Offsets (X,Y)-- 12:0-1-4,Edge1,16:0.3-0,0-2-01,17:0-3-0.0-2-01,[9:0.3.0,Edna],111:0.0.14,0.0.31,114:0-5-4,0-3-01,116:0-5-8.0-4-41.119:0-4.8.0.3.01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.36 13-14 999 240 MT20 244/19D TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 1.06 17 453 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0,56 11 n/a We BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 223 lb FT = 20°9 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 6-7: 2x4 SP No.2 BOT CHORD SOT CHORD 2x4 SP No.2 'Except' 11-14: 20 SP M 31, 6-18: 2x4 SP No.3, 2-19: 2x4 SP No.1 WEBS WEBS 20 SP No.3 REACTIONS. (lb/size) 11=1673/0-8-0, 2=1705/0-8-0 Max Horz 2=- 1 72(LC 17) Max Upliltl 1=-346(LC 13). 2=-344(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2944/584,3.4=-2609/484,4.5=-2531/494,5-6=-3218/550,6-7=-2719/527, 7-8=-3078/563,8-9=-4723l773,9-10=479W760,10-11=-5366 931 BOT CHORD 2-19=-581/2553, 15-16=-268/2794, 14.15=-435/3677, 13-14=-760/4864, 11-13=-758/4838, 6-16=-172/1152 WEBS 10.14=-526/360, 6.15= 295/119, 7-15=-124/1092, 5-19=-939/156, 3.19=-345/266, 8-15=-1368/391,8-14=-184/1453,16.19=-388/2611,5-16=0/658 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 1-4-12 oc bracing. Except: 10-0-0 oc bracing: 16-18 1 Row at midpi 6.15 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25fl; Cat. 11; Exp B; Encl., GCpf=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C lot members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=346, 2=344. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 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.' Q WARNING- Ved/y design perom0lers and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M67473 rov. 1093W IS BEFORE USE Deslgn vdkl for tm oNy with MnekO conrectors. this design Is Dosed orgy upon paiameters shown, and blow an Individual building component not a frrs system. Before use, the b>Wdng designer must verily the al4Alcd>llly of design lxnamleters and Ioperly lncogxxato this design Into the overall t>tlding design ®acing hdicated Is to rxoveni buckling of I ndlvvldtsal truss wel> and/or chord members only. Additional temporary and pxrrmanenl Mo^Ing WOW is always tw.Oed for stablllly and to prevent colk;>SO with I>oM"O personal k*" and properly carnage. For goretd gtddance regatdblg the labrk:atlon, storage. delivery. erection and btacfrg of Inraos and ins systems. seeANSI/1PI I Quality CrINrIO, OSII.69 and BCSI Bullding Component 6904 Parks East Blvd Safety INormoBon ovaltal>lo from Iris Plate Institute. 218 N. Lee Street. Suite 312. Alexonci tor. VA 22314 Tampa. FL 33610 Job runs russ ype ry Ply T10551704 TB0098 R07 HIP TRUSS 2 1I 1732616016JobReference (optional) tluxoera r-eslsource. r on". rwni hay, viwwo -suee v+v a P. v— , vi V.V. , I D:AIONeKBeml Vg7aDOLXIDHBySD6M•ci14LvP2h 1 pFHpwmO8ogN6cv W 6HNpLyv_SZPR7zlF4e 21.0.0 t-0.0 E,12:1 tt-1013 1940 t •9• 2611.0 33.6.14 4000 1- 40 6104 S09 7.1.3 9- Stt•0 6.7.13 6.52 -0 1.2.8 Scale = 1.73.9 Sx6 = 6.00 12 5x6 = 4x6 = 502 = 20 It 2.96 Ll2 400 MT20HS-- 11.10.13 r tt.tn.t 10n13{-f R14 d.I 11 403116 SO.9 6-52 Plate Offsets ()(Y)-- 12:0.1.0.EdAel,16:0-3-0,0-2-7h 17:0.3.0.0-2.01,19:0-3-0,Edgel111:0-0-14,Edae),114:0.5.8,0-3.01.116:0-2-12.0-3-41,119:0-6.0.0-3-01 LOADING (psf) SPACING- 2- 0-0 CS1, DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,93 Verl(LL) 0.38 13-14 999 240 MT20 244/19D TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.97 13-14 495 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.90 Horz(TL) 0.53 11 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 228 lb FT = 20% LUMBER - TOP CHORD 20 SP No.1 'Except' 6.7.2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 *Except' 11-14: 2x4 SP M 31, 2.19: 2x4 SP No.l, 6.18: 20 SP No-3 WEBS 2x4 SP No. 3 REACTIONS. (lb/size) 11= 1652/0.8.0, 2=1679/0-8-0 Max Horz2_ 191(LC 13) Max Upliftll= 376(LC 13), 2=-377(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 OC bracing. Except: 10-0-0 oc bracing: 16.18 FORCES. (lb) - Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 2883/646, 3-4=-2564/526, 4-5=-2439/543, 5-6=-2652/521, 6-7=-2303/524, 7-8=-3144/615, 8.9=-4648/818, 9-10=-4733/805, 10-11=-5276/1036 BOT CHORD 2.19_ 654/2496, 15-16=-246/2293, 14.15— 461/3622, 13.14=-856/4783, 11-13=-853/4756, 6.16=-128/856 WEBS 10-14— 524/ 335, 5.19_ 448/156, 3-19=-313/242, 8-15=-1381/442, 8.14=-210/1430, 7-15=-289/1234, 16-19=-483/2352 NOTES- (10) 1) Unbalanced root live loads have been considered for this design 2) Wind: ASCE 7- 10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25I1; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 20.0pst 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) Bearing at joint( s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except QI=lb) 11=376, 2=377 9) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' Q WARNING • VOW dellyn parametem and READ NOTES ON THIS AND INCLUDED Mr/EK REFERANCE PAGE 01167473 mv. M031015 BEFORE USE Design vaild tot use only vA9n Mnek® connectors. fits design Is based only upon parameters shown. and Is lot an hdivlducil txtlding component, not o Suss system. Bolore use. the IxAcW* deslgnet musl verify the 0l?Ixlcab0lty of doslgn paramelers and Iropedy kncogerate this design into the overall building design. Mating andicalod Is to pavent budding of IndNkkK9 truss web and/ot chord members only. AddOor" lempotary and terrnanenl Mocing WOW It cfwoys neralred lot slcfi fly and to pevenl coll(4xto w9h posl)lo personW k*ffy and property dwnage. For general gukknce regarding the kArlcallon, slorago. delivery, esocllon tail bracing of Inures and Inar systems seeANSIMI I Quality Cdtedo, DSB-89 and SCSI Building component 6904 Parke East Blvd. Safety information ova9able horn Itus Rate institute, 210 N. Lee Street. Suite 312. Aloxarxlrk x VA 22314. Tonpa. FL 33610 Job Truss Truss Type ty TIOSS1705 TBOOBB R08 SPECIAL TRUSS ISO 1732616016JobReference(optional) Builders FuslSOurco. Tempa. Plant City, Florida 33566 7 540 a API lu Z015 Nap OK InOU3111e3. Inc. W Oa mar 01 10:4Z 46 Zul r rage 1 I D:AIONeK8emdVg7aDOLXIDHByS D6M•4v DSYFOgSLx6vz VyyrJvwJ947 W cOYoz2DIJzzzzlF4d 6.10.4 IL.10.13 /8.7.12 -0 26.11-0 33 6.14 40-0-0 1 0-0 6104 5-0.8 68.15 1.4.0 6.110 6.7.13 6-5.2 4x6 = 6.00 12 Sx6 = 2x4 I I 6 7 19 18 11 Sx12 = 2x4 II 2.96 LI2 4x10 MT20HS ZZ Scale = 1:77.7 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.94 Verl(LL) -0.39 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Verl(rL) -0.98 13-14 >489 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WS 0.91 Horz(TL) 0.54 11 n/a rda BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 229 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 20 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 'Except' BOT CHORD Rlgid ceiling directly applied or 2-2-0 oc bracing. Except: 2-19: 2x4 SP No.l, 11.14: 2x4 SP M 31, 6-18: 2x4 SP No.3 10-0.0 oc bracing: 16-18 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1685/0.8.0, 11=1658/0-8-0 Max Horz 2=200(LC 16) Max Uplift2=-380(LC 12), 11=-380(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2897/657, 3-4=-2573(532, 4.5=-2448/549, 5.6=-2763/562, 6-7=-2689/671, 7-8=-3167/602, 8-9=-4675 841, 9.10— 4742/828, 10-11=-5292/1049 BOT CHORD 2-19=-674/2510, 16.26=-252/2170, 26-27=-252/2170, 15-27=-25212170, 14-15=-459/3649, 13-14=-867/ 4797,11-13=-864/4770,6-16=-309/245 WEBS 10.14_ 516/323, 5-19=-521/164, 7-16=-430/1191, 3.19=•326/253, 7-15=-317/1308, 8.15=-1398/ 465, 8-14— 212/1429, 5.16=-19/251, 16-19=-494/2392 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind- ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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.Opsl 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 = 10.0ps1. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except 01=lb) 2=380, 11=380. 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.' WARNING - Verily doNgn Peramodera and READ NOTES ON THIS AND INCLUDED MIlEK REFERANCE PAGE Al9-7473 row. 1=0015 BEFORE USE Design valid la tlse orgy vAth MlloW connectors this design Is based only upon paranelers shown. and Is la an Individual building component not a Ines system. Below use, the building designer must verify the appllcalAlty, of design paamelers and pKolmly ln:al)"ate this design kilo the overall building design. Bractng Indicated Is to buckling of Individual lim web and/a chord members orlly. Additional lempaary, and permanent troclng M!Tek' prevent Is alwaysrocluked la stability and to prevent collapse with possbte personal hjury and property damage. For general gul dance regadfrng 00 6904 Parke East Blvd. lablcotkrt storage. delivery. erection and bradng of hllstes and Inns syspepms, seeANSUTPt I Cuo0ly Criteria, DSB-89 and SCSI Building Component Tompo. FL 33610 Safety IM 11onavailablefromtrimRateInstitute, 218 N. Lee Street Stllo 312, Alexandria. VA 22314. Job Truss Truss Type oty ply T10551706 TB00118 ROB SPECIAL TRUSS t 11 173261017JobReference(optional) aurmets rsstbource. iompa, rmnl t.ay. rramo , o+v a nw ry w,o m e „a a uy. , ID:AtONcKBemjVg7aDOLXIDHBySD6M-YSnrmbRI De3zW 748W YgSTXhQzw6JHG3CRP2W VOzIF4c z7.10-0 ON all I tt-0r I t67a zole 7 z>ss ze t-tt •4-0 I x-6-6 .000 Lto ra alz 4e4 4.7.7 4e-1 2a•t9 z•tos 1•za 6.7-6 MI. 1.0.0 Der Scale = 1.73.0 Sx6 II 6X8 = — fra = a 06 26 25 " 23 22 16 15 14 4X6 = 20 II 4X6 = 5x8 — 2X4 II 5x6 = 4x6 = 5x12 = 2x4 11 27•10r Betz t1-0O 157.7I zet•1 .4I I 40007 Iee1z4ea 4aa .e1 zaps z•tas 1•z•s s76 04-10 oar Plate Olisets (X,Y)-- 14:0-4-0,0-1-151,15:0.3.8,0.2-81,17:0-5-4,0-3-41,110:0.4-O,Edge1,117:0-5-8,0-3-81,120:0-4.0,0-5.41 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,23 Veil(LL) -0,35 21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(fL) -0.88 21 >548 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Horz(TL) 0.40 12 n/a We BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 298 lb FT = 204b LUMBER - TOP CHORD 2x6 SP M 26 'Except' 1-4,10.13: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 20 SP N0.3 *Except* 20-23,8-18,14-17,5.20: 2x4 SP N0.2, 6-22: 2x6 SP N0.2 REACTIONS. (lb/size) 12=1668/0-8.0, 2=1665/0-8.0 Max Horz 2=140(LC 12) Max Upllttl2=-327(LC 13), 2=-445(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-3-6 oc bracing. WEBS 1 Row at midpt 5-23 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3170/816,3.4=-2713/742,4-5=-2861/792,5.6=-5738/1390, 6-7=-5843/1408, 7-8>4018/869, 8-9=-3959/883, 9.10=-4454/928, 10.11=-4565(913, 11-12=-3182/600 BOT CHORD 2-26=-761/2772, 25.26=-761/2772, 24.25— 574/2355, 23-24=-574/2355, 19-20=-1158/5602, 18-19=-1162/5610, 17-18=-706/4083, 12.14_ 453/2783 WEBS 4-25=-84/390, 11-14_ 1088/277, 5-23= 2031/542, 4.23=-196/780, 20-23=-740/3135, 8.18— 644/3041,9.18=-987/276,7-18=-27331726,7-20=-179/446,9-17=-143/1124, 14-17=-497/3042, 11.17=-245/1240, 3-26-/261, 5-20=-692/3321, 3-25=-512/232 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 12=327, 2=445. 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.' wARNINa - vorrry dodya panurwom and REND NOTES ON THIS AND MLUDED MrrEK REFERANCE PAGE 11111,7473 rev. IGOM15 BEFORE USE Design vdki for use only Win, Mnek®connectou. Wb dcslgn Is based only upon paamelets shown, and Is for at IndMtAral txrlding component not a huss system. Before use. the IxAc ng designer must vedfy the aplllIcdAI y of design p®aneleis and piuperty Incon>oiato BHs design Into the overall btDalrtg design. Bracing Indicated Is to bucldIng of Vidivldu of truss web and/or chord members only. A "llonal leinpaary and peimatent bracing MiT®k' pievenl Is always te<ylred for stability and to prevent collapse with possible Personal hW and piopeT' dunnage. Rx general guidance iegading ttte 6904 Parke East Blvdfabrk:albn storago. dolivory. moctlon and bracing of tnrsses orttf lnrss systems seeANSI/IPI I Quality CrIf9da, DSB-69 and SCSI Building Component Tompa. FL 33610SafetyInformationovallablefromTrussPlateInstitute, 218 N. tee Street, Suite 312. Alexatdda, VA 22314 job runs Truss Type ryPly 710551707 T80088 R10T Special Truss 1 1 1732616018JobReference (optional) Builders F114150UICe. Tampa. Plant city, F"ida 33565 r aov 6 Apr to Zet6 Mr ex mousmes. rnc. woo mar vi io.•z:.e avi r rage r ID:At0NcK8emjVg7aDOLXIDHBySD6M-OHLDzxS%_yBp8HfL4GLN?kETUNBOizLg3o4I SztF4b 28.51 1.4 6.66 9.00 14.9.12 20.7.8 2 • 5 26./•tt -4- 31.7.10 400-0 1- 6.6.E 2•S70 59.12 S9.12 4 - 4.10.5 1.2.5 -1.1 3.2.9 Scale = 1:73.9 5x6 = A 26 "' 24 23 2x4 11 30 = 16 3x6 = 3x8 = 3106 - 20 11 6x8 = 2x4 = 3x6 - 3x8 2x4 11 2-e-0 9-" 10-0-0 14.9.12 20-7-a 27.4: a-5- 31 -10 37.4 0 40-0-0L,L-O M 4.1-12 5.1t•12 6-8-8 -1.1 3.2.9 5-efi 2$•0 Plate Offsets (X Y)-- 12:0-2-12 0-1-8) 14:0.3-0,0.2.01 17:0-2.5,0.2.61,121:0-2-8.0-2-8) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.16 21-22 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Ved(TL) -0.43 21.22 >549 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.05 14 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 217 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 'Except' 6.23: 2x4 SP No.3 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 14=897/0-8-0, 23=1561/0.5.8, 2=881/0-8-0 Max Horz2=142(LC 16) Max Uplllt14=-280(LC 13), 23=-366(LC 12), 2=-265(LC 12) Max Grav 14=897(LC 1), 23=1561(LC 1), 2=882(LC 23) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-4-10 oc bracing: 22-23 9.5.7 oc bracing: 2-26. FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 1228/383, 3-4=-1011/348, 4.5=-867/327, 6-7=-252/449, 7.8= 482/340, 7.9=-173/316, 9.10=-1052/337, 10-11=-1080/300, 11.12>1113/290, 12-13=-1086/321 BOT CHORD 22.23=-916/220, 8-22=-398/287, 6-8=-291/189, 21.22=0/596, 2-26=-376/1026, 25-26=-212l718,24-25=-212l718,23.24_ 212/718,17-18=-144/896,13.17=-144/896 WEBS 3-26=-259/198, 4.26=-37/269, 12-18=-395/138, 5.23=-949/284, 18-21=-168/1030, 9.21 _ 1 63f761, 9-22- 716/0 NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.0psf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 100 lb uplift at joint(s) except Bt=lb) 14=280, 23= 366, 2=265. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 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.' A WARNWO. verily design pwmeters and READ NOTES ON THIS AND WCLUDED MrfEK REFERANCE PAGE M67473 rev. fOWMIS BEFORE USE Design valid for use only with MnekO connectors. This design 6 based orgy upon paameters shown, and Is for an htlrvldlal bidding componenl, not a truss system. Belau use. the bulking designer must verity Me apatlk:atl0lty of design paamelers and p 4oporly ktcalwrale Otis doslgn Into the overall tA* cing design. Bracing kndlcated Is to buckling of Incilvklual truss web oral/a chord members only Adcllkxxtl tomrwuxy oral wmanent lxacftV MOW preventIs always wpffted for sWMllly arxl to provent collgxse wllh possible persorxrl knfuy oral proporty danage. For general gukknce regacBng the 6904 Parke East Blvd. Iabrtcallmstorage. delivery, erecilo n oW brcicing of iRrssesand Irtm systomi seeANSVTPII Quality Criteria, DSB-89 and SCSI Building Component Tampa. FL 33610 SafelyInformationovollablefromOursRatekutltule. 218 N. Lee Street. SJIo 312, AlexaxlrkL VA 22314. Job Fuss ruse ype y ply T10651708 TB0088 R11 COMMON TRUSS 6 11 1732616019JobReference (optional) auasers FastsaurCe. Tempe. Front fitly, rasa 33556 r.64V s Apr 1v Wir, moon mournites. Inc WOO nror Vr r6 4e:4v evi I rage 1 ID:AIONcKSemdVg7aDOLXIDHBySD6M-UUubAHSYIGJhmREXdzecYxnkoi...KJUv)Xdauzl. a 6.2.12 103.4 _,_ 14-3-12 20.3.4 6.2.12 4.0.8 4.0B 5.11.8 Scale = 1:36.7 4x6 = 3x6 = 5x8 = 3x6 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.35 BC 0.91 W B 0.23 Matrix-M) DEFL. in Vert(LL) -0.16 Vert(R) -0.43 Horz(TL) 0.03 loc) Well Ud 6-12 >999 240 6.12 >559 180 5 rVa n1a PLATES GRIP MT20 244/190 Weight: 87 lb FT = 20%9 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 20 SP No.3 REACTIONS. (lb/size) 1=824/0-7-4, 5=798/0-4-0 Max Horz 1=101(LC 12) Max Upllll1=-184(LC 12), 5=-179(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-1268/297, 2-3=-970/222, 3-4=-971/216, 4-5— 1272/302 BOT CHORD 1-6=-284/1070, 5-6=-193/1076 WEBS 2-6=-337/247, 3-6=-96/611, 4-6=-349/247 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20 Opsl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=184, 5=179. 6) 'Semi-ngid 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." A WARNING - Verily design pamnWore end READ NOTES ON THIS AND INCLUDED KrFEK REFERANCE CAGE 01167473 rov. I&MMIS BEFORE USE ree— Design vdkd for use only vAth Mllek9 connectors. this design Is based orgy upon paamelors shown, and Is loi an Individual buldlrlp component. not a truss syslem. Before use. iho building designer must verity the al)p0cdAlly of design poarnelers and Ixopoily incoriwrato this design Into Iho overall building design. Bracing Indicated is to prevent bucklingng of Individual truss web and/of chord members only. Addilonal lemporary and permanent bracing MOW Is always mquirod for stability and to prevent collapse with possible personal trnjury and properly danage. For general gukk vice reganBng the ktbltcollm storage, delivery, erection and bracing of tames and tniss systems. seeANSIMI I Quality Cdlwlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd Salay Information available from lrts Plate InsllNto. 218 N. lee shoal. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type oty T10557709 TB0088 R12 COMMON TRUSS 4Ply t 732616020 Job Reference (optional) Builders FnetSource, tarrlpo. Plant Goy, FlOrraa 33556 r.v+v a nPr Vi-i mv, v, ,v.+c.av cv.. ID:AtONcK8emjVg7aDOLXIDHBySD6M-zgSzOdTAW ZRYNapjBhNr49Jwu71xUnee7NHA6Lz1F4Z 1-0-0 -06.3.7 10-4-0 t4.4.9 20.7.4 1-0-0 6.3.7 4.9 408 6.2.1 t Scale = 1:37.1 06 = 3x6 = 5X9 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.15 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.40 7-10 >617 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 6 n/a We BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.2 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 6=820/0.7-4, 2=888/0-8-0 Max Horz 2=118(LC 12) Max Uplift6=-186(LC 13), 2=-217(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1253/301, 3-4=-958/224, 4.5=-959/222, 5-6=-1257/304 BOT CHORD 2.7=-284/1055, 6-7=-189/1060 WEBS 4-7=-97/597, 5.7_ 337/248, 3-7=-329/246 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsh h=25fl; Cat. II; Exp B; Encl., GCpi=O.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsi 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 100 lb uplift at joint(s) except (jt=lb) 6=186, 2=217. 6) "Semi -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." Q WARNING- VeAiy dotign pownegro and READ NOTES ON THIS ANO INCLUDEO Ml7EK REFERANCE PAGE 067479 rov. IM3W IS BEFORE USE Design valid for use only %-At h MI lek® connectors. thisdesign B based only upon paameters shown. and Is for an IndlvkAal buldlnp component. not wt ahusssystem. BoIcAe tan. the building designer must vodN the W IlAkab111y of design pmamolers and lxoporly khcorjx sole this design Info the overall Ixldbng design. Bracing Indicated Is to prevent Ix1cIdlnU of lrx8vkduol truss wab and/or chord members only. Addllbrxi temporary and permanent bxactrhg M!Tek' Is always regtired Rx statAtly and to prevent collapse with possible personri k*" and property darnage. For general fjukkme rcWclrvj the 6904 Pork& East Blvd. Iabdcalbnstorage, dellvory. erectlon and broclng of trusses and trim systems. soeANSI/1PI I Quality Criteria, DSB-89 and BCSI Building Component Torrpe, FL 33610 SoftlyInformationavaDaMehornIn>a Plate hhttllute. 218 N. Lae Sheet. State 312. Alexandit VA 22314, Job Truss ruse I ype, oty Ply T10551710 T80099 R13 Gammon Truss 1 1 732616021 Job Reference(optional) Budder& 1`005ourCe• Ton". Plans Goy. Florida 33565 1.64V s Apr to Zvlb nor OK mousores, inc. woo vrov vi io:•Z.*u Zvi i roge i ID:AtONcK8em)Vg7aDOLXIDHBySD6M•zgSzOdTAW ZRYNap)BhNr49JWA749Unhe7NHA6lzf—Z 1-0 0 63.7 10.4.0 14.4.9 203-0 21 8.0 1 0 0 6.3.7 4-0.9 4-0.9 6-3.7 1-0-0 Scale = 1:37.3 4x6 = Ig 3x6 = 5x8 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 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/TPI2OO7 CSI. TC 0.30 BC 0.85 WB 0.22 Matrix-M) DEFL. in Vert(LL) -0.14 Ven(TL) -0.38 Horz(TL) 0.04 loc) Well Ud 8-14 >999 240 8-14 >651 ISO 6 n/a rVa PLATES GRIP MT20 244/190 Weight: 91 lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=887/0.8.0, 2=887/0.8-0 Max Horz 2— 108(LC 17) Max Uplift6=-217(LC 13), 2=-217(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1248/302, 3-4=-953/223, 4.5=-953/222, 5-6=-1248/302 BOT CHORD 2-8=-275/1050, 6.8=-167/1050 WEBS 4.8=-96/590, 5.8=-329/247, 3-8=-329/246 NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl , GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 6=217, 2=217. 6) "Semi -rigid pilchbreaks with fixed heels' Member end lixiy 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 • Verify desrgn parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE NIP7473 rev. IM31015 BEFORE USE Deslgn valk) for use only vAth Mllek®connoctors. Inls design Is based only upon Mometers shown. and Is fa an lndtvkW building component. not o truss sysfern Before use. lho IxAdhg designer must verify the c44ilk at)[Illy of doskyl paameters and lAope ly lncorporalo this dosign into the overall tltDding design. Bracing Indicated Is to bmkltng of IrdtvkJual truss web and/or chord membxrts only. Addlbnol lemponary and permanent btactng WOWprevent Is always ie%lied for stability and to prevent coltgno wtlh posstdo paisonol kllray and properly danaga For general gukfaice ragading the 6904 Parke East Blvd. labrlcalbn, storage. delivery. erecilon c d bnacktg of Irises and Inns systems. secANSV PII Ouolly Criteria, DS849 and SCSI Building Component Tampa. FL 33610SafetyInformationovallablefromtrussPlateinstlMe. 218 N. Lee Street, Sidle 312. Aloxandrla. VA 22314. Job Truss I russ I ype 0ry Ply TIOSS1711 TBOOBB R/4 GABLE 1 1I 1732616022JobReference (oe ional) aexaere YeBWWfGe. range. t'gal {•Oy, Igrga J.AtO ^Y' • •• • • • ^ • V. ID:AtONcK8emjVg7aDOLXIDHBySDSM-RsOLbzUoHIZP?kNvAOtAdMs8ZXY6DHUnMOOkenziF4Y 1-0-0 10d-0 20-" 21$-0 , 10.4-0 --- 10.4-0 1-0-0 Scale = 1:38.4 4x6 = 30 = 23 22 21 20 19 18 1716 is 14 30 = 30 = 20.8-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 12 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Ven(TL) 0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.06 Horz(TL) 0.00 12 We n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 105lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 20.8-0. Ib) - Max Horz 2=108(LC 16) Max Uplill All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 18, 12, 16, 15, 14 Max Grav All reactions 250 lbor less at joinl(s) 2, 19, 20, 21, 22. 23, 18. 12, 16, 15. 14 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25fh Cat. It; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intenor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0.0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will tit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2, 20, 21, 22, 23, 18, 12, 16, 15, 14. 10) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' 0 WARNWO - Verily design panmeren and READ NOTES ON THIS AND INCLUDED Mr7EK REFERIINCE PAGE MD-7473 rev. ifI4 MIS 6EFORE USE Design vaild lot use only vAM MlleW connectors. INs doslgn Is based only upon porameters shown, and Is lot an Individual xRdltlg component, nol a buss system. Befoto use. the building designer must voilty the aplAlccd llty of design paraneters and p ioPatly incailxxolo this design into Iho over,. building design. Bracing Indicated Is to buckling of bx Wuol Inns web and/or chord members only. Addtional temporary and permanent bating M iTek' preventIs always tequbod lot stability and to prevent collapse wllh possible personal k1Pay and properly dumWo. For general gtklanee regarding 0e 6904 Po1ke East Blvd. fablmlio1. storage. delivery. erection oral biackV of Intsses and Inns systems. seeANSI/IPI I Quality Crteda, DSB-69 and SCSI Building Component Tompo. FL 33610 SafelyInfomwllonovcVcdAetrainbitsPlateklslilute. 218 N. lee Shoe 1. Sulle 312. Alexandra. VA 22314. Job fuss fuss ype y y T10551712 TB0088 RIS SPECIAL TRUSS 2 1,32616023 Job Reference (optional) D. ronl tiny, rooma i mm r o+v a -P' tC "'D MI r OF ImOWlllei. Imp. n mot v 1 '. YC-JC " / rays , ID:AIONcK8em1Vg7aDOLXIDHBySD6M-v3akplVR2BhGduy6J60JAaPBBwkUyZ7xbgmHBDzfF4X 12-0-0 203•e 1-0O e4-0 11-0.e 11 16 19.10.6 19." 1-0-0 e•e-0 3.1•1I 0#11 1.215 1 67.11 WI 1.1.1 0." Scale: //4'=V 4x6 11 6.00 F12 11.8-ts 2-0-0 H-0 10-0-0 114-e 12-" 18 3•e 2-0-0 S-0-0 2.3.10 10.4 1.1.1 6100 'O9- rin.l t Plate Offsets MY)-- 19:0.2-12.0-2.81, 113:0-3.0,0-1-01 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.16 8-9 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Veri(I-) 0.42 8-9 576 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 HOfz(TL) 0.08 13 rVa n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 125 lb FT = 20%* LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 *Except* 5-11: 2x4 SP No.3 BOT CHORD WEBS 20 SP No 3'Except' 7.13: 2x8 SP 240OF 2 OE REACTIONS. (lb/size) 2=891/0-8-0, 13=78810-4-0 Max Harz2=248(LC 12) Max Upllft2= 221(LC 12), 13=-153(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1172/217, 3.4=-1412/353, 4-5=-1379/363, 5-6=-1347/385, 6-7=-289/136, 8-13=-788/153, 7-8=-281/168 BOT CHORD 2.12- 310/953, 8.9=-188/778 WEBS 3.12- 654/313, 6.9- 238/918, 9-12=-380/1246, 3.9=0/259, 6-8- 728/224 Structural wood sheathing directly applied or 4-3.12 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6.0-0 oc bracing, 11.12. 10.0.0 oc bracing: 9-11 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 13 considers parallel to grain value using ANSI/rPI 1 angle to gram formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=221, 13=153. 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.' A WARNING - Verify design paramorom and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE CAGE M67473 rev. IOMW I S BEFORE USE Design valkl lot use only vAth Mlek® connectors. This design is based only upon paramotors sown. and Is for an hxlk4dtxA WItcli ng component. not MFahesusystem. 8eloro use. the IxAd ng designer must verity the at IlflccdAlly of de*p lxaanteters aril lxutorly Incorlolato this design into the overdl btjldhtg design. @acing Indicated Is to fxoveni buckling of hndlvkllxf Truss web and/on chord members only. Addilkxxi toinpoiary and permanent Macktg MiTek' Is always required Ion stability and to prevent collapse with possible porsonal Injury and rxoperty, darn000. For genenat fjukk ce reWdhlg he fatxlcatlon. stotago, delivery, erection and bxacirlg of Inisses and Miss systems. seeANSUIPI1 Quality Criledo, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd Safety Information avaBaMe train Truss Plate hnstlhAe. 218 N. Lee Sheet. Suite 312. Alexandria. VA22314. Tampa. FL 33610 Job Truss cuss type ty y 710551713 7B0088 R16 SPECIAL TRUSS F 1 732616024 Job Reference Bonal oulla*r*tG*WOYq*.,GILD. IWGIl.,,Y.•WI,GGJSi00 !o+vany,w 1v, IV.+cuucv,V. ID:AIONcK8emjVg7aDOLXIDHBySD6M-NF86OeW3oUp6E2XIspxYrnxMxK4kh1 U4gKVgjfzIF4W 21.4.0 1•00, 8.4.E 11.E-15 ,12.8.0,13105, 20.00 2434 t•o0 8.4.E 32.9 t•t•1 1.2.5 6.1.11 0.34 VERTICALS THAT ARE EMENDED BELOW A CHORD FORMING DOWN'CONDITION. t•O12 Scale: 114'=1' ION, 4x6 11ARENOTDESIGNEDTORESISTLATERALFORCESBETWEENTHEHETRUSSANDTHESUPPORT, ADDITIONAL DESIGN CONSIDERATIONS (BY OTHERS) ARE REQUIRED TO TRANSFER 6.00 12 THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. TYPICAL FOR ALL APPLICABLE -LEG DOWM TRUSSES IN THIS JOB) 6 84-6 i 11 -15 12-0-0 20.3 4 94A 3.2.9 1.1.1 7-7.4 Plate Onsets (x.Y)-- 110:0.2-12,0-2-8),r14:0-3-0.0.1-01 LOADING(psf) SPACING- 2.0.0 CST. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.16 9-10 999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.42 9-10 576 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.08 14 n/a rda BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 127 lb FT = 20%* LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc puffins, except BOT CHORD 20 SP No.2 'Except' end verticals. 5-12: 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 20 SP No 3'Except' 6-0.0 oc bracing: 12.13. 7.14: 2x8 SP 240OF 2.0E 10.0-0 oc bracing: 10.12 REACTIONS. (lb/size) 2=888/0.8.0, 14=873/0-4-0 Max Horz 2=236(LC 12) Max Uplilt2=-223(LC 12), 14=-166(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3_ 11651221,3-4=-1402/348,4-5- 1369/359,5.E=-1340/384,6-7=-347/209, 9.14=-873/229, 7-9=-406/254 BOT CHORD 2-13=-301/947, 9-10=-172/764 WEBS 3-13=-649/305, 10-13=-368/1239, 3.10=0/255, 6-10=-240/924, 6.9- 658/179 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 (all by 2.0.0 wide Will lit between the bottom chord and any other members. 5) Bearing at joint(s) 14 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplilt at joint(s) except Ql=lb) 2=223, 14=166. 7) 'Semi-ngid 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 . Vodfy dedyn paramoton and READ NOTES ON THIS AND INCLUDED UrrEK REFERANCE PAGE 610L7473 mv. 1W3rl015 BEFORE USE Design vdid for use only With Mllold® connectors. This design Is based only upon paameters shown. and Is for an lix0vid ud building component, not a Truss system. Below use. tho Ixldng designer must verily the aplAl ablily of design rxaarnetors and po)oriy Incorporate this design into the overall building design. Bating indicated Is to prevent buckling of Indk4dud huss web and/a chord members only. Additional lemr"ary and panne nenl Mating M iTek' is always ioqut tdl lot stability and to prevent collapse with possBbkf persond9 InMy and properly dknnage. For {)engird guidance rtsycadhng the 6904 Pork* East Blvd. lobuk:alion, stofogo, delivery. erection and bracing of tnrsses and truss systems sooANSUIPI I Ouatity, Criteria. DSB-89 and SCSI Building Component Tampa. FL 33610SafetyInformationavallalefromtrussPlateInstitute, 218 N. Lee Skoot. Stdte 312. Alexandria. VA 22314. Jobcuss Truss Type 0N N TIOSS1714 T80068 R17 SPECIAL TRUSS 3 1 1732616025JobReference(optional) UUadera FUelbOUICe. I WOO. Vient Gay. FIwwa;s5bb r.oav a hPr r V evre ma,as,twoswa. i- rr.w ni-v-,o..c.ao Zvi r.u., ID:AIONcK8emjVg7aDOLXIDHBySD6M-NF86OeW3oUp6E2XIspxYinxM3K6ph3Z4pKVcjfzf F4W rt-0-0 8.4.6 13.3.4 13.10.5 20.3.4 21.4-0 018-4.6 4.10.13 -7• 6.4.15 6.00 rl2 3x4 = 20 11 5 6 4x6 II 11 10 3x6 II 8-A-6 12.11.10 la 3.4 20-0-0 M-4 add 4-7-4 . 0 6.8.12 0• •4 Scale = 1:58.9 Plate Offsets (X Y)-- 16:0-2-0 Edael 18:0-3-15 0.0.01 110:Edge 0-3-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Veri(LL) -0.10 12-13 >755 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.26 12-13 >300 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(rL) -0.50 10 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 107 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. 8-10: 20 SP No.2 REACTIONS. All bearings 0.7.4 except (p=length) 2=0-8.0. Qb) - Max Horz 2=263(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-204(LC 12). 10=-379(LC 8), 11=-575(LC 13), 14=-115(LC 12) Max Grav All reactions 250lb or less at joint(s) except 2=615(LC 23), 10=565(LC 17). 11=540(LC 1), 14=737(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2.3=-56W71, 4-5=-208/260, 7.8=•279/346, 8.10=-379/510 BOT CHORD 2-15=-154/414, 14.15=-154/414 WEBS 13-14=-360/55, 5.13=-295(94, 3-15=0/292, 11.12=-714/480, 7-12= 650/518, 3.14=-551/249 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vesd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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 204 lb uplift at joint 2, 379 lb uplift at joint 10 575 lb uplift at joint 11 and 115 lb uplift at joint 14. 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 WARNING • Vorfty design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M&7473 rev. IM3W IS BEFORE USE Deslon valid lot use only with Mftek® connectors. This design 6 based only upon parameters shown. and Is lot an badivldual [Juldino component not a truss system. Belore use, the Ixdldblg doslgnet must verily the applicalAlty, of design paameters and otopeily liworpoictle U* design Into the overall btldIrV design. ®acing Indicated Is to buckling frhdlvidlxl buss web ashd/or chord members only. Additional temporcay and permanent hrocing WOWpreventof 6 always recanted for stabllly and to prevent collapse with possble personal W+Y and properly damage. For gonetal guidance tegadbhg the 6904 Parke East Blvd. fatxlcollon, storage. delivery, etectlon and tracbhg of misses and OR= systems seeANSIMI) Quality Crilerla, DSB-69 and BCSI BullOng Component Tampa, FL 33610Safetyinformationavc0abiefrombussRate "hide. 218 N. Lee Shalt, Suite 312. Alexandria. VA 22314. Job T fuss Truss Type oty ply T10551775 780008 R18 Special Truss t I 1 1732616026JobReference (optional) au110e13 Y11111JWice. lornpa. rlant Lay. Ylotlaa JJ7e0 w.+c.a+ cvv r.w. , I D:AIONcKSemjVg7aDOLXIDHBySD6M-rR1UE_W hZoxzsC6VOXSnF?U W kkSLOUIE2_FOF6zlF4V 1-0-0 3-1.8 5.1.8 7.1-a 9.1.6 11-1-0 13.3.4 1 •10 5 16-U 203.4 7. 0 3-1.8 2-0-0 2 00 2-0-0 2-0-0 F1.12 7- 2.7-11 3 9 4 1 O72 6.00 12 30 = J + 06 11 17 16 Scale a 1.52.5 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.07 18-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(rL) -0.17 18-19 >453 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.67 Horz(TL) -0.50 16 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 123 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP No.2 Except* end verticals. 9.20. 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 13.3-4 except (jt=length) 16=0.7.4, 17=0-7-4. pb) - Max Harz 2=263(LC 11) Max Uplift All uplift 100 lb or less at joints) 20, 21 except 16=-280(LC 8), 17=-241(LC 17) Max Grav All reactions 250 lb or less at joint(s) 20, 24, 21, 2 except 2=263(LC 22), 19=777(LC 1), 16=382(LC 11), 25=363(LC 1), 22=278(LC 1), 23=267(LC 25), 17=311(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B-9=-146/3D3, 10-29=-116/258, 13-14=-232/285, 14-16=-232/320, 11.30=-270/60 BOT CHORD 11.19=-765/0, 9.11=-547/0 WEBS 3-25— 301/0, 6.22=-261/0, 17-18=-540/171, 13.18=-487/205 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed; end vertical right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss Is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration. 4) All plates are 20 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live toad 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) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 20, 21 except Qt=lb) 16=280, 17=241, 9) *Semi -rigid plichbreaks with fixed heels* Member end fixity model was used in the analysis and design of this truss. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) '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 A WARNING- Verily dosfyn parelnotors and READ NOTES ON THIS AND INCLUDED M/fEK REFERANCE PAGE M467473 rev. I110113 01S BEFORE USE Design valid for u so only with MIfelt® connectors. lhls design is based only u43on poamelels shown. and Is rid an trxlMcArol IxAdnO component. nol wtahumsystem. Below we. the building deslgrtan must verify the aglllccdllity of design paanelors and ruoperly kncopoate mE design Into the ovewll building design. Bracing Indicated Is to bmidkng of IncOvidu l truss web and/or chord members only. Additional to n"ary and perma onl baclrV WOWprevent Is always redhinod for stability and to prevenl collapse wllh pow"o personal k*jFy and property danage. For general guidance regadng Me 6904 Pmke East Blvdfalrkallon. slolago, delivery. eloctlon and bracing of trusses and Inns systems. mANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component Tampo. FL 33610SafetyInformationavallableDomtrussPlatoInstitute. 218 N. lee Shoet. Sulte 317- Alexandria VA 2*2314. Job Truss Truss Type 0y y T10551715 T80089 R18 SpscielTruas 1 1732616026JobReference (optional) Bustlers Fua15ovrCe. Tempe. Plant GAY. Florida 33566 1.64v s Apr lv Zulu Mrrex rnousums, Inc. woo Mar ul 16:4z:54 ZVl I rage e ID:AIONcKSemjVg7aDOLXIDHBySD6M-rRiUE_W hZoxzsC6VOXSnF?U W kkSLOUIE2_FOF6ztF4V LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1.2— 60,2-10=-11O(F=-50), 10-29=-11O(F=-50), 12.29_ 60, 12-14— 60,14-15=-60,20-26=-20, 18.19=-20, 11.30_ 50(F), 16-17=-20 A WARNING - Verily design pnrolnetera and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE CAGE MD-7473 rov. 101 07015 BEFORE USE Doslgn vollcl lop use only wllh MlleW conneclors. lids doshgn Is based only upon parameters shown. and Is for an Ind Mud btAding component. not o bras system. Before use, Iho Wicli 1p desigm must vedfy the cIpplicalAl y of design pcoomotors (and ploperly Iroal)xole Ihts doslgn Into the overall txAding design. ®acing Inclicoled Is to buckling of WK#vkkKA truss wob o W/or Chad members only. Addllbrwl temporary aril permanent Ixacing Welk' prevent Is always mquitod for stctAity and to prevenl collapse wah possible personal Inkay and prope" dranatge For general qukknce tegrndklg the kAxlcollon. storage, dellvery. esecllon aril bracing of trusses and tnrs systomi seeANSI/TPIl Cually Warta, DS"9 and SCSI Bullding Component 6904 Parke East Blvd. Safety Intormatlon avdlahle from hues Wale Institute, 218 N. Lee Street. Sidle 312, Alexandrkr. VA 22314. Tampa. FL 33610 Job russ russ I ype Oly 710551716 T80088 R19 Special Truss 1 1 1132616027JobReference (optional) aueaers resrsource. r ampa. rram any, mrraa a;sbbb r.b+v s Apr iv zvi b mtr eK mauavres. rrx weo Nor yr rags i ID:AIONcK8emlVg7aDOLXIDHBySD6M-JeGsRKXJK63gUMhh EzOnCOhP8tv9ycNHe_xnYzIF4U r1-0.12, 1.9.4 3.9.4 5.9.4 , Z-6& , 8.7.4 , 1 0 12 1.9d 2-" 2-" 1.8 4 12 06 = 6.o0 12 4x6 10 9 State 1/4'=1' LOADING (pst) TCLL 20.0 TCDL 10.0 BCLL 00 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/f P12007 CSI. TC 0.65 BC 0.24 WB 0.63 Matrix-M) DEFL. in (loc) Well Ud Vert(LL) -0.04 13 >999 240 Vert(I-) -0.10 13.14 >783 180 Horz(TL) -0.36 9 We We PLATES GRIP MT20 244/190 Weight: 53 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No 3'Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing 6.10: 2x4 SP No 2 REACTIONS. (lb/size) 15=341/1-0-0, 9=119/0-7-4, 10=265/0-7-4 Max Horz 15=205(LC 11) Max Upliftl5— 94(LC 12), 9=-292(LC 12), 10=-236(LC 17) Max Grav15=341(LC 1), 9=333(LC 11), 10=288(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-277/333, 2-15=-260/143, 7-9=-313/408 WEBS 10-11=-561/175, 6.11=-540/161 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Inlerfor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 20 MT20 unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live toad 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 100 lb uplift at joint(s) 15 except Qt=lb) 9=292, 10=236. 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.' V INARNWG . VOA17 doOgn pammsrem 4nd READ "M ON THIS AND INCLUDED MITEK REFERANCE PAGE 1167473 rev. 10=WIS BEFORE USE Deslgn v"kl la Use only with Mllek®connoelors. ills design h based only upon pmanelen shown, aril b lar an indlvk al IrrldbV comporwnl, not o truss system. Before use. lho IAAcOng doslgner must verily the a13:4bablilly of de*p paamelers and prop oily Incorlwrole Rus doslgn Info tho over". IwOclhV doslgn. Bracing Indicated Is to prevent bu"ding of IndNklu" Inns web and/a chord members orgy. Addllonal lempotay axl pmmononl bracing WOW is "ways regtdrecl fa sfab4Ry axl to prevent colicpso with posy W persorxD bipny axl properly W nage For gener" gukkme regadlny Ba latWollm staago. dellvery, eroctlon and broctng of tnmes oral inrss systems ~NSUIPI1 Quality Crilerb, OSS-89 and SCSI 6uIk1Ing Component 6004 Parks East Blvd. Safely Information ovdlalNe from truss Rate trutltule. 218 N. Lee Street, Sulto 312, Aloxarxfft VA 22314. Taupe, FL 33610 Job Truss Truss Type oty 710551717 TBOose R47T HALF HIP GIRDER 1 1 732616028 Job Reference (optional) Buddere Faet5ouree. talllpa, Plant Gdy. FIOW8 33566 r oae a npl lw evro Ref en rnousnrea, M. vreo mar yr ro 44.60 d0 r rays r ID:AIONeK8emjVg7aDOLXIDHBySD6M-JeGsRKXJK63gUMhh_EzOnCOhi81b91 oNHe_xnYzIF4U 1-0-0 2 B-0 7." i 9-0-0 1-0-0 2-e-0 4-4-0 2-0-0 Sx6 = 2x4 11 Scale = 1:23.3 9 rh lQa 30 = 20 LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20141TP12007 CS1. TC 0.70 BC 0.84 W B 0.30 Matrix) DEFL. In Vert(LL) 0.16 Vert(IL) -0.29 Horz(TL) 0.11 1oc) Well Ud 7-8 >653 240 7-8 >358 180 6 n/a n1a PLATES GRIP MT20 244/190 Weight: 45lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing REACTIONS. (lb/size) 6=891/Mechanical, 2=568/0-8-0 Max Horz2=175(LC 8) Max Uplitl6=-321(LC 8), 2=-162(LC 8) Max Grav6=1D04(LC 15), 2=568(LC 1) FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-319/0, 3.4=-796/190 BOT CHORD 3.8=-227/679, 7-8=-227/679, 6-7_ 217/630 WEBS 4-7=-201/973, 4-6=-1160/404 NOTES- (10) 1) Wind: ASCE 7.10; Vuit=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This Iruss 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 tit 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 100lb uplift at joint(s) except Qt=lb) 6=321, 2=162. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at 7.0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASES) 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_ 60, 4-5=-133(F=-73), 2-9=-20, 7-8=-20, 6-7- 44(F=-24) Concentrated Loads (Ib) Vert: 7=-513(F) A "RNWG - verify dedyn paemdlme end READ "rEs ON rH16 AND WCLUOED MrrEK REFERANCE PAGE M&7477 rev. 1 aWW 15 BEFORE USE Design vaikl la trse only with Mnek®conneclors this design Is Lxisod only upon parameters shown. and Is for an Individual buWing component, net a hum system. Below use, the btlicling deslgrm i must veiny the appllcafAlty of design pares nekns and raopeily InecAp late this design Into the overall buildingdesign. BiackV h dicated b Io bucldbng of IndNkJtul huss wou ~/or curd nnembers only. Addlllonai temporary and prtmanent bracbng MOW prevonlIs always required for slablilly and to prevent collapse vtth possible personal Injury and propredy dunnage. For general guidance regaaing the Iabrlcollon. storage. delivery. eiectlon and bracbng of trusses and in= systems seeANSI/TPI I Cuatity Cdterlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saloty Information available hom Ins Plate Institute. 218 N. tiro Street. Suite 312. Arexandda, VA 22314. Tango, FL 33610 Jo fuss russ ype y Tt056t718 T80088 1"48 MONOPITCH TRUSS t 1 732616029 Job Reference (optional) aU00e1e I03IAOUICO. 1a11IP0. Yusnl "y. m,mv oa oo w' •• ID:AIONcK8em)Vg7aDOLXIDHBySD6M-ngpEegYx5PCh5VGtYxUFKOZv3Y6uuxwWWIkVK zfF4T I •1-0-0 , 571.6_ "_0 1 511.6 3.0.11 ' 3x6 = 3x6 = LOADING (psi) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 10.0 Lumber DOL 1.25 BC 0.64 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. in (loc) Vdefl Ud Veri(LL) -0.16 2-5 >623 240 Verl(TL) -0.43 2-5 >238 180 Horz(TL) 0.00 5 n/a rVa LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=335/Mechanical, 2=427/0-8-0 Max Horz 2=215(LC 12) Max Uplifl5— 149(LC 12), 2=-92(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-317/32 WEBS 3.5=-311/213 Scale = 1 27.6 PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind. ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will 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 uplilt at jolnt(s) 2 except Qt=lb) 5=149. 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." A WARNING - Vedry design pen eaten and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE N67473 rev. I&M-W 15 BEFORE USE DesJon valid lop tw orgy with Mnek® conneclors. This design Is based only upon paameters shown. and 6 for an IndlAdual holding component. not o Ouss system. Before use. tie Ixl cMV designer must verity the ofA7lk alAlty of design "ameters and propolly hcorpaato th6 design Into The overall building design. 8raaing Indicated Is to provont buckWV of Individual truss web and/or chord members only. Addlional temporary and permanent bro:Ing M iTek' Is always refvAod for stablilty and to ptevenl collapse wllh possible personal Injury and properly danage. For general guidance regading the 6904 Parke East Blvdk4xk:atkxi storogo. delivery, eaeclkxn arld bacing of IRMWS and tnrss systems seeANSI/TPI I Quality Crlledo, DSB-89 and BCSI Bullding Component Tanga, FL 33610safetyIrdormaHonavalkadeaombiasPlateInsOMe. 218 N. due Shoet. Stdlte 312, Alexandria. VA 22314, Job Truss Truss Type Qty Ply TtO55t7t9 T80088 R48T MONOPITCH 4 1 1732616D3DJobReference tional Builders FirstSource, Tampa. Plant City. Florida =66 7.640 $ Apr 19 2015 Na1 ilk IndusOres, Inc. wad Mar O1 16:42.55 2017 raga 1 ID:AtONcK8emlVg7aDOLXIDHBySD6M•ngpEegYx5PCh5VGIYxUFKOZSGY73uW YW W IkVK_zfF4T t-0-0 2.8-0 53tt 9-0-0 1 0-0 2.8-0 2.7.11 3.8-5 MN v I90 30 = 20 = Scale = 1:27.9 2 2-e-0 e 0 9-0.0 6.4-0 LOADING(psl) SPACING- 2-0-0 CS1. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) -0.13 6-7 >768 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Verl(TL) -0.38 6-7 >272 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Horc(TL) 0.08 6 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 44 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=335/Mechanical, 2=427/0.8.0 Max Horz2=215(LC 12) Max Uplilt6=-149(LC 12), 2=-92(LC 12) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-408/97 BOT CHORD 3.7=-214/364, 6.7=-214/364 WEBS 4.6=-386/241 NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 6=149. 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 - V01W design paramaforr and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE 01167477 ror. IdM40IS BEFORE USE Design valid for use only wttn MllekO connectors. 0* cles!®1 Is based only upon parameters shown. and Is la an IrWlvkAtal btAdbng component not a bus system. Before use. the WIdbng designer must verify the appllcablity of design psanelois and Ixopoily Incogwtale this design Into the over,. btAcing design. Bating Indlcaled Is to prevent bitching of WKIMdual Iruss web and/ot chord members only. Adc.fkxxA temporary and pormanenl bracing M iTek' It always iw."ied fa stW-.lty arxt to prevent collapse wllh possibio rxnaonrn "xy and property damage For general gukjanco regadng the fabrk:alkxL storage. delivery. erection and bracing of btisses and Intl systems, scmANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Poike East Blvd. Safety Information ovallable from htas Rate Institute. 218 N. Lee Street, Stdte 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ type ty Pry Tt0551720 T00098 R49 11russMONOPITCH TRUSS 7 1 732616031 Job Reference (optional) Bunldals FusISOUICa, TOMPO. Plant City. FlOudo 33566 1.64U S API le ZU15 M11 OK 111OO1IrIas, IIIC WOO tvlar u1 16 4Z.Se Zu1 d raps 1 ID.AtONeK8em1Vg7aDOLXIDHBySD6M-FONdsOZZsIKYjf135f7Utd65Xx$ldzGgkyT2sRzIF4S 1-0-0 54-8 8-0-0 1-0-0 64-8 3.3-8 Scale = 1.27 4 30 i 3x6 = 8-8-0 Plate Offsets (X,Y)-- 12:0-2-10,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.14 2-5 710 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 VBri(TL) 0.36 2-5 274 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=321/0-8.0, 2=414/0.8.0 Max Holz 2=207(LC 12) Max Uplift5=-144(LC 12), 2=-90(LC 12) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-321/39 WEBS 3-5=-297/203 Structural wood sheathing directly applied or 6.0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except 01=1b) 5=144. 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 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.' 0 WARNING - Ved0y dadipr patantaters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE M8.7473 rev. wV302015 BEFORE USE Design vaikt lot use orgy with Mllek®connoclors. IM design Is based only upon parameters shown. and Is lot an Indh"xb txddtng component. nor wtoOrassystem. Before use, the building designer must verity the orjr*lka11 lfy of design poiamoters and lNopoily Incoipoiate W& design Into the overall txddling design Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional tempoay and permanent biocktg MiTek' prevent Is (sways low4fi ed lot stability and to prevent collapse wOh posRale personal k*ay and rAopedy damage. For gwwlcjl gtidtonce regdxdEng the labrlcolbn, storage, delivery. etecllon and basckng of Inises and taus systems. seeANSI/TPI ) Quality Cdlwla, DS8.89 and BCSI Building Component 6904 Pdike East Blvd Safety Information avdtahle ion Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandlria. VA 22314. Ternpa. FL 33610 Job Truss Truss Type oty T1055172t 7B0096 Rho Heil Hip Truss 1 732616032 Job Reference (optional) Builders FielSWrce. Tompa. Plant Goy. 1`I01100 33566 i.b4v a Apr to Zete rnr OF mausuisi, im Woo min of ro.Q.ar Zvi r Faya i I D:AIONcK8emj Vg7a DOLXIDH BySD6M• FONdsOZZsjKYI fr35t? Utd612xV Ddw?gkyT2s Rzf F4S 8a-0 1• zo r Scale = 1:24.9 5x6 = 2x4 11 7-" Plate Offsets (X Y}- 13:0.3-0 0.2-01 LOADING( psl) SPACING- 2-D-0 CS). DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.06 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert( L) 0.15 26 671 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 We n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 44 lb FT = 209b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( Ib/size) 5=867/0.8.0, 2=533/0-8-0 Max Horz 2=175(LC 8) Max Uplilt5=-318(LC 8), 2=-150(LC 8) Max Grav5=988(LC 15), 2=533(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-598/101 BOT CHORD 2-6=-152/458, 5.6=-146/421 WEBS 3-6=-154/897,3.5=-1059/369 Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- ( 10) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; 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 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 100 lb uplift at joint(s) except Ot=lb) 5=318, 2= 150. 6) Girder carries hip end with 0.0-0 right side setback, 7.0.0 left side setback, and 7.0.0 end setback. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at 7-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the lace 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: 1-3= 60, 3.4=-133(F=-73), 2-6=-20, 56=-44(F=-24) Concentrated Loads (lb) Vert: 6>513(1`) Q WARNWO - Yerlly dodpn parameters and READ NOTES ON THIS AND WCLUDEO Mr EK REFERANCE PAGE 1111167473 rov. 14110 15 BEFORE USE Design volkf lot trse only vAlh Mrlek® connectos. this design is bcwd only upon Ixza neters shown. oral Is fa an IndlNcl al Ixrldl ng component, not o hrss systern. Below use, Iho IxAk ing designer onus) verity the o;3Alcobl1Ify of design poromelcrs and piopoly Incotlbiole Ih5 design Into the ove", bicng design. baci ng Indicated Is to bick6ny of IndNklual truss web and/oi chord mairibms ortly AdUOonW lempaaryand winonent bsactng MiTek' pevenl Isalways ioUtdred to statAlly ottf to prevent collapses with por"a p isomA I nftay and rxopeny domage. lot general glrlance tegac9rtg the 6904 Parke East Blvd labik:atkxlstoiage. ddlvoy. election and btoctng of Irtmes and miss systems socANSIM11 Quality Criteria, DSB•89 and BCS1 Building Component Tornpo. FL 33610 Safety IntonnaBonavaliableIsomhtmPlateInstitute. 218 N. Lee Sheet, Stdte 312. Alexancift VA 22314. Job T FUSS Truss Type 0 ry ply 710551722 TOMB Vol VALLEY TRUSS 2 1I 1732616033JobReference lional Budders FnstSource. Tempo. Plonl city. Flondo 33566 2-" 20 G LOADING(psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=54/1-11-9, 2=55/Mechanical Max Horz 1=30(LC 12) Max Uplift I= 9(LC 12), 2_ 24(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. 7.640 s Apr 19 Z015 Mn ek MOUS111ee. Inc. wed Mar 01 15 4Z'6a Zel l rage 1 I D:AIONcKSemjVg7aDOLXIDHBySD6M-kCx?3MZBd 1 SPLpOGIMWjPreLeLwMMRApzcDbOlzfF4R Scale = 1:7.9 DEFL. in (loc) Well Ud PLATES GRIP Verl(LL) -0.01 3 >999 240 MT20 244/190 Vert(TL) -0.01 3 >999 180 Horz(TL) -0.00 2 n/a Na Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joint(s) 1, 2. 6) 'Semi -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 WARNING - Veft design Pamnetme and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MD-7473 rev. IMMIS BEFORE USE Design wild got tse only with Mllek® connectors. ltds design Is based only upon paa»elers shown. and Is for an lndiAMKA bidding component, not wtoMatsystem. Befote use, the WIdIrtp designer must verily the agNkalAlly of design paanetem and pSopetly Incorporate this design Into the overall Midirlg design. ®acing IrWkaled Is to p„event bucatng of IndWud buss web and/or chord members only. Addiltonal temporary aril permcmnl bxacing M iTek' Is always reed for sktAity and to prevonl collapse wllh possible persatul W*sry and properly (kimWe. For general gukknce tegardtrny itw IcA)tkallm stoogo. delivery, eteetlon rind btocing of trusses and tntss systems seeANSI/TPl1 CeCUIy Crlledo. DSB-89 and SCSI Bullding Componont 6904 Poske East Blvd Safely Information ovck"e from Tess Rate Institute. 218 N. lee Street, Shce 312. Alexandria VA 22314. Tempo. FL 33610 Job Truss Truss Type oty ply T10551723 T80098 V02 Valley Truss 1 I / 1732616034JobReference(optional) Buddere FksiSource. Tampa. Plant City, Florida 33566 7.640 a Apr 19 2016 N6Tek Industries. Inc. Wed Mar 01 16*42 59 2017 Page 1 ID:AIONcK8emjVg7aDOLXIDHBySD6M-kCx?3MZBd1 SPLpOGIMWIPreLeLw7MROpzcDbOtzIF4R 2.11.11 4-" 2.11-1 1-0-15 20 G 20 11 Scale = 1:13.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Verl(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 rdr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.3 WEBS 20 SP No 3 REACTIONS. (Ib/size) 1=71/3.11-8, 5=198/3-11.8 Max Horz 1=71(LC 12) Max Uphit5=-76(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 13 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.0ps1 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 withslanding 100 lb uplift at joint(s) 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end folly 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 deelgn pam"Wore and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE CAGE MLL7473 rov. I&W2015 BEFORE USE Doslgn valid lot use ordy with Mnek®conneclon. R& design is based only upon parameters shown. and Is la an hdlvtdtral L4Adtng component. not o huss system. Bel(Ae use. the building designer must verily the ar)jAIcoIAlly of design parameters aril Ixoperly Incoq)orate it* design Into Iho overall building design. Bracing Indicated Is to prevent burcld1rV of Irx0vlduol truss web and/or chard mernbets only. Addgtlonol temporary and permanonl luockng MiTek' Is always required for skiblllly and to prevent collgno wllh possible petsonui Wray, and property damage. For general guidance rWmdhng the k-AxIcallon. storage, delivery, erection and bracing of lnrsses and IRIST syslenls secANSI/TPI I Cuatlly, Criteria, DS6-89 and BCSI Wilding Component 6904 Parke East Blvd. Safety Information ovallable from Irtas Plate InsIIMe. 218 N. Lee Sheet, Suite 312. AlerraMda VA 22314. Tampa. FL 33610 Job runs rtlss ype ty Ply TI055t724 TBOOBB V03 Valley Trusa 1 1I 1732616035JobReference (optional) Builders FuslSoutce. Tempo, Plant Cey, Fbride M66 7 640 a Apt 16 2016 MTak Indutsikea. Inc wed Mar 01 16 42 58 2017 Page 1 ID:AIONcKSemlVg7aDOLXIDHBySD6M-kCx73MZBd1 SPLpOGIMW)Prel RLsIMRlpzcDbOtzfF4R 4.11.1 4.11-1 1-0-15 5 4 a14 -:r- 20 11 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 V@n(LL) 0.01 3 rl/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Verl(TL) 0.01 3 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.06 HOrz(TL) 0.00 We rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 20 SP N0.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=159/5-11-8, 5=267/5-11-8 Max Horz 1=115(LC 12) Max Upliftl=-12(LC 12), 5=-107(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:18.0 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20^u BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psl, h=25fl; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intenor(1) zone; cantilever left and right exposed ,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except 01=lb) 5=107. 6) 'Semi -rigid pitchbreaks with lixed 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 WARNING - Verify dadgn peremeters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M67473 rev. /IYMMIS BEFORE USE Design valkl lot use only with Mllok® connectors. tints design is based orgy upon parameters shown, and Is fa an IndMdual building component. not o buss system. Iletae use. the Irdldng deslgnet must verify the alxplicd%Ity of tloJgn potsnelers and proporly Irncogotate ants design Into the overall txRdng design. 0aatng Incilcoted Is to rAevent buclding of hdk4dual Inns web and/or chord memtots only. Addtlond temporary and permanent btactng Welk' Is dways rtxglted lot stabAlly (rid to pevent cotig76o wtih possble peisonal I npny and properly donage. For gemall gultkme regodng the idxlcotbn staage. delivery. esectlon and txadng of Inrses and Inrss systems. seeANSIMI) Qualify Crltab. DSB-89 arw SCSI Building Component 6904 Parke East Blvd. Safety Information avdlahle born truss Rate Institute. 218 N. Lee Street. Su lla 312, Alexandria. VA 22314. Tertrpa. FL 33610 Job Fuss Truss Two oty T10551725 T80088 VO4 Volley Truss 1 1 1132616036JobReference (optional) auaaers I-aslb'ource. Iarnpa. Flom U4y. farloa;f 5bb / Wv o API le zv16 Mrrex rnousrrres. inc. woo Mar vl 1o:4Z.78 Zvi ( rage 1 I D:AtONcK8emj Vg7aDOLXID HByS D6M-C PVNHiagOKeGyz7SD42yy2BRl13g5u W zCGy9wJz1 F4O 6.11.2 8L-0 6.11.2 1Z14 6 5 4 3x6 i 20 II LOADING (psl) SPACING- 2-0-0 CST. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.01 3 n/r 120 TCDL 1&0' Lumber DOL 1.25 SC 0.94 Vert(TL) 0.02 3 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=73717-11-8, 6=-446/7-11-8, 5=287n-11-8 Max Horz6=160(LC 12) Max Uphill=-246(LC 12), 6=-446(LC 1), 5=-118(LC 12) Max Grav 1=737(LC 1), 6=211(LC 12), 5=287(LC 1) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Scale = 123.0 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl, h=25fl; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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 100 lb uplift at joint(s) except (jt=lb) 1=246, 6=446, 5=118. 6) "Semi-ngid pitchbreaks with fixed heels" Member end lixity 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 WARNING - Vedfy design pammatem and READ NOTES ON TWS AND INCLUDED AVFEK REFERANCE PAGE M67473 rev. idnWIS BEFORE USE. Design valid for use only vAtn MlleM conneclors. 1111s design Is based only upon paarneters shown. and Is for an VKRvkAwl building component. not 0 Ouss syslem. Before use. the IrdkMg designer must verity the af:y111cdAly of design I.,caamelers and lNolaily Incorlorato this design Into the ov(nal1 building design. Bracing Indicated is to rrevenl buckling of Individual Inns web and/or chord members only. Additional temporary and porrnanenl bacing MOW is atwoys re(S4ed for slslblltty anal to pxevenl cdl(x>w w8h p oss"o pxasorKA Dray and property danage For general vulpine reg<ading the fatxlcallm storage, delivery, erection and bracing of Inisses, and truss systems secANSIM11 Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. SWey Information available from truss Rate I1stlfrAe. 218 N. Lee Sleet, Suite 312, Alexandria VA 72314. Tompo, FL 33610 Job runs russ ype ryP`y T10551726 T80099 1'.0s Valby Truae 1 1 1,326160,7 Job Reference (optionall Budder* FiralSource, Tampa. Pion$ Cdy, Florida 33566 7 640 s Apr 19 2016 MTak Induatrrsa, Inc. Wed Mar 01 16:42.69 2017 Pape 1 ID:AtONeK8emjVg7aDOLXIDHBySD6M-CPVNHiagOKaGyz?SD42yy2BW?IF85uOzCGy9WJzf F40 2-6-8 4-0-0 2.6-8 1-5-e 2x4 i 2x4 11 3 20 11 Scale = 1:9.2 4-" 4-" Plate Onsets (X,Y)-- 12:0-2-0,0-2-81 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in loc) Vdell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Verl(LL) We We 999 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.16 Ven(TL) rVa We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 000 4 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, except BOT CHORD 20 SP No.3 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=234/4.0.0, 4=106/4.0.0, 5_ 87/4.0.0 Max Horz 5=43(LC 12) Max Uplifil=-54(LC 12), 4=-29(LC 9), 5=-87(LC 1) Max Gravl=234(LC 1), 4=106(LC 1), 5=32(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCp1=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrenl With any other live loads. 6) ' 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 lit 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, 4, 5. 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." Q WARNING- VeAty dedpn paramotom and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE M67473 rov. 1603101S BEFORE USE Design valid for use only vAlh MlleM connectors rhls design Is posed orgy upon Mam01ers shown, and Is for an hdk4dual IxRdng component. not a hum system. Before use, Ow IxAdng designer must verify the applicablilly of design paanelers and poporiy heoipaale Mts design Into the overall txAdng design. Bating OxAcatod is to povent bmldhg of hdNk)ud tons web and/a chord members only. AddlWral tempota y and permanenl Irocing MOWIsalwaysioquLedtotstabilityarxftopreventcollapsewithpsat*4 persoryi hMy aryl property danage. For general guidance iegadling 91e fabdcallm storage, delivery, eiectlon and boating of Irtawsorxl Inns systems. so0AN5I/TPII Quality Criteria, DSB-69 and IICSI Eutiding Componont 6904 Perks East Blvd. Safely Information available boon true Plate Institute. 218 N. Lee Street. Suite 312. Alexambla VA 22314. Tampa, FL 33610 Job I rues runs ypery i" iy1 Tt0551727 TB0088 V06 Volley Truss 110 1732616039JobReference (optional) uuurtele rosrsourco. tamps. rtonr ctry, rtorwo I o+ 1" , ,. 81. .. V. . ID:AIONeK8emlVg7aDOLXIDHBySD6M-gb31U2bS9et7a7ZennZBUGkeS9XbclLg6RwiTIzfF4P 2-6-8 6-0-0 2.6-8 3.5.8 6.00 12 30 G 30 = 20 11 3x4 Il Scale = 1:11.7 Plate Offsets (X Y)-- 12:0.2-0 0.2-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) rVa n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) We We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight, 18 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=465/6-0.0, 4=178/6-0.0, 5— 230/6-0-0 Max Horz 5=43(LC 12) Max Upliftl=-77(LC 12), 4=-53(LC 9), 5=•230(LC 1) Max Grav1=465(LC 1), 4=178(LC 1), 5=44(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed lot 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 20.0psl 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 bearing plate capable of withstanding t001b uplift at joint(s) 1, 4 except 61=1b) 5=230. 8)'Semi-rigid plichbreaks 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.' A WARNING - Vedy dedgn pansmoters and READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE NO-7473 rov. /003aVIS BEFORE USE Design vdid for trso orgy with Mllek®conneclors. Ihls design h bosod only ttlon paometers shown. and Is for an Indl%ftK t Wilding Component. nor a Iran systern. Wore we. the brildng designer must verify tho alxAlcabilly of design parameters and lAopeily incarorale this design Into the oveiall bDting design. Racing kxilcaled is to psevent txrckMV of IrtdNldurs Inns web ond/a chord members only. Addltkxxi ternpotay, and pesmanenl bracing M iTek' is olways ioc"o l lot skfi9lty aril to rrevenl collapse with possible pessonri tdraY and properly dountrge. Fos general gukkme sogosdkng the Ic"Icallo n, slorago. delivery, erection and tracing of innses and IRtss sysloms, weANSI/TPI I Ouoliy Criteria, DSB-89 and 8CSl Wilding Component 6904 Parke East Blvd Solely Informatlon ovdlable from truss Plate Irulltute. 218 N. too Shoot. Ssile 312, Alexandria. VA 22314 Tonpa, FL 33610 t 4, Job I fuss russ ype ly Ply T10551728 TB0088 V07 IIValley Truss 1 1732616039JobReference (optional) Buddere FUSISOVtce. Tampa, Plant City. Flatlda 3356F 7.640 s Apr 19 2015 Mf rek InduslnH. Inc. Wed Mat 01 16.43.00 2017 Page 1 I D:AtONcK8emj Vg7a DOLXIDH BySD6M-gb31U2bS9e17a7ZennZBUGkcE 9YMgL76RwITlzf F4 P 2.6.8 8-" _ 2 6.8 S-5.8 Scale = 1:15.4 44 = 3x4 II 6.00 12 2 3 2x4 i 2x4 11 2x4 11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(TL) rVa We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a r1/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 25 lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 20 SP No.3 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 8-0-0. lb) - Max Harz 6=43(LC 12) Max Uplift All uplift 100lb or less at joint(s) 1, 4, 6, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 4, 6 except 5=287(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cal. II; Exp B; Encl., GCpt=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding 3) Gable requires continuous bottom chord bearing. 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 tail 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 100 lb uplift at joint(s) 1, 4, 6, 5. 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- Vedfy dodgn parsmarem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. 100=15 BEFORE USE Design valid for use only with Milek®conrnecIm. link closlgn k based only upon paarnelers "wn. and blot an 1xlMdtal b lding component. not a buss system. Before use, the bltild ng; designer mull verily the appllicci ldesign ilyo1paramelors and pop er y In:orpwrato it* design Into the overall building design. bochg Indicated Is to buckWhg of Individual him web and/or chord members only. Additional temporary and permanenl Israchg WOW preventIs always secaired for slabltty and to pevenl Collapse wth possfite personal h)rsry and property damage. For general gtlrkncco iogadrng the kslxlcollon. storage. delivery. erection and bracing of tnasos and inrss systems. sooANSi/iPl1 Crtatly Crlterlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information GVJlade Iom Irlsss Plate IMUIrAo, 218 N. Lee Street, Suite 312. Alexanddo. VA 22314 Tampa, FL 33610 Job Russ TRISS Type y y TIOSS1729 TB0088 vo8 Volley Truss 1 1 1732616040JobReference (optional) Burldars FkslSource. Tompo, Plant Coy. Florida 33566 7 54e Or Apr le Zeta Mr r ex industries, inc. Wed mer e1 la 43 01207 rage 1 I D:AtONcKSemj Vg7a DOLXID HBySD6M-8nd7iNc4wyq_C H8rKV401 TGk6ZgPZoAFfaRG?Czf F40 2.6-8 __ 9.7.4 2.6.8 7.0.12 6.00 12 4x6 = 20 II 30 = 3 2x4 11 Scale = 1.18.3 2.6-0 9-7.4 2-" 7.0.12 Plate Offsets (X,Y)-- 13:Edue 0-1-81 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in pot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) rda n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Ven(TL) rVa n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 30lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. All bearings 9-7.4. Ib) - Max Horz 6=43(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 4, 6, 5 Max Grav All reactions 250lb or less at joint(s) 1, 6 except 4=270(LC 1), 5=374(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;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) Gable requires continuous bottom chord bearing. 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 10D lb uplift at joint(s) 1, 4, 6, 5. 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.' 0 WARNING - lorry d*dyn pantmarom and READ NOTES ON THIS AND WCLUOEO MI EK REFERANCE PAGE M67473 rev. I4110MIS BEFORE USE Design valid for trso only vA91 WlekO connectors this design Is based only upon paramelers shown. and K for an hdlvldual LmIding component, not a bre tassystem. Below use. Iho IAAlcDV designer must verify the applicability of doslgn parameters and pxopoily Incorporate this design Into the overall cling design bating Indicated Is to proven) txjcldhg of bWMducd Isuss web aril/or chord momlxns only. Additional temporary, aid permanent tAcatng Welk' Is dways recgAred for skstAlty, and to prevent collapse wllh posslAe personal hpay and property danage. For gurteial gu fat nce regadbmg the lobilcotlon, storage. dellvory, eiecllon and bracing of busses and Truss systems swANSI/IPII Quality Criteria, DSB-89 and BCSI Wilding Component 6904 Pork* East Blvd Safety Information ovalk"o non buss Rate bnslltule. 218 N. Leo Street, Stlle 312. Alexandria VA 22314. Tornp*. FL 33610 Symbols I Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions ore in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate Plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6.4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 0 c O U a O C•1 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MIC MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diogonol or X-brocrng, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design boding shown and never stock materials on inadequately braced trusses. 4. Provide copies of this Russ design to the building designer, erection supervisor, property owner and oil other interested parties. 5. Cut members to bear tightty against each other. 6. Place plates on each face of truss of each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. unless otherwise noted, moisture content of lumber shoo not exceed 19% of time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structurol consideration and is the responsibility of truss fabricator. General practice is to comber for dead bod deflection. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shoo be of the species and ske, and in all respects. equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed. unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter Russ member or plate without prior approval of on engineer. 17. Install and load verticolly unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. a RECORD COPY L. L. L- ;0 ;a A .'0 .'LP A ;a ;0 ; 0ejNWm10 .0 .O .0 10 10 a0 m tl II II II II — 1—II—tl—II_A__A_ , _ DEARWG HEIGHT 5GHEPULF m i I I j Av e i' eS i 1 atomr• 1• i Aoio 1Z ORNG. POST. r IAA--_ OR1. 1 0 a 1• FI A 9.-4- awl Hanger List H1 HTU26 n NOTE5: 9 L) REFER TO HID 91(RECOMEFDATIONS FOR HAPDUNTi INSTALLATION AND TEMPORARY BRACIN6 ) 7 REFER TO EN61NEEREP ORAWIN61, FOR PERMANENT DRACIM MIRED. 2.j ALLLIVER YALLERAMWG) M1OMPL 5TBEGELY PECKED OR REFER TO DETAIL Y105 FOR ALTERNATE DRACIN6 9Ed4REMENi,,. 1) ALL VALLEY5 ARE TO BE CONVENTIONALLY FRAMED BY DMOER 4.) ALL TRLK5E5 ARE OE516NED FOR 7 o.c. MAXIMIM 5PAGN(L UWE% OTHERWISE NOTED 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CON510EREO TO BE LOAD BEAM LINLE55 OTHERWISE NOTED. 6) 5Y42 TRU55E5 MPST BE WALLED WITH THE TOP BEING UP. 7.) ALL ROOF TW% K"ERS TO BE 51MPSON HTU26 WLE% OTKRW15E NOTED ALL FLOOR TRUSS HANGERS TO BE 50AP50N TKA422 LKE% OTHERWISE NOTED. 0.) BEAMMEADERA.IMEL (MDR) TO BE F11 45HE0 BY WILDER 5HOP DRAWING APPROVAL M LAYATE 15 THE SALE SOM FOR FABRICATION OF fRU' fiES MD YOM ALL PEYM AWITEMRAL OR OTHER IW% LAYAITS REVIEW AFD APPROVAL OF M LAYM MT BE RECEIVED BEFORE MIT TMES WRl DE Mt. VERIFY ALL 0101TION5 TO I)W AfiWI WMES THAT WLL E50.T III EXTRA OVAE5 TO TAP M- W EN.aM F.0 9 MIA or Wls 046uilders s M.WirstSource Orlando PHONE 407-051.2100 FAX. 407-651-7111 Plant City PHONE. 815-759.3931 FAX. 615-752-1552 vc coL, Llrw Hr. Taylor Morrison Tope I2 a SANFORD WILL 6-08-00 20-08-00 Stanton FC 40- 00-00 o OARTh V, Lf Lot xx 1 7- 2 1 3 FAff: W 1' 11- 12-15 Rick w RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 2 1 3 0 SANFORD Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door FL15322.9 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.2,9 Horizontal Slider Casement Double Hun Fixed MI Windows 3540 ser. Frame Fixed Glass FL18644.03 Awning Pass Through Projected Mullions MI Windows Mullion — vertical FL15333 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 FI-12019-115 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FI-16305-114 Underla ments InterWrap, Inc. Underlayments FI-15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 6.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered 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 AL f1EQ6`CI EY!!E 10mm oT. UMU GMT N111Ioo MRFWK • IN B1-tt1(INI TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 70' Jt• 31' 5)• WINDOWCALL-OUTS to 76' D sw VJ 31 sw n sw 32 su N Dvil VJ 33 sH )391 3364 gsr 1460 VJ 31 SH 71 SH 34 sH Z 63' 554 1135SH 5SH 355H 17' z 3 lb SH VJ 36 sH 76 SH 3694 3 t (Ir. YEW I145M CFVWA FOR ALL naoac. u WMI M AND MULLAIICN HAT VARr PER KWAMU AM SPE OTICFb. bFZ WER TO FLOOR P-AIG FCR $ME OF 0M V# DO57CLF4M.5KC `M•C97I.ORFDID GLASS• F43 Wo r•FO NdrNICHE DETAIL A >. N•.Ia 5 5 0 cf moLva ------ LANAI ---- ------- taw —C e uF. a-*,. W-w r- f• .LL rrt I aa- 7rooer. m. eoue 1 1 smflx, ra• OT•e FAMILY ROOM rr- r'.u'-.• vuaw ac C) on oat ILKITCHEN VNIIRDQGI . II ''gel 16t3u gl y ----- BRKFST. Ir- lo•.r-6• ZATm rF DINING It- o'•II'-V r-.• Mt ac DEN Ir- 0'.II•-o' r-.• MI Cm 1. toot5K IO era• LIVMG 2055 OF, GARAGE 460 5F. LANAI 116 SF. ENTRY 41 JiF. TOTAL $ a FT. 713E SF. HATCHING IBGEND Ii1A1FCIll I. 1l6I Ip.Iga FGBa57ER SUITE Ir- w FIATQQ1•. sSI•w ACM Rnrto:m V / L 1 /O ui 0 o Atm. I I Iivv O FINN IDS, T• yld W 0 IT U U. uuw cx l i1WN 3 0 ce 0 I IIL Nrl67t f_--1 0 mccaa rye o VV/ ce GARAGE O 00 O Ir-.•.rr-•• IRE r r-o• rLr. Nr lKR6LVQ OWR NORYFGII11Q1`MZ' J T I I >3• 3 I I 0 I1r0l6Prim O1 I Y•OW 0.lo%11E ORR oI ra w we am 2055 vanwEcaroluomr rlrw.wc Feel weal arruF. mx m14 1^r+' era rwE/xoa NIIL FLOOR PLAN NOTES, STANTON ( TM) ELEVATION 11FC — FRENCH COUNTRY" 2A 6W6tr.fl GARAGE RIGHT aATHr Y4LLTRPLamYruO 6 nu m atra.a g a PNIQIo IL BEDROOM 2 11 Cnr-r BATH z Ja4 1 /] 6'-e For Q4 BEDROOM 3 r-. FL r ac R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry P.O. Box 230 Velrico. FL 335" Phonc 813.659.9197 Florida Board of Prorenlonal EnSinem Ceniftete of Authorirslion No. 9813 Product Category Sub Category Manufacturer Product Name American Construction Metals Panel Walls Soffits 5140 West Clifton Street Triple 4" & "Ouad 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope: This is a Product Evaluation report issued by R W Building Consultants, Ina and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest in the company manufacturing or distributing the product or In any other entity Involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.6.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Drawlna No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation Issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testing Laboratory Signed by Testing Evaluation Lab.. Inc. Lyndon F. Schmidt. P.E Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. 8 It81181 jFI X SCHA4/, No 43409 don F. Schmidt P.E. 9O•• 3 i /ai C • FL PE No. 43409 ci O H tip N .N atnots S NA 0%., REM DESCIIIPTION MATERIAL I FASCIA .021 S THK. AL 3105 - H 14 ALUMINUM 2 Jr CHANNEL .0155' THK. AL. 3105 . H24 ALUMINUM 3 r CHANNEL .0155 THK. AL. 3104 - H 19 ALUMINUM 5 QUAD 4PANEL(DI 15OR.0135-THICK) AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135-THICK) AL. 3105 ALUMINUM 7 A 15 x I VC TRIM NAIL S.S. 8 18' GA. X 1/4' SS STAPLE w/ 7/8- MIN. EMBEDMENT) STEEL 9 7- X 2" BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B•C- GROUP 1 EXT. 15/37 PLYWOOD OR BETTER WOOD 11 097- DIA. T- NAIL w/ 5/8- MIN. EMBEDMENT) STEEL 12d X 3-1/C H.D. GALV. STEEL COMMON MAIL 0 24' O.C. w/ 13/4' MIN. EMS. t 5 6 DETAIL " H " I X2 VERTICAL FRAMING (G>=0.421 12d X 34/4' ATTACH w/ 2&I N.D. GALV. STEEL COMMON NAILS COMMON NAIL 0 24' O.C. 0 TOP TO ROOF FRAMING w/ 1 J/B MIN. EMS. STAPLES INSTALLED 0 v STAPLES INSTALLED 0 END OF PANEL AND 840 OF PANEL AND 6' MAX. O.C. — T MAX. O.C. SEE DETAIL -Jl -- -- --- (SEEDETAIL 'JI 5 6 DETAIL " I " C. MAX. uaAIL" J is ROOF CVERHANG ROOF FRAHWO SPAN - A- I I 1 =____ .. — ______= ENU 0i J I w000 SEE DETAIL' A' SHEET 3) TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A- DESIGN PRESSURE (PSI) POSITIVE NEGATIVE 16" 70.0 70.0 lB- 66.5 66.5 20" 60.0 60.0 27 54.5 54.5 24" 50.0 50.0 Y-% j so n UN •• SEE DETAIL B SHEETS) ig R m o lam CONTINUOUSI SEE DETM • H • BATTEN 0 CL .-y SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ huw/fraffdng Cantilever) SPAN " A " ROOFOVERHANG SEE DETAIL' G - r4W 4) ROOF FRAMING SEE NOTE 2 I I I Ili 9 I 1 CHU OR wa0o sffoEA4• I- 8 11 Faaneo SEE MAXA' SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES: (Shown w/ tiuWfmining overhang) I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. 12d COMMONNAILOR3/1 C RW TAPCON CONCRETE SCREW I MASONRY SUBSTRATE 3.000 PSI CONCRETE (AC1301) IMIN. 1.114' EMBEDMENT) 0 2C ON CENTER OR HOLLOW BLOCK (ASTM C90). mrc we JK we fM. LFS oarw¢ q0.: FL- 12`010. 1 I SEE DETAIL" SPAN " A " ROOF OVERHANG SPAN ' A ' ROOF OVERHANG SEE NOTE 2 ROOF ROOF FRAMING FRAMING ALUMINUM ALUHI`A1H FASCIA FASCIA 9 TRIM / , TR01 / CHU OR l I _- /— CHU OR SOFFIT WOOD SOFFIT J /J MOOD FRAMED FRAMED E SEE DETAIL' F' SEE DETAIL' G' —f SEE DEUUL' E" SIDE VIEW -SINGLE SPAN w/F-CHANNEL SIDE VIEW -SINGLE SPAN w/3-CHANNEL Shown w/ tnns/Tram6g oveft g) (Shown w/ triWrarni g overhang) TRIM NAIL ATTACHED THROUGH FASCIA 0 1 C O.C. MAX. NOTE: FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINIST PANEL CONNECTOR NOTES: I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED I'/l1 eY I* ARCHITECT OR ENGNER OF RECORD Z 12A COMMON NAIL OR 3/161TW TAPCON CONCRETE SCREW MIN.1.1 /! EM6EDMEMI 0 24-ON CENIHT SINGLE SPAN LENGTH A DESIGN PRESSURE fPSFJ P0511WE NEGATTVE e" 70.0 141.0 1T 60.0 60.0 12' 50.0 50.0 to 36.5 36.5 16" 30.0 30.0 STAPLES LOCATED 24' O.C. INTO FRAMING STAPLES INSTALLED 0 ITO.C. (INTO WOOD) IN !-CHANNEL SLOT OR Ff4/Ul 017 O.C. pNTO WOOD OR MASONRY) STAPLES INSTALLED 0 2C O.C. (INTO WOOD) _ ONF-C~N9.LEG OT)-NAIL01TO.C. 11 POO WOOD OR MASONRY) CA NIn8 8 STAPLES INSTALLED 0 1 ae 1r o.c. pNro w000) .... e ..... o IN FCHANNEL SLOT OR T T4NAIL017" O.C. L-----_- 4 STAPIFSINSTALLED0 _ ( INTO WOOD OR MASONRY) I - ------- END OF PANEL AND r t uB' MAX. O.C. 1 --- --- 8 1, go. EOETAII'J'.SHEETS) (- ------ I4.. 1 I/8'Mo. 0 aTe 1 9 091/ S S I- MAX. sole• N.T.S. DETAIL" E ° 3 I--urMAX ""`. JK SUBSTRATE NOTES: au. Tn. LFS Fascia DETAIL F 1. WOOD SUBSTRAETG=0.42OR BETTER DETAIL" G as we no F Channel Z MASONRY SUMMATE: 3.000 PSI CONCRETE (ACT 3011 F L-12019.1 OR HOLLOW BLOCK (ASTM C901. J-Channel SWLT 4 or 5_ vAI SPAN " A ' ROOF OVERHANG SPAN ' A ' SPAN - AROOFOVERHANGROOFOVERHANG ROOF ROOF ROOF ' FRAMING FRAMING FRAMING ALUMINUM ALUMINUM FASCIA FASCIA TRIM TRIM cnu 0a------ rcnu oR SOFFITJ cnu OR vOFITW000SOFFIT` SEEDETAIL'A' FRAMED M•CFRAMED SEfUETAIL"A' FRAMED SEE DETAIL' B' SEE OETA0.' 0' SEE DETAIL' C - SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/7-CHANNELS SIDE VIEW -SINGLE SPAN w/7-CHANNEL Shawn w/ bumOmmmg anWewa) (Shown w/ huss/Tlamillq algilew) (Shown w/ trin0raming andleva) SINGLE $PAN LENGTH A' DESIGN PRESSURE (PSF) POSITIVE JNEGAIVVE B' 70.0 141.0 10" 60.0 60.0 12' 50.0 50.0 147 38.5 38.5 u' 30.0 30.0 NOTE: WOOD FRAMINk. AM UUNNMIK" IV Ut DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD DETAIL" B" F•Channel TRIM NAIL ATTACHED THROUGH FASCIA 016' O.C. MAX. STAPLES WALLED 0 -- ENDOFFAMELAND TLCB'MAX.O.C.( SEE DETAIL'J -. SNEER S) I/Q'MAX. 5 DETAIL "A" Fascia STAPLES INSTALLED 0 24' O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL 012" O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 01 T O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL 017 O.C. QM WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STARES LOCATED 24' O.C. INTO FRAMING ir -- - - S I"MAX, STARES INSTALLED 017 O.C. (INTO WOOD) N J-CHANNEL SLOT OR T-NAIL 012' O.C. DETAIL " D " J-Channel Fascia STAPLES INSTALLED 0 17 O C. (INTO WOOD) N JCHANNEL SLOT OR T-NAIL 017O.C. INTO WOOD OR MASONRY) STAPLFSLOCATEO 2Po.C.INroFRAMING % T I* MAX. DETAIL " C" J- Channel SUBSTRATE NOTES: I. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. MASONRY SUBSTRAI E. 3J0I0 PSI CONCRETE (ACT 3011 OR HOLLOW BLOCK (ASTM C901. LE N.T.S. en JK ar LFS FL- 12019.1 rr 3 ar 5 SOFFIT AIR FLOW TABLE SOFFIT TYPE AIR FLOW SOFFIT TYPE AIR FLOW rn¢na as ns cpTW ViYr 3.91 2.71% A 11.74 8.16% A TnIFN 11.74 8.16% 3.69 2.56% IF" ;.""„` , 3.69 2.SS% 1.25 1 IS I HISS' L 76 I D15S' I, L-- 1'BORTr 1 Cl t 2 rCNANNEI 3 FCHANNEI ai' coYlcACE I E-- COVExAc.Elue1 7q r Al S I.R. imlIA. .47 or S v v bd• 1 NO AND END MARS ITCOMAGE 1 11/1 F(TCH / 2 SM WOMAV"'- V FOI IOUVM 6 Ib COVERAGE by AO' Mai 2.67 AVAwIeFOe lOUVM I P 4nA s °°o- AD P m 1?S' 1a00a00 ao000--T 000000, 0aa097 n n n n n n LOWER PATIM (RILL SCALE) § LOVVEF5 OIRECWN AS N$j 3 L O,SgO' J VIEW'A-A NItSCAIE) S d FULL VENT - WIDE PATTERN louvers formed in some rcdian w rlhs) S 1?S Lo 0 0 O O 0-J 00000000000 i 0000000000a 000000000a0 00000•-- LOWFR PATTERN LOUVM FORMED W SAME ONECWWR. AS RITR) : n VIEW)-A-A'I/isC 5 d FULL VEM- NARROW VENT PATTERNLeven (armed in some dred'cn m rm) f r nl u ` =10z° 9d• L CW V^ d s masrm. wuc N.T.S. JKwear: FL-12019.1 ET 2 or 5 o ACM M AMERICAN CONSTRUCTION METALS 5140 West CQBon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition 12014) Horido Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shoo be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering anaysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit and/or T x T batten slips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABIE OF COMENIS SHEET i I OFSCRI/IION 1 T ied elevotiwls b general notes 2 Pond detak 3 Soffit detak & design pressures 4 Soffit detals 3 design pressums 5 Soffit delok design pressures & bill of materials TRIPLE 4 4 T•1012(A11S WK) T10141AW5`9" QUAD 4 Q4 040121AI15'TWq 040141nar-."M d 0 z01h rrr ma e0u o ° l"M m colaima: a. CZ yO5 AK, JLL V , xxe N.T.S. CM. on JK aoc x LFS mAI= HD FL- f 2019.1 Florida Building Code Online Page 2 of 2 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products PL V Model, Number or Name Description 12019.1 Triple 4- and -Quad 4" 0.012' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use In HVHZt No FL12019 RS 11 lnst 12019.I.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other., See INST 12019.1 for Design Pressure Ratings by FL12019 RS AE Eval 12019.1.odf specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation Instructions. Dock NOaI QIIIA= :: 1940 North Monroe SL__L TaBaMcxO FL 12399 Phone: 8SD•487.1824 The State Of Florida Is an AMEEO employer. Coovnaht 2007.2011 Sate of Florida.:: Prrwhry Statement :: ACCeSSIbifity Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records re0uen, do not send electronic rnaa to this entity. Instead, contact the ofte by phone or by traditional mall. It you have any questions, please opntadt a5DA87.1395. 'Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees btxlhfed under Chapter 455. F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the kensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., phase dick hKL. Product Approvaall Aoceptst M11 . Crc d I [f.Ar E https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 I . Florida Building Code Online so Fif% T Page 1 of 2 r DqVMld aCIS Moms I tap In I User Registration 1 Mot Topics I Sub at surdharipe I Slats a Facts Publications FBC Staff aCIS Site MOP Unks Sera. BusinesRaiProfessi Approval USER: Public UserUSER: Regulation Product Ar1DroYal Menu > Product or Application Search > ADnliatgn l)sl > Application Delon FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle. pestow®acn-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com 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 W- 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 Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. v, Validation Checklist • Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC 1001 West Crosby Rd. Carrollton, TX 75006 Product Line: 1442, 1448, 5348 and 5548 Vertical Mullion Engineering Evaluation Report Report No.: 510220D Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Product description: Mullion: Extruded aluminum 1' x 2 112" 6005-T5, part number 1442, 1448, 5348 and 5548 Mullion Clio: Extruded aluminum 6005-T5, part number 1320, 1330, 1438 and 1439 Supporting Technical Documentation: 1. Approval document: drawing number 08-00139 Revision D, prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion structural analysis and anchor calculations report No. 510212B prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document Maximum unit sizes: Refer to approval document Units attached to mullion must have their own separate approval. Units may be mulled indefinitely as long as maximum unit size is not exceeded. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in wind bome debris regions, up to wind zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; the mullion or the individual units Installation: Mullions must be installed in accordance with approval document 08-00139 Revision D. Window units must be installed to substrate according to the manufacturer's installation instructions and/or approval documentation. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 5 R I IL/0 i 9 Ar • ' 3` 51 • yt C TAT OF 010! NAL. o 11111111 Luis R. Lomas, P.E. FL No.: 62514 06/17/2015 L • rn• rn I O MULLION CLIP ALUMINUM$1=45 14a S:alt'l l 2 1!2• MULLION J ALUMINUM6WS-T5 OMULLION CLIP ALUMINUM 6005•T5 in 4- an- Ir— I r rn• __ J .n• {.._ MOUNTING PLATEQ./ ALUMMM M-T5 FE%13'0'S N MSCRVT O': WE ApcApr,io A REVISED EO COUPL' VAIN 7GC7 FOC 01/J6/39 R.I. D R=VISEO NOTES AND CHAPT 03/12/12 RL. C R_ASEO NAME 10/15/13 R•I. 0 REMSED INSTAUl7.104 3ETAILS 06/1./tg RL. CMULLION CLIP ALUMINUM6005•TS J_ I Irn I 1 L ur s+.. MI WINDOWS AND DOORS LLCto'o SIGNED.0611612015 1001 . CROSBY RO CARROLLWTON. TX 75006 J S,- y/% r,•GENyr 1 MULLION CLIP ALUMOWAoI6005-T5 1442, 1448, 5348 AND 5548 S 0yF5VERTICALMULLION COMPONENTS p 5 TAT OF 08 t 39F.aE 0 //ijNA500xo.1ENTj 01/06/09 4 OF a 11 1 I 1442A448.5348 2-r 1320 3 1330 4 1350 5 1438 6 1439 MINIMVM EDGE ISTANCE SEE rNOIES1&2 I — SHEET t ANCHOR: SEE NOTES 1 ON SI 1 X 2 1 r2 X 118 MULL ALUM. 6005 T WOOO/MASONRY ANCHOR IMCLIP_ WOOOASONRY ANCHOR CUP SUBSTRATE BY OTHERS L^ u'SFdST.6.94fon jm.L VERTICAL MULLIUV TOP CLIP MWALLA'.TWV MINIMUM EOCE DISTANCE SEE HOTES 1y0 1- SHEET SUBSTRATE 3YOTHE' TZS ANCHOR SCR SEE NOTES 10 OH SHEE or O ANCHOR SCREW SFF NOTFS 1 AND 2 ON SHE_ 1 MYA FstT-rM M17AL VEPTTCA/. UUUJON TOP C'JP TNBTALLATTON ANCHOR SC MV 4 P SEENOTES / AM 2 G ON SHFJ=T 1 6 v .. .. • , 1 ISUBSTRATE — v:1Yk1!?11L$a raSiS IOYOIff.P.s o • VERTICAL MULLION I SUBSTRATE - • . v i 60770MCLIP7N,S'TAlJA170NI MINIAIJ7A : DG= BY OTHERS I GI TAr:CE S_E 10MAMAN11 JCOL" ,40_ NOES 'b7 VtrRTr, A-tMM,ION MINIMUM EDGE S-EET ' BOTTOMCUPRNSTAUATiON DISTANCE S-E NOTES 1&2 SHEET I FEMSIONS Ev OESM-DON yi• AF-0.0 A r<..A;rG rO COVPL• VAIN 2CC7 FOC 01/,E/09 RL.__ B REVISED NOTES YNC CW1RT 03/1;/ 12 R L. C R.VISEO NAME 10/1'•/13 R.E. 0 RENS_0 IN$TALLIPON XTIAILS 06/15/15 n_L. d WINDOWUNITS $8 SMS yweFlsA SELF GRILLING REW SHORPV/ i1_ =l1 dD24" 1 I 2[.. MA% G.G. isJtt3Sstf .52BV6. b4Trr SIGNED: 06 16/2015 LLC MI WINooWw1ip cRosD00oRS CARROLLTON, TX 75006 0g.It1 r •GEtYy 9s 1F• p ( *' i442. 1448, 5348 AND 5548 VERTICAL MULLION INSTALLATION DETAILS p7 T OF : iI,;°lOmot pa.wvM.0 vC arV OS t 39 D ALTEa` it 500scuareNTS01/06/09 3 OF 4 I., iCOMBINEO 192" WIDTH I_ wi - I 96" t J FRAME HEIGHT WINDOW WINDOW MULL ON SPAN) 1 l 192" COM8 NEO 191UrH V/,_ Ir_W7- 96" FRAME LW HE CH1 WINDOW MULLION SPAN) i97" CGM31\_3 WIDTH W i it K'2 95" / WINDOW / FRAME IIEIGHT LH WINDO MLLUCNSPAN) / W I --I F-- wz 97' COMSINEO W,31r J 192 60M131VFD W1Url1 wj-1r-1-7 - I T- 96" FR.1MC L WINDOW HFIGr T MULLION SPAN) I 1 197• _ CCMBINED WIDTH W I i (--- 11'2 1 - -- 9G" / WINDOW EIGHT NOOW W MULLION I - - SPAN) J I-- WI I-- :v2 97' CONB111:5 WIDTH APPROVED CONFIGURATIONS MULTIPLE UNIFS MAYBE MULLED TOGETHER AS LONu^ ASAS WiOTN OOES NOT EXCEED 192' AS SHOWN HEREIN. Design aressuna radna fast) Mullion span on) Tributary width 18.00 24.00 30.00 36.00 42.00 40.W 54.00 R 60.00 66.00 78.00 64.00 8000 24.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 1300 130.0 130.0 130.0 130.0 30.00 130.0 130.0 130.0 130 0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 N130.0 36.00 13" 130.0 130.0 1300 130.0 130.0 1300 130.0 130.0 130.0 130.0 130.0 42.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 48.00 130.0 130.0 1300 130.0 130.0 129.6 1296 129.6 129.6 129.6 129.6 129.6 54A0 130.0 126.3 105.9 93.6 86.2 82.2 80.9 80.9 809 80.9 80.9 80.9 60.00 Iir5 90.7 75.3 65.8 59.7 55.9 53.8 3.1 53.1 53.1 53.1 631 53.1 66.00 87.7 1 67.3 1 55.6 1 40.1 1 43-2 39.9 37.6 36.6 36.3 36.3 36.3 36.3 36,3 72.00 67.2 51.4 42.2 36 3 32.3 29.6 27.7 26.5 25.0 25.6 25.6 25.6 25.6 78.00 52.7 40.2 1 329 1 28 1 24.9 22.6 21.0 19.9 19.2 18.6 18.6 18.6 186 84.00 42.0 32. 1 26.1 1 22.2 126 17.7 16.4 15.4 14.7 13.9 13.8 13.8 13.8 90.00 34.1 25.9 21.1 1 17.9 15.7 14.2 1 13.0 12., 11.5 10.1 10,5 10.5 10.5 96.00 28.0 21.3 1 17.3 1 14.6 12.8 1 11. 1 10.5 LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WINO ZONE 3 T"e-,P,A5[0 NO-CS AND CHAFT nEVISE6 NWE I FEVISEO INSTALLATION D= NLS t97• CGVCINEC WIDTH :] w1 I W 96_ J / WINDOW FRAV.0 WINDOWHIGHi ) DOW NUL ION y j w2 COVONED W -Al. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 1442. 1448. 5348 AND 5548 VERTICAL MULLION CONFIGURATIONS AND CHART F.A. 1 08-00139 ECl'f NTS JOATI 0 i /06/09 SEE' 2 OF A MTF I A -?OV1f 01/36/D7 P.L. 05/15/15 IP.L. - SIGNED: 06/16/2015 rJ\5\G 1 H1oM9' 1 yE 2 SE: •,P NOTES: 1 ) THE PRODI•Cl SHOWN HEREIN IS DESIGNED AND MA(.UTAC UP.ED TO CCMPI.l WITH REOUIP_MEN1S Of IHI. fLOVIDA UUILUIN3 CCOE. 2) WOOD FRAMING TO F.E DESIGNED AND AN04OPED IC PRO-EKY TRANSF=R ALL LOADS TO STPUCIUPE. FRAMING S -HF RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWADLE STRESS tncREASE OF i/3 WAS NOT USCD IN TIIE CSIGN OF THE PRODUCT SHOWN HCPLIN. WINO LOAD DURATION ACTOR (,c 1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) IPPP(JVF-) IMPACT PROTECTIVE SYSTEM IS NCT REQUIRED FOR THIS P.G000T IN WIND FOR\E DEGRIS REGIONS UP TO W NO ZONE 3. 5) JFSIGN PP.F.SSJRE AND INSTALLATION DETAILS SHOWN IN THIS JOC-MEEK! APPLY ONLY TO MULLION. WINDOWS MUST BE APPFOVED JNOER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO 'C MULLED ARE NOT LIMITCO TO T-IOSE SHOWN IN TH S DRAWING. W114DOWS M.,ST 3E MANUFA;TJRCD OY GENERAL AL JMINUTA 7) DESIGN PRCSSJR( of M_LLEO LNIT SHAI,I. UE CONTROLI.L0 UY IHL LESSER DESIGN PRESSURE QF TI-; MULLION OP THEE INDIVIDUAL WINDOW OR DOOR UNIT, 8) UNITS MA- BE MU_LEO TOGETHER. U4DEFINTELY AS LONG AS SINGLE UNIT WIDTH AND f-EGH.T ARE 1,10T EXCEEDED, AND MIRLION IS ANCHORED AS SHOWN HEREIN, 9) M:,LLICN VtRTICAL INSTALLATION IS SIIOW4, M LLION MAY BE USED IN tiOR ZONTAL APPLICATIONS •NS LONG AS DIMENSIONS INO GATED HEREIN ARE NO- EXCEEDED AND MULLION IS ANCHORED ACCOFOING iO THIS DOCUMENT, SIGN PRCSSLRE TAOLC NSTRU JICNS. 1) 0 FINL RLI}UtRLU ULSIGN LOAD PER FLORIDA SUI.DIN; CODE CHAPTZR 16. 2) DETERMINE TRIBUTARY WIDTH AND NULL'ON SPAN BASED ON PROT:UCT 10 F1 INSTAAIFI). SEE FOP.MU.A FOR TRIBUTAR" W107H. I OCATF Mill ION SPAN (UNIT HEIGHT) AND IRI13UTAZY WIOR . AT THE INTERSECTION OF ROW AND COLUMN CONTAIN•NG TIIE MUL! ION PAN AND-RIDUTARY WID-1 P.ESPEC-IVELY IS THE MU_LICN RATING FOR PRODUCT 114 SiFP 7. MULUOK RATING MUST BE EOUAI, OR GREATER THAN R70UIRED DESIGN PRESSURE CBTAINEO IN STEP 1. TRIBUTARY WIDTH a Nil_ _1V2 2 TABLE 0' CONTENTS ECT NO. DESCRIPTION 1 Ie01ES 7. CONFIGURATIONS AND OR C-AR" INSTA.LPIt0T4 DETAILS 4 COMPONENTS IILNSK4Y5 1' 0($CRIPi10:1 yTT AOFVOKO A REVISED 10 COMPLY WITH 7007 F(TC 01/06/09 IT L. a RCMSEO NOES ANO CHART 03/17./ 17 R,L, REVISED NAME 0/15/13 R.L. 3 RENSEO INSTALLATION DETAILS 05/15/15 R.L. ANCHORING NO -ES 0 FOR A\CHOP.ING INTO MASONRY USE F.IUR (4) 3/16' MASONRY ANCHORS HITH A M NIMUM Sh AR CAPACIT" OF 3051.13S. AT EACH ENO OF MUL LIOf: MITI I SUFF CIENT LENGTH TO ACHIEVE A I '/A- MINIMUM EMBEDMENT INTO SUBSTRATE WITH M NIMUM EDGE 0 STANCL. LOCH E ANCHORS AS SHOWN IR ELEVATION'Or--AILS. 2) FOR ANCHORING INTO WOJO FRAMING OR 2A BI,:K USE FOUR (4) #10 WOOD SCREW, AT CACH END ,^,'F MULLION WITH STIFFICIFINT (F`IF.IH TO ACHIEVE A I 3/8" MINIMUM -MBEDMENT INTO SUBSTRATE AND I/?- MNIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATION DETAILS. 3) FOR ATFACHNG WINDOW UNITS TO MULLION USE 18 SMS SELF IdPPING SCREWS WITH SUFFICIENT LENGTH .0 ACHEVE A MINIMUM FMRFDMFNT OF 'I-RCE THREADS PAST IIIC MULL104 WALL. LOCATE SCREWS AS SHOWN IN ANCHCR ELEVATION. 4) FOR WINDOW UNITS ANCHORING SCHEDLLE :EFER 16 WINDOW A1-PR0VED IN:;1AL-/ ION INSTRUCTIONS. 5) INSTAL-A'ION ANCHORS SHAH BF INS.ALLLU IN ACCORDANCE WITH ANCHOR M=P:UFACTURER.'S INSTALLATION USTRUC1IONS. AND ANCHORS SHALL NCT BE JSEO Im Sl.B5TRATES WITH STRENGTHS .ESS THAN THE MINIMUM STRENGTH S=ECIF1_0 BE -GA': A. WOOD - MINIM„ IA SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF -!.:!DO PSI. MI WINDOWS AND DOORS LLC fool W. CROSBY RO CARROLLTON, TX 75006 i442, 1448, 5348 AND 5548 VERTICAL MULLION GENERAL NOTES Oi•uN CwG VO F.A. 08-00139 E NTS A` 01 /06/09 1 S' cc` I OF 4 SIGNED: 06i169/2015 lC r •v\GENS•giP p• 1 oAT 6OF ;•tv2 20R10L•' 4r: Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL1S333 R2 11 08.00142D.edf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 RZ AE_ 510223D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.8 1445-2, 1447-2 AND 5347-2 1445-2, 2447-2, AND 5347-2 HORIZONTAL MULLION HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08 143D.gl f Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2_ AE 510224D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S333.9 1445-2, 1447-2, 5347-2 AND 1445-2, 1447-2, 5347-2 AND 5547-2 HORIZONTAL 5547-2 HORIZONTAL MULLION MULLION TWIN WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLI-S333 R2 11 08-00144D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510225D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.10 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS333 R2 11 08-001450.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510226D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.11 1X3 STRUCTURAL TUBING 1X3 STRUCTURAL TUBING MULLION VERTICAL MULLION VERTICAL Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS333 RZ II 08-00668C.1119 Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 511127C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Dacha Ncal Lenten us: 1940 Nenh atenree Sleet. Tallahassee FL 32399 Phonei 850.487.1824 The Slate of Florida Is an AA/EEO employer. Copyright 2007.2013 Sate of Florida- :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida tow, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic map to this entity. Instead, Contact the office by phone or by traditional mall. if you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.2750), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an email address If they have one. The entails provided may be used for official cc mr inkaWn with the licensee. However email addresses are public record. If you do not wish to supply a personal address, phase provide the Department with an email address which can be made available to the public. To determine Ir you are a h[ensee under Chapter 4S5, F.S.. please click ha. Product Approval Accepts: MiNIME Cre I A https://www.floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgtH8572gvd WI... 7/20/2015 Florida Building Code Online Page 2 of 3 .+ Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Summery of Products Method 1 Option D 06/19/2015 06/29/2015 07/05/2015 FL V Model, Number or Name Description 15333.1 1 1/8" x 4" STRUCTURAL MULLION 1 1/8" x 4' STRUCTURAL MULLION HORIZONTAL HORIZONTAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 Il 08-00907C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FLIS333 R2 AE 511458C.odf Created by Independent Third Party: Yes 15333.2 1 1/8' x 4" STRUCTURAL MULLION 1 1/8' x 4" STRUCTURAL MULLION VERTICAL VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 RZ II 08-00906C.2S[ Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FLIS333 R2 AE 511457C.odf Created by Independent Third Party: Yes 15333.3 1442 AND 5348 HORIZONTAL 1442 AND 5348 HORIZONTAL MULLION SINGLE WITH MULLION TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 II 08-001380.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510219D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.4 1442, 1448, 5348 AND 5548 1442, 1448, 5348 AND 5548 VERTICAL MULLION VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11. 08-00139D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510220D.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15333.5 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION 1445, 2447, 5347 AND 5547 HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 If 08-00140D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510221D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 115333.6 I 1445, 1447, 5347 AND HORIZONTAL MULLION 5547 I WITH TRANSOM 7 AND 5547 HORIZONTAL MULLION TWIN I Limits of Use Installation Instructions Approved for use in HVHZ: No FL-IS333 R2 11 08.00141D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 RZ AE 5102220.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.7 I MULL10N47 AND 5547 VERTICAL 11445, 5347 AND 5547 VERTICAL MULLION I https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online p I i Page 1 of 3 Business & Professional Regulation 11'l a K" rna oraCISMoe I Log In I User Registration i Mot Topes I Submit surcharge I Stata 6 Facts I FubikaUons I FaC Staff ( BCIS Site Map I Unks I Search I Busines ProfessiI Product Approval USER: PuNic Regulation predu[ l Aoororal Menu > preAuct or Aeolkalbr Search > Application LK[ > Applbtlon Detail FL # FL15333-R2 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsltlingeromlwd. com Authorized Signature Brent Sltlinger bsitlingeromiwd. 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 A Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE Nf, 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 AAMA 450 2006 AAMA 506 2008 ASTM E1886 2005 ASTM E1996 2002 CODE SECTION 1710.5.3 2014 https:// www.floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgtH8572gvd Wl... 7/20/2015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lriomaspe.com 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 of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 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: 521/8' 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 -Rome 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 accordance with installation Instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, 1 don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 11I 111.1 /////, N S R L p i ti1 i 0„6251 • it — TAT OF 0 ROV- •GF NAL1 Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 2 1/2" MIN 1" MIN EDGE OISTANCC SEPARATION / ' MASONRY/CONCRETE BY OTHERS I ..1 • . n' . 1 1/4' u + • MIN. EMBEDMENT 1 I I J J 1/4" TAPCON . SECT5796 CLIP SECT M-1926 MULLION SECT5796 CUP 10 WOOD SCREW I 1 I I 1 $ MIN. 3 3/4" 1 " -3/8" 2' 7/8" T__ Ap_ SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6XXT5.125' THICK 2X 01/4- 3 3/4' 2 1/4' 1 • - 3/8" 1_ 7/8" I — 1 1/2' 2X 01/4" / 8' 7 1 - I EO 8- TIfl'151014 CESCO nON MTE AVFROYCO REVISED INSTAUATION OCTAILS OB/07/15 I R.L. 3 1/4" 0- 7 3 1/4' 4' SECT5796 OR MT0000PCLIP SECT5796 OR MT000022 CLIP CLIP INSTALLATION EMBEDMENT SECT5796 CLIP M7*000022 CLIP FOR WOOD FRAMING INSTALLATION 16GA (.05" GALVANIZED STEEL ALUMINUM 6063•T5.125' THICK 1/2' MIN W000 FRAMING/ EDGE DISTANCE 2X BUCK VERTICAL CROSS SECTION BY OTHERS MASONRYACONCRETE AND WOOD FRAMING INSTALLATION — 2 3/4' MI WINDOWS AND DOORS SIGNED: OS107/2015 R I o% I 650 WEST MARKET STREET GRATZ, PA 17030-0370 ca 9! i 1 1/8' J•GEHB'9 M-1926 - VERTICAL MULLION MULLION SPAN T 83" rATRF-, INSTALLATION DETAILS SECT M-1926 MULLION ACUAIINUM6063T5.12sTNftK oaAmr am atv i'•:pRIdT;• : V.L 08-01445 A I'S ' •' • !\ salt ale aNaT/i"N70NA11S,6NTS01/11/12 3 OF 3 107 3/8' COMBINED WIDTH W1 -{ [_ W2 83" / FRAME HEIGHTS WNOoW MULLION 5p) 107 3/8' TOMBINED WIDTH WI It- W2 BY FRAME 'WINDOW WINDOWHEIGHT MULLION SPAN) ( ` r / FWl. 1073/6' COMBINED WIDTH wt II WINDOW 1 FRAME I WWD0. y . HEIGHT / MULLION S )/ J I107 3/8' COMBINED WIDTH OadQn p+ra redng (OdJ Unlb wnhored into. wood IFvnInO Mu11Ion span Pn TAtwlayWld 18. 13 I 430 36AQ 420 n 48. 00 16213 26. 00 13MO I 100.0 130A 130.0 1 0 180.0 37. 38 i3a.01 1 O 127.2 127. 27.0 127.0 1 63 120.7 SC3 77.0 7a8 72.1 72.0 6L00 ' 92i 711 58 0 51.5 18 8: 47.1 81. 63 88.- 6S8 51.7 47.3 4- 43.0 7200 77.8 68.7 45.6 1.4 38.6 37.0 00 • 821 46. ' 33.4 21LI 26.3' 249 107 3/8, COMBINED WIDTH WI - 1[- W2 WINDOW HE% GGFRE MULLKIN SPAN) L L/j 107 3/8'' COMBINED WIDTH Fwlw283• / WINDOW J FRAME HEIGHT MULLION SPAN) L II WI -- 1 F- w2 107 3/8' COMBINED WIDTH aeons acv o1su Ian as AMMM A REVISED INSTALLATION DEALS 08/07/15 R.L. 107 3/6' COMBINED WIDTH F_ WI -{r- W2 3' WNDOW FRAME HEIGHT WINDOW SPLAN) N I APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TtNMXRAS LONG AS COW94ED INIUM DOES NOTEXCEED 1073W AS SHOWN HEREN. Dad o" Puts ea n10ap W Uhltoanehomdlnto mamnisftonows MIIIIion span pn) ry Nldlf I in) 111. 19 2160 38.00 42.0 411. 13 21. 09 130.0 1= 130 130.0N 0 37. 38 34 130.0 130.0 130.0 1=0 49. d1 t30.0 130.0 130,0 130.0 130.0 6200 1 0 11&4 87.8 79.3- 716 a 130.0, See 729 85.6 88.2 7200 99 3 72A' S4 0 18142 0 8R00 621 I5 0 8 1 29.1 24 9 wl -- IF-- wz 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 LARGEAND. SMAU MISSILE IMPACT, LEVEL D, WIND ZQNFJ- oso i, DIMENSIONS N wmR7ARE FRAME DIMENSIGNSAND DO NTT V.L. 08-01445 INCLUDE FLANGE se' NTS Mnt 01/11/12 ISHW2 SIGNED: 08M2015 ENA NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) 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 ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 6) UNTS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULUON IS ANCHORED AS SHOWN HEREIN 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN IIORIZONTAL APPUCAIIONS AS LONG AS DIMENSIONS INOICAIEO HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH a WI + W2 2 REV I COMMON ale - A I REVISED INSTALLATION DETAILS 08/07/15 1 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE /10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1 /2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHAD_ BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 z 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. I TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND OP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L 1 08-01445 042 NTS ""'E 01/11/12 19W1 OF 3 SIGNED: 08/07/2015 vJ` *\OF NSF9dI no 4T ee; 11NA110a6`. Florida Building Code Online Page 3 of 3 supply a personal address, DleaSe provide the Department with an !mall address whip! can be made available l0 the DuDllt. To determine if you area licensee under Chapter 455, F.S., please click he.e . Product Approval Accepts: IR® W R/rI Card Safe https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQvADgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online A Page 2 of 3 Date Submitted 09/02/2015 Date Valldated 09/02/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products FL # Model, Number or Name Description 28504.1 M-1926 Horizontal Mullion M-2926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-1926 Horizontal 08-01455A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8', Impact Resistant up to FLIBS04 RO AE 512079A.Ddf Wind Zone 3 Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLISS04 RO II M-1926 Vertical 08-01445A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512069A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use In HVHZ: No FL18504 RO II M-2285 Horizontal 08-01634A.udf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120', Impact resistant up to Wind FL18504 RO AE 512521A.odf Zone 3. Created by Independent Third Party: Yes 28504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use In HVHZ: No FL18504 RO II M-2285 Vertical 08-01833A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84% Impact resistant up to Wind FL18504 RO AE 512520A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2302 Horizontal 08-01456A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8', Impact Resistant up to FL18504 RO AE 512080A.Ddf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Vertical 08-01447A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512071A.Ddf Zone 3. 1 Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850-e87-I824 The State of Florida Is an ANEW employer Cowrloht 2007-2013 Slate of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the oMce by phone or by traditional mall. If you have any questions, please contact 050.497.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1. 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to https://floridabuilding.orglprlpr_app_dtl.aspx?param=w6EVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 A Florida Building Code.Online Page l of 3 18504.2 ProfessionalBusiness & Regulation r BUS Home I Log In I User Registration Hot Topics ( Submit Surcharge I Stats a Facts Publications FBC Staff ( BQS Site Map Links Search p Product Approval USER: Public User t Product Approval Menu > Product m Aoo1Ka[bn Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 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 93 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 2 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method 2710.5.3 Method 2 Option B https:Hfloridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2flo2ftCOhpJQgi... 9/6/2016 2 1/2" MIN CUGL' UISTANCL' CONCRETE/MASONRY BY OTHERS ° 1 1/4" MIN. OPTIONAL IX BUCK ' • • ' 14 EMBEDMENT SCE NUICS 3 — 7 SIIECT 1 l 00 BACKER ROD APPROVED SEALANT o SHIM SPACE 3/16" TAPCON EXTERIOR INTERIOR SILL TO BE SET BACKER ROD IN A BED OF APPROVED APPROVED SFAIANT SEALANT C. OPTIONAL IX BUCK SHHIMIM SPPAACE SEE NOTE 3 — 7 SHEET I CONCRETE/MASONRY f BY OTHERS 14 VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION NM,JTN S IACVDOMPTONTMTEY"MG CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK 1/4 MAX SEE NOTES 3 — 7 SHIM SPACE SHEET 1 d 3/16• TAPCON v INTERIOR 2 1/2" OMIN EDGE DISTANCE BACKER ROD EXTERIOR APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEA44SONRY INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, )Lw_v_ NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCOROANCE WITH ASTM E21 f2 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON —IMPACT FLANGE INSTALLATION DETAILS pMWN: Trnc Na N.G. 1 08-02858 Sc`" NTS IllklE 02/02/16 SKR6 OF 6 SIGNED: 0211112016 r,ENso'gs', GATE OF 0R10P r: 7/I6" MIN EDGE DISTANCE HOOD FRAMING OR 2X RIICK ` METAL BY OTHERS i 1/4" MIN STRUCTURE EMBEDMENT_j BY OTHERS APPROVED SEAT BACKER ROD J k APPROVED MAX. SEALANT SHHIMIM SPACE EXTERIOR SACKER ROD k APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS J8 WOOD SCREW EXTERIOR INTERIOR SILL TO UE SCT IN A REO OF APPROVED SEALANT 1BACKER ROD 4" MAX. k APPROVED HIM SPACE SEALANT METAL STRUCTURE BY OTIIERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLAWN NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOr SHOWN FOR CLARI I Y. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITN ASTM E2112 5/8" MIN EDGE DISTANCE 1/ 4" MAX. SHIM SPACE RENSONS REV OE$ CRIPigN OCIE I APPROVED 1 i/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE T- INTERIOR 7/ 16" MIN. EDGE DISTANCE y8 SMS OR # 8 WOOD - SCREW SELF DRILLING SCREWS WOOD FRAMING INTERIOR OR 2X BUCK EXTERIOR BY OTHERS BACKER HUD VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SEALANT 1 / 4" MAX. k APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4' MAX. SHIM SPACE SHIM SPACE 5/ 8' MIN. INTERIOR EDGE DISTANCE Q8 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS ROD EXTERIOR 1yt` 0-1BACKER S APPROVED 1xb SEALANT L.1 ` 11J . JAMB INSTALLATIONDETAIL METAL STRUCTURE INSTALLATION SIGNED. 02/11/2016 V-Lyc'o DOORS la llto ANDMARKET MIWINDOWSIWEST M \N\ j 4111' GRATZ. PA 17030- 0370 SERIES 3500 PICTURE WINDOW = *• 4T ATOF5 60" X 96" NON -IMPACT FLANGE INSTALLATION DETAILS oRawN: or0 No REv 08 58 - s'ONAj1 N\\ 50 sauc au NTS02/02/165 OF 6 2 1/2" MIN EDGE DISTANCE CONCRETE/MASONRY BY OTHERS a 1 1/4` MIN OPTIONAL IX BUCK EMBEDMENT SEE NOTES 3 - 7 SHEET IBACKER ROD nAAPPROVED I 4 Mg7cSEALANTSHIMSPACE EXTERIOR 3/16' TAPCON INTERIOR SILL TO BE SET BACKER RODB IN A BED OF APPROVED APPROVED SEALANT SEALANT o 1/4" MAXSEEOPTIONALIXBUCKSHIMSPACE NOTE 3 - 7 FSHEETI CONCRETE/MASONRY BY OTHERS e VERTICAL CROSS SECTION CONCRETE"SONRY INSTALLATION RLMSiONS REV OESONiPIgv MTE I APPRMEO CONCRETE/MASONRY 1 1/4" MIN. BY OTHERS EMBEDMENT OPTIONAL 1X BUCK 1/4• MAX. SEE NOTES 3 - 7 SHIM SPACE SHEET 1 3/16'• TMCON N. INTERIORNV7 a' o v 2 1/2' MIN. Q EDGE v DISTANCE BACKER ROD EXTERIOR APPROVED SEALANT JAMS INSTALLATION DETAIL CONCRETEW SIONRY INSTALLATION NOTSHOWN FOR CLARITY. 1. INTERIOR AND EXTERIOR FIN/SHES,SYOTHEAS, , /^ `/ •iLet.tD vy1+V 2 PERIMETER AND JOINT SEALANTSY OTHERS TO SE, rX.•- DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON -IMPACT FINLESS INSTALLATION DETAILS ORwm: m NO. N.G. 1 08-02858 SUEE NTS oaE 02/02/16 1 5"M4 OF 6 SIGNED: 0211112016 J% a . t o f i GEAf Y* Alp o TTAfTjEE OF ; W` P : E,< ip ORlO; 7/1MIN DI EDGEDISTANCEWOOD FRAMING OR 2X BUCK METAI BY OTHERS ` 1 1/4" MIN EMUEUMENI BY OTHERS 8Y OTHERSAPPROVEDBACKER ROD SEALANT APPROVED I/ 4" MAX. SLALANI SHIM SPACE EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 18 WOOD SCREW EXTERIOR INTERIOR SILI. TO RE SET IN A BED OF APPROVED SEALANT 1/4" MAX BACKER ROD HIM SPACE & APPROVED SEALANT METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND CXTEIUOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 5/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE 1 1/ 4" MIN EMBEDMENT L 7/ 16" MIN. EDGE DISTANCE REVISIONS OCSCApnom IM7E PPRO EO I/4" MAX SHIM SPACE INTERIOR EXTERIOR BACKER R00 APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4• MAX U 1/ 4• MAX SIIIM SPACE F SHIM SPACE IOR 5/8" MIN. EDGE DISTANCE 8 SMSOR SELF DRILLING VERTICAL CROSS SECTION SCREWS METAL STRUCTURE INSTALLATION METAL STRUCTURE BY OTHERS V 1 6 4 NTE, APPROOROVED EXTERIOR A 7 & APPaovEo SEALANT JAMB INSTALLATION DETAIL jl8 SMS OR #8 WOOD SCREW SELF DRILLING SCREWS WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT METAL STRUCTURE INSTALLATION SIGNED: 0211112016 M650 IwDOWESTMARKETS D DOORS R I!` o,,/ TREET `\\ J\ 5 GRATZ. PA 17030-0370 r,•\GENSF, SERIES 3500 PICTURE WINDOW 0 5 #= 60" X 96" NON —IMPACT FINLESS INSTALLATION DETAILS o GF Q: p TAT OF tU oRAwn• aR: w. RCV O'FS F< ORIOP 08—0 2E858 scxc ale NTS 02/02/16 3 OF 6 M Mf FR: HE[, 60" MAX FRAME WIDTH Ei' MAX I 24" MAX. 0 C. I-- I--- 1 6 MAX I I_ 1. 6" N 24 MA: a ME HT 6" m SERIES 3500 PICTURE WINDOW EXTERIOR VIEW FINLESS 6 FLANGE INSTALLATION DESIGN PRESSURE RATING I IMPACT RATI G t50.OPSF NONE NOTES I MAXIMIIM D 1.0. 56" X 92" 2 (2) 1/1" X 1/2" WEEPSLOT AT 2 1/2- FROM END GLAZING CHANNEL 3 (2) 1- X 1/8- WEEPSLOT AT 2 1/2" FROM EDGE OF SILL FACE SEE CHART #1 FOR NUMBERS OF ANCHORS CHART # 1 Number of anchor locations required Frame Framo width (in) Height in) J6.00 Head Jamb 1 42.00 Head Jamb 4d00 Head Jamb 4.00 Head Jamb 60.00 Head Jamb 66.00 Head Jamb 72.00 Head Jamb 78.00 Head Jamb 4.00 Head Jamb 90.00 Head Jamb 96.00 Head Jamb 24.00 2 2 3 2-3 2 3 2 3 2 4 2 4 2 4 2 4 2 5 2 5 2 30.00 2 2 3 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 5 2 36.00 2 2 3 2 3 2 3 2 3 2 4 2 4 2 4 2 4 2 5 2 5 2 42.00 2 3 3 3 3 3 3 3 3 4 3 4 3 4 3 4 3 5 3 5 3 4G00 2 3 3 3 3 3 3 3 3 4 3 4 4 3 4 3 5 3 5 3 54.00 2 3 3 3 1 j 3 3 3 3 4 3 4 3 d 4 5 3 60.00 1 2 3 3 3 3 1 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 5 3 66.00 2 4 3 4 3 4 3 4 3 4 414 4 4 4 4 5 4 72.00 2 4 3 4 4 3 4 3 4 4 4 4 78.00 3 4 4 3 4 3 4 4 4 84.00 2 4 3 4 3 4 4 3 5 90.00 5 3 55 I Lojj,_ TtX.'LD aAss 1lb144 SIGNED: 0211112016 FA- 1 NOTES: I. 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 TILE ARCIIITCCT OR ENGINEER OF RECORD 3 IX RUCK OVER MASONRY/CONCRF,TF. IS OPTIONAL 4 WHERE SHIM OR RUCK THICKNFSS 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 IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 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 GRCATCR OCCURS. MAXIMUM ALLOWABLE SIIIM STACK 10 UE 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. I. FRAME MATERIAL EXTRUQF.O RIGID PVC 12 UNITS MUST BE GLAZED PER ASTM E1300-04 13. APPROVED IMPACT PROTECTNE SYSTEM IS RFOUIRFD FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS 14 FOR ANCHORING THROUGH FRAMF.INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT I.FNGTH TO ACHIFVF A 1 1/4" MINiMIIM FMREDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO I DESCRIPTION 1 I NOTES 2 I ELEVATIONS 3 — 7 INSTALLATION DETAILS 1864403 1 w %wm I REV I OEwnvICH I CATE I WPRO EO 15.FOR ANCHORING THROUGH FRAME 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 DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #8 SMS OR SELF DRILLING SCREWS WITH SUFFICIENI LENGTH 10 ACHIEVE 3 1HREADS MINIMUM BEYOND STRUCTURC INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. ALL FASTENERS TO BE CORROSION RESISTANT. 18. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREAIER) D METAL STRUCTURE: STEEL 16GA (.060" THICK), 33KS1 OR ALUMINUM 6063—T5 .058" THICK MINIMUM 19. 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 20. THIS PRODUCT IS ALSO LABELED UNDER THE FOLLOWING NAMES, 350OPW, 3500PWCHS. 3500PWMULL, 3500SP. 3540PW, 3540PWMULL, 3540PWCHS. 3540SP, 3580PW, 3580PWMULL. 3580SP, S-3500PW. S-350OPWMULL, S-3500PWCHS, S-35005P, S-354OPW, S-3540SP. S-354OPWCHS. 1255PW, 1255PWCHS. 1255PWMULL. 128OPW, 910SP, 3500HPPW, 3500HPP'WMULL AND 3500HPSP L.OGL LIbC:4.l 41 SIGNED. 0211112016 M650WINDOWS DOORS EST MARKET TREET`\`J\511RIIC0 ////,' GRATZ, PA 17030-0370 v••\GENS'•9d+ 4 OTATV—." SERIES 3500 PICTURE WINDOW 60" X 96" NON -IMPACT NOTES 0p mm o«c Ro a N.G. 08-02858 S/ OfIWlAl11 V\\ LE NTS all 02/02/16 5"I OF 6 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisvillc, NC 27023 336-945-9695 rllomas(yrlomaspc.com Manufacturer: M7 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 Compliance:. The. above mentioned,product has been evaluated for compliance iaith'tlie iequirements of'the Florida 13e0artmanYa6 Community Affairs for Statewide Acceptance per fZule.9N-3. The product listed herein complies with requirements of the Florida Bullding Code. Supporting Technlcal Documental #on: 1. Approval.documenk drawing number06-01372; Wed. Stries.35.40,Ftnless PVC Sirigle Hung Window:— Non- Impact, signed and sealed by Luis Roberto Lomas P.E. 2, Test report No.: B1910:01-10947, signed and sealed by Michael D: S_trerrinet,•P E. Architectural Testing, Inc. York, PA. AAMArwDMA/CSA 101/I.S.21A440-05 Design pressure: +40.10/-50.13psf' Water penetratlon resistance- 6.060st 3. Anchor calculations; reportnufnber 511989-1; prepa'red; signed'aA 'sealed by Luis Roberto Lomas P.E. Lhnftedons and CondiMms of use: Maximum design pressure: t40.0/-50.0 psf Maximum unit siae:. 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.reintbroement Roll fomied steel. This product is not rated to be used in the HVH4 This, product.is not Impact resisiant and Pequfres•lmpact protection to wind bome-debris reglont: Installadon: Units must be Installed In accordance with approval document, 08-01372. C& Ocadon of Independence: Please note that I don't have nor will acquire=a. financial interest In any company manufacturing or distributing the product(s) for Which this report•Is being issued. Also. I don't have nor -will acquire e financial interest in any other eh1i1y,rnVolved hi.thb-approval process of the listed produ t(s). 1of1 t t I r.ri/ N J S R L :/. r+ E 1V.9 TATS OF 0_. c s NA 1till 1`\ Luis R. Lomas. P.E. FL No.: 62514 11 / 07/2011 VASCNRY/CONCRETE — BY OTHERS CPTIONAL 1X BUCK BY OTHERS. IX BUCK TO BE PROPERLY SECURED. SEC" NOTE 3 SHEET I n_ANGE TO 8E SETIN EEO OF APPROVED SEAIANT EXTERIOR RANGE TO BE SETIN Be0 OF APPROVED SEALANT OPTIONAL IX BUCK 0Y 31HERS. I BUCK 10 BE PROPERLY SECURE(). SEE NOTE 3 SHEET I Ir 1/4' MAX. SHIM NEAD TO BE SET IN A BED OF APPROVED CONSTRUCTION SEALANT INTERIOR VERTICAL CROSS SECTION MASONRYi ,M"ETE WSTALLATION SILL TO BE SET IN BED OF APPROVED CONSTRUCTION ADHESIVE 1 /A' MAX. SHIM VBY• ONRY/CONCRETE OTHERS i Rc'V 'OCSCtN10N ' MA APP110.F.0 ter• ' r 1 1/4- MIN. 1/4' Lt4X. EMBEDMENT SHIM MASONRY/CONCRETE 3/16TAPCON BY OTHERS INTERIOR 2 5/8' MIN. EDGE O(ST. I S. Ly OPTION&L IX; BUCK•,8Y.. Lt EXTERIOR OTHERS,:)*X;BUCK TO BE PROPER6Y., 5ECUREO. 6EE. r ' FLANCE-TO'BE NOTE I SHEET 1 SET AN,BED.,OF 7- APPRD SEALANT HORIZONTAL CROSS SECTION AUSONRY= NCRE[t: WSTALLA110w. . NOTE: INTERIOR AND EXTERIOR FINISHES. BY •ETHERS. NOT SHOWN FOR CLARITY. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ. PA 17030-0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS ONAFM. ONC No. Imo• V. L. 08 '01372 j0/ 17/.11_ I SKE'3 OE,.3 III11T// t. ' C O4v i a aGv CExa O" 2X 3UCK/W000 I-RALIING BY OTHERS, 2X BUCK TO BE PROPERLY SECURED FLANGC TC EC -' — SET iN BED OF 1/4' MAX. 1 3/16• MIN. 1/4• MAX. APPROVED SEALANT SHIM EMBEDMENT SHIM HEAD TO BE SET IN A BED OF APPROVED d8 W000 SCREW CONSTRUCTION SEIANT II IT _ INTERIOR W T U BUOK/WOOD FRAMING BY OTHERS. 2x• BUCK TO EXTERIOR INTERIOR BE PROPERLY. SECURED EXTERIOR FIAPICE 10 9E SET IN BED OF SILL TO BE SET IN APPROVED SEALANT HORIZONTAL CROSS SECTION BED OF APPROVED ZXBUCKAy000FRAMING INSTALLATION CONSTRUCTION AIHESIVE r LArIr, E TO BE — r, 1/ 4- MAX SCT IN BED yr a ' SHIM APPROV- D SEAIANT r 2X BUCK/WOOD FRAMING VERTICAL CROSS SECTION 0E PI E' OT - 2X BUCKERLY SE..LR ED 2X BUCKANOOO FRAMING INSTALLATION O• NOTE: INTERIOR ANO EXTERIOR FINISHES, EY OTHERS 10T SHONIN FOR CLARITY, arc . onao co MI WINDOWS AND DOORS FL Lo 9 ii 650WESTMARKETSTREETGRANTZ, PA 17030-0370 J\? v,• v GENS•,4p o t SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 a 'IT ATOFINSTALLATIONDETAILSD4 F3' ; lORIOT; aurwo.c No rtv 08- 0011372 sees arc 2 OF 3 NTS ..10/17 11 36' MAX FRAME WIOIFi 4" fTMAX. ANCHORS TO BE I EQUALLY SPACED, SEE ANCHOR CHART SHEET 1 FOR UNIT I SIZE A, ANCHOR QUANTITY O 84• MAX FRAME HEIGHT 4•'. MAX. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors rm"ulrsd of each amb Haight 00) Panelwid0i(±n) 24.0 130.01 36.0 24.0 2'- 1 2 f2 30.0 2 1 2 1 2 36.0 3 3 1 3 42.0. J 9= 3 40.0 3 3 1 3 54.0 3 3 4 60.0 4 4 - A. 66.0 4 4 4 72.0 4 4 5 76.0 4 4 5. 64.0 4 5 5> e ' RMSl1hS ' I NOTES: 1) THE PRODUCT SHOWN -.HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF Tl4k FLORIDA BUILDING CODE. I•• 2) WOOO.FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO T PROPERLY TRANSFER %ALL';.LOADS TO STRUCPJRE. FRAMING AND MASONRY OPENING IS THE REST;ONbTB1UTY OF THE ARCHITECT OR ENGINEER OF RECORD. st- fi: 3) IX BUCK OVER MASONRY%CONCRETE IS OPTONAL. WHERE 1X BUCK IS NOV USED DISSIMILAR MATERIALS) MUST BE SEPARATED WITH APPROVED COATING OR MEMIAANE. SELECTION.• OF. COATING OR MEM3RANE IS THE RESPONSIBILITY 0= L: THE ARCHITECT OR Ep WEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN -THE DESIGN OF THE PRODUCT SHOWN HEREIW--. WINO LOAD DURATION FACTOR 3Cd-1.6 WAS USED FOR WOOQJ ANCHOR CALCU-LATKINS. S) FRAMB MATERIAL: EXfiiU0EO RIGID PVC. . 6) SASWUNITS,rtWITHVIL !STEELMEMGFiNLSUSTMUSTEERETIHORGEDORCEDRIFS?0 O LI REINFORCEMENT. t3 7) 8) UNnVc-;M-UST EDBEGLAZVER ASTM Ell300-04. APPROYED' IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS IN PRODUCTWIND BORNP DEBRIS REGIONS,*. s: 9) SHIN,AS REOUIREO AT:EACH INSTALLATION ANCHOR WITH:LOAD BEARING SHIM. SHIM: WHERE SPACE OF //16' OR GREATER OCCURS. lk"MLIOALLOWABLE SHIM STACK: TO BE 1/4". F: 10) FOR ANCHORING INTO,-MASONRY/CONCRETE USE 3/16" TAPCONS;WRH SUFFICIENT LENGTH TO 'ACHIEVE A'1:1/4" MINIMUM EMBEDMENT INTO,SUBSTRATE WITH 2 5/ 8"=±MINIMUM EDGE `DISTANCE. LOCATE ANCHORS AS SFIOWN IN -ELEVATIONS AND INSTALLATION DETAILS.--' L TABLE O SHEET NO. 1 ' ELEVATIONS. ANCHORIN 2 - 3 INSTALLATION DETAILS t 1) FOR ANCHORING INTO' W000 FRAMING OR 2k BUCK USEI• J8 W06D SCREW WITH SUFFICIENT- LENGTH TO .ACHIEVE A 1 3/16' MINIMUM EMBEDMENT; INTO SUBSTRATE: LOCATE ANCHORS AS SHOWN IN ELEVATIONSIAND INSTALLATION DETAILS. 42) ALL FASTENERS TO BE, CQRRUSION RESTSTAKr. 13j: 1NSTYI IATItjN; /VVCHOR: SfiALL; BE INSTALLED' IN ACCORQIWCE WITH ANCHOR i WAVACTURER'S INSTAI:L•'ATION' INSTRUCITONS. AND ANCHORS SHALL 'NOT BE USEDiIN. SUB5TRANS:ejNITF . STRENGTHS LESS THAW_ THEj1AINIMUM STRENGTH i SPECIFIES •BELOW:. : _.,,•. a. , A..•WOOD . =; MINIMUA( ;SP.S CIF.IC GRAVITY OF G-0.42 MINIIiIU COMPRESSIVE STRENGTH OF 3,192 PSI. I *. C. MASONRY: = STRERCTR CONFORMANCE• TQ ASTM C-90: GRADE N. TYPE 1 {OR GY WIND` aWS:.:AND; DOORS 650` 1NiS'r.. WIRKET• STREET' R? ay Gi ax;o tisxQ_ `v,-•••,,C".E:! 9s' r` SERIES 3540 FI4I155 PVC SINGLE HUNG WINDOW *,vfte. ey ` 5T6EL REINFO EU5 -ANON MMPACTi:36" X 84 F'GONTENTS = ELEVATION. A CHORI 0 LA OUT AND NOTES DESCRIPTION - MANIA. ITIb'e1tL. :t arlr i'1:1QRIQ• G LAYOUTS :AND .tIOTES " s y' . ' Yla. ' I 08 I01372 - / 8/ri;::: NTS l E t0%T7fll 1,Mw14F:3 7 validator / ODerpikm Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz; PA 17030-0370 Attn: 'Rick Sawdey AAMA. CERTIFICATION' PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION EAM The pnidto deecflbed•beiow'is hiitt3by'aPProved flat h5n4lA the oext isst/e of Ih0 AAMA C6iil ea P'rtiduds Directory_ The apprrnral is based, on,sucb s, fvl oorrip6Uon .ot tests, -and the reporting: t4 the Adminlsttabr of the rostylls otl6sls, a Mpajhled by related drati &M by an A4 Acr ieiiited Cabbrato'ry. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCTTESTF . AAMMWDRWCSg1(1A,S:ifA440-08 LCsPG40•-014kXl34 (3WM)-H Negative Design Pressure. = -50 Psi r COMPANYAND CODE CPD NO. ' SERIES.MODEL B PRODUCT' DESCRIPTION MA)QMUM•SIZE TESTED 3540 SH (FINLESS) FRAME SASH DoMIWindows8rDoors, LLC 7157 PVC)(O0Q(I0)(INS GL)' 914 mm x 2134' 0- 66-1 rn; x $9Z mm Code: REINF)(nLT)(ASTM) 3'0' x-7'0") 12110" x 2'11") Z. This Certiffeation will expire. July27, 2020 (extended from Jufy27, 2015 per AAMA 103-14a) avid requires vaildation until then by cohtinued listing lathe current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B1910.01-109-47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification h''Aa 1!31d tedLab6ratories, Inc. Authorized for Certification T AmericW Architectural Manufacturers Association Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL176 16 R2 C CACAPC 3540 FLS 5 x72.Ddf Approved for use outs_ ide 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.udf Vprifipd Ply- I Iii9 R Inmas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No . FL17676 R2 C CAC APC 3540 FlS 52x84.Ddf 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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 27676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Apprived•for use in HVHZ: No FL17676 R2 C CACAP (12775)A 7 6.01-10 -47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.F1N.JBX72.R35.(0720161 Impact;Risistant: No Rev.Ddf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 27676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74od 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 11 Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Neat Contact Us •: 1940 North Monroe Street, Tallahassee Ft. 32399 Phone: 850-487.1824 The State of Florida Is an WHO employer. Copyright 2007.2013 Stale of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida bw, 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 ni electrocmall to the entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487.1395. -Pursuant to Sect Ion 455.275(I), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address 0 they have one. The errtalls provided may be used for official communication with the Ikensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here , Product Approval Accepts: E3 Credi9AA https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwiDgvFGYZsjrZFR6fG ] ... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 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 52x84.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. Units must be glazed in accordance with FL17676 R2 11 FL17676 RI Il Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf 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 Certirrcation'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: +3S/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 36x84.odf Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II OS-01372 511989.udf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3S40 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf 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 Il 08-01247B 10.udf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3S40 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 48x96.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Other: LC-PG30 Installation Instructions FL17676 R2 II 08-01371B ll.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE 511988B 1371.odfFL17676 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: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party Yes Evaluation Reports https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online Page 2 of 4 FL i! IModel, 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 3540 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 FL17676 R2 C CAC APC 3540 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 - 3540-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 3540 Fin 40x66.odf 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 - 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 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 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 - 3540 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 1 44x72 Fin Frame 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 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 13540 SH 1 44x84 Fin Frame 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: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page] of 4 fE 7676.9 Business & Professional Regulation r r nbrida OpMTelld ads Home I Lop In I user Registration ( Hot Topics I Submit Surcharge I Stall, a Fans I Publlcallons FEIC Staff SCIS Site Map I Links Search I Busines Professi IaproductSEEP: Public Approval User Regulation Product Approval Menu > Product er Appllcatbn Seardt > Application List > Application Detail FL # 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 O 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 Listing American Architectural Manufacturers Association Steven M. Urich, PE M .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.orglprlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 STRUCTURAL SOLUTIONS, P.A. tructuraI Engineering • Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 r Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 1 Model # 600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5; Anv Roof Slo e• Enclosed Building Exp. B 30' MRH 155 mph Exp. C, 15' MRH 141 mph Exp. C, 25' MRH 134 mph Exp. D,15' MRH 128 mph Exp. D, 25' MRH 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: 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 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each 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 Testina: This test was conducted at Amarr Garage Doors in Winston-Salem, INC, 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 framed 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 Procedure: 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. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for I to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for 1 to 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 1 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 16'-0"x7'-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 l6'-0"x7'-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) etetrt!na Model 600,650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" ,eQo S L S1.1r, "-f Short, Long,Flush and Oak Summit Panels, which are alternate embossment patterns in the skin '° e.;.••'•••••'' 8 short panel (18-1/8" x 10-5/8'7 or 4 long panel (38-1/8" x 10-5/8'1 windows (3/32" annealed m4 r0..• L. f CN I; glass minimum - meets ASTM E1300-04) may be installed in 1 section ir= Submitted By: 5 0C tiry •a •1••'p`ti`,`6 C) a2CZy , V`40 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 w Greensboro, North Carolina 27410 • (336) 856-2686 Fax (336) 856-2687 • NC Firm #C-1096 stlatr tl A B 0 F G M 1 J L ee svtbvrEYtlswvrrscw 1? aP svzbwEvtlswmvz®W n . ac Pru vrx tivzliW vzbbw er 8P StQbwE4Z38WtlYtl,W61YITJW 8B 5Y!'bwEPI W<bt? 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Zill s-, rfatl ULU 1:itA .r-7 t1117E1 - - mum...m Ma"EL K AQJ 11L 7 1lS1 mum"" t7 l:YJl:i.1 f1I]L.T71=31F'3l 1tYJll l=3lli2l E21l G SIliFI _ lFS[1 v'-"i 3J laTl mina sF3_7• l%+ fIFl EYIEI EAwas t 7ls® 11 IUA ir.r-aoEAR i>t - 101tdllill mil•.-'itr^FFtI l El l>OlSiELI v EIIl.0 l ETtl ttl l lnl 8 m®©D Q ff3 0 11EnAocoitfEt.t r BOdt STRUT LXATO ON T,C TOP A" BUTTON Or GLAZED 6ECTTO1 TNGB KCvi AT I- aN7 CCIr[f OPTIONAL SNORT PANEL TW 0.A2ED SECTIOY <STRUT AND'STILE LAYOUTS) i OP-IO,Yti LOVE PANEL TCP GLAZED SCCTIQY tSTRVT AND STILE LAYOUT" tOt6 rum p/1TJND v=aN .rust[ Barr ON ORA t64 0006*N 1BV VIDE DOORS TaS I." ,D•e "m MITT IRE 94r. A UL a/mNc a aam acme WOOD JAMB ATTACHMENT TO STRUCTURE t[ At'tR:l LTA• Y S' LAG TAB:ITG 6' IRO( (NDS TIEN J• il4 U 1/Y ENBEDNEM> t A VFKI u J•rf ATTA[MffNT rn [14M K± nrRFtt w1vt avIX KLT_2/r s A' STARTING i' FRO/ ENDS TINOI 2A. OL t2 1/2' ENUKOEH±) HIL IT SLEEVE ANOIQ ]/6' [ hD/A• STARTING i' FRO( CNBS TKY t•• OL U VA' EAKLYEt(n IiV/RANSET REDNEAIT tiU!-iOLi> J/.• % A' STARTING 6- rRO' M •NO(_eA• 6i (E In• EM.EDNEMT) LY 6 KRilbl J•YR ATTAdr r to — L-M MIT SIs SON 1/4• t r 79Y EVS STARTING 6' FROMEM.B. USE PAIRS Or FASTENERS r APART) AT IV = (I 1/2' MK04 m ImTI I/A' E E-3/A' KVIX-CON U• SCREVS STARTING 6' FOX EMITS. USE PARRS OF FASTENERS ( r APART) AT TV DC. O 1/6• Efi OEDKVn EN' Y'j K •STMRNG r FROM ENDS TNCN LA' G (1 1/A' EMBEDNE: T) ®l. USE FASTEERS FOR NRLOV C-SO ELMO LAGS PREPE= ANDTIT1/CAN SEOS IERSUNKIT 7 PROVIDE A FLUSH NOUM:NG SURFACE. toNCRETE 14MLOV Ric GRDUTED yT STBSCIIRC SIRUE-. RE 1, ISTRUCTURE A,STRUCTURE Y 5 ve, N• x .6e S Nu I-vr n0( 1 •i .' 1iO i• ±EN OPTIONAL SWAT PANEL INTERMEDIATE GLAZED SECTION (STRUT AND STILE LAYOUT) to-I/ 0' De•1/ e' J 7 To-Lr to-3/e' SHORT PANEL TLAVDIG FASTENER OETAr- aR PANEL GLAZUG rASIENER OCTAL NT.S. NTS. LAZING OPTION CROSS SECTION OLA t( G MEETAVAS ASTMSflE700-01 YD-EERHE DCD.IS REGION RR^eCRANE OPTIONAL Dena INSERTS WIN Uv PROTECTIONINVvPROTECTIONW. 3/32• ROCK SSB GULSS iY 1 ii , T LOC t•NNn wo ten[ MOLDED INSIDE I t AVAy6LL TRACK CONRCURATIONS KT.S. L R cA rG14Tx \ jsj 6L(iSNE4` ' raA-/i ti ce A,; iTrO QI1 o-r 3 F 21.e PSF F you. $7.. F_ `,•"• . I. TEST LOADS , !.` l • aL 4 32.7 PSI, • ' y %r :,(ll:t:S: ``b 1 VR FL 7 F(, B., l. rr to CARR enPN VD61Of{NiN MG um YDDIL /660 OAK M AOGT V/Dur6$6Te MODIL /600 WATFORD v%Omaiafe MODEL /DSO HERITAGE w/Dare4afe SEor1. Long. lu. D-k Oak Summfl Panel's B3 OU9 d W o1i DUEL Kw a UFrIfA uT O. Nnsm IRE-604-120-15 ADARTADLC FS - CAN= ATTACHED V/ (V V' . t/r DDLT 0 MHT PER VADRT 16 CA GALV. 1R.SILar1AL i r LDOa STaRf ATTAOm ATT D 1 V/ (D V.' . V.' V.' HEN WA D=Ri .[R H c S^JCVS AlEACHI:CNTQ 776E T&cx I.mET3LIEL'.A..( ( 1 m .wA t ram wnaaL INSIDE ELEVATION r H:T/L $ran ca 1/4' N VA. lowa .rfaxa OVITCRSrLEf S• 29CA S'I.ITTt KR WAD socvs V/ ( D T.W DVT SArE VA• • LA' . V, . 3 NO CARRRRS ATTADED T WADSOIGNEATCKw W 3TUE W i110 V SC V/ (b VA' . V.' toHEItHEADSYRCVSOOICARW(! r 7-9" STCa Ot W41F owl 1764 RWRS V/ 7/16• AETAINCIR TIP Nw- TH REAM DOM TYPICAL DURASATE END HIWA j ars J Is OAOST WO iYeSsaST. o. R a eLrOJ1) Ay+ t 0GI C9NNRR ! 9_ ty6aV. Sign ' 7/ ie• DL ear RQ. PoloSnLAM AUl RIVETS TRACK MOUNTING DETAIL TS. N6A MRASWC CooVwRfi T AT.EO gaff rT. R SMIT ATTACIeEtT OF SrRVT IS RW06W r7v) sia surrEl 5 rTrs TALED DN PAGE O ow Sr1SR S ACM TpvoE TV a .n t H. rTR twrl0.q or WWST1'"" AV EAM ewT1DH wtATAcr v/m v'!O. Vd. HEN Mw SCREVS TTP1ck bTf01 9RAORETr ,t s KTAL J M (b AVS tP V@H1T WWIIqis0. NTSISDnv& TOP rwft ATTACHED V/ C1) VA' . L.' .E71 HEAD :[.SVS V S ALT 00 XV NR% SECTION A - A (SIDE W w15 31 DART a eu.a s.1t s(w uw V.C. isADK Ar Pa LOd14T1 V/ f• •) T//.--fe wa w gum earsai34DU4 10 AAIO am (3) $AV OHA r 1-!/r LAC MTS UD alLr ATIApW TO we Ai C4' JW7 ORAGF D rnRaloo wUSHY Mar A O1 PAGE ! rCL Ja0 MAORr VACW TRAO( OON/ IaOt 110N fOR S%' UP TO Ss' TALL DOORS MAX SIZE 16N001; `\\,` .. •Slif(`. A is 1 MEIOIi - a, OCw•P•' i M1C/! 7%lei OESCHH LOAM 6 21.8 PSr 2A0 Psr TM LOADS sr i Oi' IA 372 PLE ryJil:S:i' FL r O M y14y0[ Mee O PYQ•PO O IK IOtl WT Iily@D>D(IRRI it AM iQad R/.tARRr lif t1YRNQ C6YT VYHiT,R SN[M1 11L CTF! I R.p WRY A\O .1w NMAN {<TW tP.m M w ta,.r • 1.0. ImIR MODEL /550 OAK SUMMIT w/DaraSafe s HloOH! ..w .uAo..¢ u a( Doom .AwV.eRPro Ra{O as RA10. Ot C in .v1w R OAPa, tlOD6L 1600 STIiAT901tD w/DursSait a D.A. tfnos 0— a a n w (MI a= AT tATAr MODEL 1930 Hi7CRACE w/Dumgafe a .woT AG D i.ueAsa crT s a1..t a eSao Short. bat. )rTOep L OakSummitPaDd'0 DQ QHA el Ol Dt$ ". `T`. OAK. Kw Ro1 R ..fO11eD ATgmfAY O HOT •P tRAN 1•I=" W WaO a Aw" 1. OI1P lWvr:3 fw .ca o"""p1OA L00' eO466 Om®D ut a$ eyD,at IRC-6016-120-15 ISM O ) Florida Building Code Online Page 4 of 4 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: 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 Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC=6016-140-17 report 7-10 sealed.odl Created by Independent Third Party: Yes 5302.13 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-24, 10' Thru 16' wide IOakSummit (M651 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-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 FL5302 R6 it IRC-6016.140-24 drawing 7-10 sealed.pdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016.140-24 report 7-10 sealed.odf Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (11650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +31.9/-37.2 Other: 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. Installation Instructions FL5302 R6 11 IRC-6016-145-24 drawing 7-10 sealed.pGf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-145-24 report 7-lp seated.l2dj Created by Independent Third Party: Yes 15302.15 I Stratford (14600); Heritage (M950); I Dwg. IRC-6018-110-15, 16'2 Thru 18' wide. IOakSummit (M651 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 F15302 R6 11 IRC-6018-110-IS Drawing 7-10 FL.gfj Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports a$392 R6 AE IRC-601-]Q-15 ReDDrt 7.10 FL.Ddf Created by Independent Third Party: Yes I5302.16 I Stratford (M600); Heritage (M950); I Dwg. IRC-6018-120-15, 16'2 thru 18' wide IOakSummit (M651 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.6/-24.5 Other: Design pressure +21.6/-24.5, 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 FL5302 R6 Il IRC-6018.120-IS Drawing 7.10 FL.pdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Dart .- Contact :: 19Q North Faamae street. Tallahassee FL 32399 Phone: 8SD.487.1824 The State of Florida Is an AA/EC-0 employer. Copyright 2007.2013 State of Florida.:: P&acvl Ststerrilerd. :: Accessibility Still emnfr :: Refund slaterrxl Under Florida taw, mail addresses are public records. If you do not want your e-mail address released In response to a public -records request. do not send electronic mall to this entity. Instead, contact the office by phone or try traditional mail. IF you have env questions, please contact 850.487.1395. -Pursuant to Section 4SS.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter a55, F.S.F.S, must provide the Department with an an address If they have one. The emalls Provided may be used for official communication with the licensee. However errall addresses are public record. If you do not wish to supply a personal address, please Provide the Department with an Mall address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S.. please click b=. Product Approval Aedepts: ME® 0® MTuriN' Ai l'1 W '' https:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC•6009-140-15 Report 7-10 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. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wlde. Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6009.150-1S Drawina 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FLS302 R6 AE IRC-6009.1SO-I5 Report 7-10 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 (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009.169-iS Drawina 7-10 FL.odL Approved for use outside HVHZ: Yes 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. FLS302 R6 AE IRC-6009-169-IS Report 7.10 FL.pdf 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. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL53D2 R6 11 IRC•6016-100-15 Drawlno 7-10 FL.Ddf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use in HVHZ. FL5302 R6 AE IRC-6016.100.IS Report 7-10 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. 15302.9 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-110-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other: Design Pressure +18.31-20.8, 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 FLS302 R6 11 IRC-6016-110-1S Drawina 7-10 FLpdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.10 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-120-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure. +21.8/-24.8 Other: Design Pressure +21.8/-24.8, 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 FI5302 R6, 11 IRC-6016-120-15 Drawino 7-10 FL.pdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.11 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-130-15, 10' Thru 16' wide. IOakSummit (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 FL5302 R6 II IRC-6016-130.15 Drawina 7-10 FL.Rdf 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.11 oridabui ldiiig.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seV ZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 4.1 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 un _ i s I Product Approval Method Method 1 Option D Date Submitted 03/30/201S Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL it Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FL 5302 R6 it IRC-6009-110-11 Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 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 FL5302 R6 AE IRC-6009-110-11 Report 7-10 FL.odf Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-I1, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Ft S302 R6 It IRC-6009-100-I1 drawing 7-10 sealed.gdf Verified By: TOM SHELMERDINE 0048579 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. I-L5302 R6 AE IRC-6009-100-11 redort7-10 sealed.0df Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302. 3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FI . 302 R6 11 IRC-6009-120-15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 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. FI 5302 R6 AE IRC-6009-120=15 Report 7-10 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. I5302. 4 Stratford (M600); Heritage (M950); I Dwg. IRC-6009-130-15, Thru 9' wide. - Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Fl 5302 R6 11 'IRC-6009-130-15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 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. FL5302 R6 AE IRC-6009430.15 Repo[j 7-10 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. 5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No EI.i5.9ZR6 11 IRC-6209-140-1S Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004B579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https:// www.flori dabui 1 ding.org/pr/pr_app_dtl .aspx?param=wGEV XQwtDqunL7seV ZMF... 7/20/2015 Florida Building Code Online C Q CSF-) Page 1 of 4 Professional + Ili y. ref ate FkxW- D.lartmerl(1'i Beis Home I Log Jr,I use, ""wrawn Hol Topics I Subrrrt Surcharge r Slats B Fads i Publications i FBC Sun I BOS Site MPI Lnks I starlit I Busines(1,) Professi naI Product Approval USEW Pubecuser Regulation n Q s gl>ducl a ArrolK ren 5rarM > MoficaHen lst > AOpllratlow DtWll FL # FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 Cartage Court Winston-Salem, NC 27105 336)251-1309 danny.)oyner@amarr.com Brandon Gentle brandon.gentle0amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gentle@amarr.com Danny 3oyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 d)oyner®amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdlne PE-0048579 Intertek Testing Services NA Inc. - ETL/Wamock Hersey 01/01/2016 Steven M. Urich, PE I ' Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Sandwd Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 1 5/8' him. y EDGE OISi. TRIM " INTERIOR MASONRY/CONCRE7E BY OTHERS HOOK STRIP 1 1/4' MIN. EMBEDMENT 1% BUCK BY OTHERS, iX BUCK TO BE PROPERLY SECURED 3/16" EXTERIOR 2E-=LD -"— PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYICONCRETE METAL STRUCTURE 3Y OTHERS RIM — INTERIOR HOOK STRIP WASID"S REV DESCRPTION DAr, APPROVED A ADDED CHARTS 03/06/12 R.L. B RE%lS D PER NEW TESTING 10/15/13 R L C jADDED FLANGE INSTALLATONS 12/06/13 R L 0 I REVISED INSTA11lDN DETAILS 03/05/15 1 R._. 3/4" MiN. EDGE DISTANCE 110 SELF DRILLING SCREW 1/2' MIN. ?ANEL EDGE DISTANCE EXTERIOR 114TERLOCK HOOK STRIP INSTALLATION rl METAL STRUCTURE INTERIOR TRIM 1 3/8' MIN. EMBEDMENT HOOX STRIP S10 WOOD SCREW EXTERIOR =&PANEL INTERLOCK HOOK STRIP INSTALLATION 2Y BUCKAVOOD FRAMING NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W/TNASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7502E SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS Dux: Dv,C mixF.A. 08-00503 0' NTS IoAn 02/23/09 a"M9 OF 9 SIGNED: 1012712015 G E N s.'9,1%% i// s: 20RE1S=A0OPF ZFpNA',a`` s ft RLNSIOAS CONCRETE/ 2 1/2"MIN. REV I DESCbP710M mlE APPROVE.) MASONRY EO .E DISTANCE A ADDED CFLIRTS 03/06/:2 i R.L By oTIHERS I 3 REVISED PER NEW TESTING 10/:S/15 R.L. 1 1/4' MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R L u EMBEDMENT 1/4• MIN.1/q' MAX.0 REVISED INSTALLATION DETAILS 08/05/15 R.L. EMBEDMENT I SHIM SPACE OPTIONAL 1XTBUCK 2 1/2' MIN. EDGE DISTANCE iPROPERLY I I . . . :. INTERIOR SECURED i E NOTE 3 1/q SHIM SPACE v SHEET 1 3/16• TAPCON II II 3/16- TAPCON EXTERIOR 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS CONCRETE/MASO1 INTERIOR BY OTH SILL TO BE SET IN A BED OF APPROVED SEALANT 1 1/4- MIN. Q¢ ' EMBEDMENT VERTICAL CROSS SECTION 2 1/2• MIN. CONCRETEAUSONRYINSTALLATION EDGE DISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES- 1. INTERIOR AND EXTERIOR FINLSHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTT.1 E2112 1 S : 3Z cl MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96•• REINFORCED FLANGE INSTALLATION DETAILS UAAMW Dlo r' No. F.A. 08-00503 lii= N T S ale 02/23/09 - 8 OF 9 SIGNED: 1012712015 M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN' EDGE DISTANCE I LA I tm/um I -- 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLAVON NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WIirl ASTM E2112 1 /4" MAX. SHIM SPACE OR 3/4" MIN. LUNG EDGE DISTANCE LTOBESET IN 3ED OF DROVED SEALANT 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1/ 4" MAX. SHIM SPACE REVISIONS REV Desmip DN DATE APPROVED A ADDED CHARTS 03/06/12 R L B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L 0 REVISED INSTALLATION DETAILS 08/05/I5 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 FLANGE INSTALLATION DETAILS DRAWN DMC AO. F. A. 08-00503 CAU NTS I D'" 02/23/09 1-7 OF 9 SIGNED: 10/27/2015 may._..._.__ —__. REV00"s 1/2" MIN. REV OfSCRIVOgi DATE APPAOvm EDGE DISTANCE A ADDEC CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. i OOD FRAMING 3/8" MIN C ADDENT ED FLANGE INSTAUATONS 112/06/13 R.L. OR 2X BUCK D REVISED INSTALLATION DEVILS 08/05/15 A. BY OTHERS EMBE M i 3/8' MIN. 1/4' MAX. I 1/4• 1 EMSEDMENi r SHIM SPACE MAX. J SHIM ii O SPACE1/ 2" MIN. I INTERIOR 110 WOOD EDGE DISTANCE SCREW O , i I I I I EXTERIOR INTERIOR I I 810 woo0 I t SCREW 10 WOOD t SCREW I SILT i0 3E SET IN t L_ A BED OF APPROVED SEALANT i WOOD FRAMING EXTERIOR OR 2X BUCK I BY OTHERS, WOOD FRAMING JAMB INSTALLATION DETAIL 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 BUCK INSTALLATION SIGNED: 10/27/2015 MI WINDOWS AND DOORS LLC u111I!Iff i 1900 LAKESIDE PARKWAY \\\5 ;: • LD j i FLOWER MOUND, TX 75028 ` .*\GENS+F 9ji i NOTES., SERIES 430/440 XIX SGD _*• 0 5 Or*= 1.INTERIOR AND EXTERIOR FINISHES. BY OTHERS, 143" x 96" REINFORCED E yr NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS -A • TAT OF o DESIGNED ACCORD2. PERIMETERANDIANCEWITHASTME2ALANTBYE2ST08EoAAMN: OMOND. RN i t`•OR10;•\ scuE NTS aTE p2/23/09 08 SOOrfi30F 9 0 ' ss/OmALS G\\ PMSONS 2 1/2' MIN. FWV DATE •VPPLYm iEDGE DISTANCE A ADDED CHARTS 03/06/12 R L 1. B REVISED PER NEW TESTING 10/15/:3 R.L 1 1/4' MIN C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. c • ' EMBEDMENT 1/4• MIN. ;/4• MAX, D REIASED INSTALLATION DETAILS 08/05/15 R.L. EMSEDM,ENi I SHIM SPACE CONCRETE/ MASONRY 7— BY CTHERS 1 2 1/2• MIN. OPTONAL EDGE DISTANCE I• •' IX BUCK } INTERIOR TO BE 1/4" MAX. D PROPERLY SECURED ! SHIM SPACE SEE NOTE 3 3/16' TAPCON .e SHEET I • © a13/16' TAPCON I r 1 CONCRETE/MASONRY EXTERIOR INTERIOR BY OTHERS I , • II i i SILL TO BE SEi IN EXTERIOR A °ED OF AIP40VE0 3/;6- TAPCON SEALANT JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCR°ie/MASONRY INSTALLATION MASONRY/ TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET t NOTES 1 1/4' MIN. 1.INTERIOR AND EXTERIOR FINISHES,BYOTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE a • DESIGNED W ACOORDANCE VITTH AST14 92112 VERTICAL CROSS SECTION _ CONCRETEA SONRYINSTALL.IT10. 2 1/2 MIN. EDGE DISTANCE S i SIGNED: 10/27/2015 MI WINDOWS AND DOORS LLC 1111111I/r// 1900 LAKESIDE PARKWAY \\\\g R• LO4kIi i FLOWER MOUND, TX 75028 \J•GE/VSF.9+i SERIES 430/440 XIX SGD I* .01 5 143E 96' REINFORCED o!G FRAME INSTALLATION DETAILSOF ORAva.: OwG N0. R!V •[ORIOP• \@ NTS a1[ 02/23/09 08 sNCET530F 9 D '/sS MAiIENCs\\\ 41 3/4' MIN. xtv I o1i^IEiI1DN I MTE MPI+dRp EDGE DISTANCE i A ADDED CHARTS 103/06/12 R.L. METAL p 1/4" MAX. 8 REVISED PER 4E1r TESTING 10/15/13 I R.L. STRUCTURE E' SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 i R.L. BY OTHERS 5 D REVISED INSTALLATION DETAILS 08/05/15 ' R.L. 1 /4' MAX. f 1 I SHIM SPACE 3/4' MIN 10 SMS OR EDGE DISTANCE it INTERIOR ©, SELF DRILLING 1 , SCREW I EXTERIOR I INTERIOR D I< D10SMSOR SELF DRILLING SCREWS D I SILL TO 9E SET IN A BED OF APPROVED SEALANT I 10 SUS OR METAL I SELF DRILL•NG STRUCTURE f SCREW BY OTHERS METAL I EXTERIOR STRUCTURE + 1 I BY OTHERS JAMB INSTALLATION DETAIL METAL STRUCTUREINSTALunoN 3/4- MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION I SIGNED: T O/27/2ol s MI WINDOWSD DOORS LLC 1900 LAKESIDEPARKWAYPARKWA J\S11 17 FLOWER MOUND, TX 75028 EN3F9d+ NOTES., SERIES A30/440 XIX SOD * 0 5 1t= 1.lNTER/DAAND EXTERtDRFINI5HES8YOTHERS 143" x 96" REINFORCED o o NOTSHOWNFORCLARJTY. FRAME INSTALLATION DETAILS + 2. PERIMETER AND JOINT SEALANT BYOTmERS TO BE -A , TAT OF DESIGNED WACCORDANCEWITTIASTME2112 N' Mr. No O F. c ORIOP scut NTS o1a 02/23/09 08- 005430E 9 D ,ONii SMLET t0a\` 1/2*' MIN. Kv I DEswvnrn+ VAIT A PHOVM I EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L B f REVISED PER NEW TESTING i 1D/15/13 R.L 1 3/8- MIN. C ADDED RAKGE INSTALLA71ONS 12/06/13 R :. WOOD FRAMING EMBEDMENT D REVISED INSTALLATION DETAILS CB 05 15 R.L. OR 2X BUCK L / / BY OTHERS 1 3/8' MLN. F 1/4' MAX. 1/4' EMBEDMENT SHIMSPACE SHIMcSHIM a10 WOOD SPACE 1/2' MIN. INTERIOR SCREW EDGE CISTANCE fF nl JIG WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR I I I I I I I! I I I I INTERIOR I 1 U I N l u I j10 WOOD SCREW 3E SET IN F APPROVED EXTERIOR WOOD =RAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X SUCK INSTALLATIONBYOTHERS MIN. LENT VERTICAL CROSS SECTION WOOD FRAMING OR2XSUCK INSTALLATION NOTES. I. INTO AND EXTERIOR KNISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS mumw pMG NO. F. A. 08-00503 SCAU NTS I D"T' 02/23/09Ism--S 3 OF 9 SIGNED: 1012712015 N1R t IL 0 4,,, VGENSF9il+ A A OFMot NAL1 a\ 6' MAX - t6.. i T-- L 7' MAX 0 C. 96" MAX FRAME HEIGHT t J_ 6' MAX 1a3' MAX FRAME WINK SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.0PSF NONE SEE CHARTS 01 AND 92 FOR OTHER UNITS A477MOS RMSIONS REV 1 0Mq',PnDN GTE APPRINC5 A ADDED CHARTS 03/06/12 R L 8 REVISED PER NEW TESTING 10/15/13 RA C ADDED FLANGE INSTALLATIONS 12/06/13 R.L 6' MAX CHARTNI 0 REVISED INSTALLATION DEWLS 08/05/15 R.L WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9SHEEi I Design presslre chart (ps0 Silgle Panel and Total Rama Wd01(in) J0.0 36.0 42.0 47.7 POU 90.00 108.00 126.00 11J.00 Pot Neg Pos Neg Pos Nag Pos Meg 40.0 MO 40.0 57.9 40.0 52.0 40.0 480 40.0 60.0 40.0 54.6 40.0 48.9 40.0 45.0 40.0 6 a0.0 61.7 4D.0 a61 40.0 42.3 4Q0 55.6 4.0 1 49.0 40.0 43. 40.0 40.0 CHART 12 WHERE WATERWFILTRA77ON RESISTANCE IS NOT REOUIRED SEE NOTE 9 SHEET i Design pressure chart (ps0 Frwm Sagle Panel and Total Franc Wan (in) NBIOM 30.0 M.0 1 410 47.7 in) 90.00 126.00 143.00 Poa Neg Pea10d.00 Neg Pot I Meg 111.0 8Q0 60.0 57.9 57.9 52 0 S2.0 dd.0 60.0 60.0 54.6 54.6 48.9 48.9 34Z342.3ru- 58.6 59.6 61. 1. 46.1 46.1 96.0 6 56.6 49.0 49.0 43. 437 CHART AL9 Number of anchor lack dons required Frame Single Panel and Total Frame WIOth (n) Haigh 30.0 6.0 42.0 1 47.7 N) 90.0 10d.0 126.0 1 143.0 HdS I Jamb I HdS I Jamb H&S I Jamb H6S Jamb 84.0 6 6 7 6 8 6 9 1 6 dd.0 B 6 1 6 d 6 9 6 92.0 6 6 7 6 8 6 9 8 98.0 6 B 7 6 8 6 9 B SIGNED: 1012712015 D DOR LLCMIWI9000uKEs I ILo //. D PARKWAY FLOWER MOUND. TX 75028 o\\``511P. G£MSF.9,1 i SERIES 430/440 XIX SGD 143" x 96" REINFORCED D Si*= ELEVATIONS -A. TATE 01 owv we No eEv '°F•:°(OR1QP F.A. 08-00503 O NAI NTS w'f 02/23/09 -2 OF 9 r1i11111110 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 ENC!NEER OF RECORD. 3. 1X BUCK OVER M.ASONRY/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 WIND LOAD DURATION FACTOR CO=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME -MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6 UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED iWPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. 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 DETAILS. 12. 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 ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FAST_KERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 1BGA. 33KS1 OR ALUMINUM 6063—T5 1/8' THICK MINIMUM I TABLE OF CONTENTS I SHEET NO.1 DESCRIPTION 1 I NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS KmshorS 0SSC11D110N DATE AMMO ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLING_ INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. SIGNED: 1012712075 MI DOORLLC LLPIiIto4f i/ 1900oLAKESIDDPARKWAYFLOWER MOUND, TX 75028 S Dot SERIES 430/440 XIX SGD 143" x 96' REINFORCED oS NOTESb1OF OaYt o , TAT E : #- i'FS c(pRLOP G moll OMCNo. RLV 08 D ONA,Lti` NTS ""E02/23/09 sNrr 030E 9 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Dox 230 Velwico. FL 33595 Phone a 13.659 9197 Florida Bard of Professional Engineers Cenifiale of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Thera Tru Corporation, based on Rule Chapter No. 611320-3, 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 nor will acquire financial Interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane2one'. See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other well coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturer's 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-15225-08M. 5. Where shims are used, they must be a "rigid / stiff' materiel that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-68M shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-1522"8M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Teat Standard TEL 01460145 ASTM E330-02 / E1886-02 / E199"2 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202. 203-94 2. Drawer No. Prepared by No. FL-15225-68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Sinned & Sealed by Lyndon F. Schmidt. P.E. Signed 6 Sealed by Lyndon F. Schmidt, P.E. atstrn r 4 '119 CC Z 0 it ? S . . ItsQ N Lyndon F. Schmidt. P.E. FL PE No. 43409 21612015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33S95 Phone 813,659.9197 Florida Board or Professional Engineers Certificale of Ardhorirdhon No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation Smooth -Star' and "Benchmark by Thera-Tru" Exterior Swinging 118 Industrial Dr 8'0 Single & Double Opaque or Glazed Panels wl 6 w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing I Outswing Assemblies Phone 419198.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method to of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest in the company manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the *High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specltications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacture's 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-15225.5-80. 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 FLA 5225.5-80 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standa d ETC-01-741-10593.0 ASTM E330-02 / TAS 20244 ETC-01-741-10703.0 ASTM E330-02 / TAS 202-94 NCTL 210-1940.1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E19%-02 2. Drawing No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testina Laboratory ETC Laboratories ETC Laboratories NCTL Testing Evaluation Lab. Sinned by Mark D. Passero, P.E. Wendell W. Haney, P.E. Barry Portnoy, P.E. Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt. P.E. Sinned 8 Sealed by J i i 1' 1/!',IJ,. Lyndon F. Schmidt. P.E. 10 ciao+la'• Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Dos 230 Valrico, FL 33595 Phonc 813.659.9197 Florida Board or Professional Engineers Certificale orAuthonzation No. 9813 Product Category Sub Category Manufacturer Product Name Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 6'8 Single 3 Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System ID 81998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Um/tations: 1. This product anchoring has been developed In compliance with the 5th Edition (20U) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener "s to be Installed following fastener 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-15225.5.68. 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-15225.5.68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Teat Report No. Test Standard Testing Laboratory Sinned b ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC Laboratories Wendell W. Haney, P.E. ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 ETC Laboratories Joseph L. Dolden, P.E. TEL 01460147 ASTM E330-02/ E1886-021 E1996-02 Testing Evaluation Lab. Lyndon F. Schmidt, P.E. 2. Drawing No. Prepared by Sinned a Sealed by No. FL-15225.5-68 RW Building Consultants, Inc. (CA 09813) Lyndon F. Schmidt, P.E. 3. Calculations Anchoring Prepared by RW Building Consultants. Inc. (CA 89813) Signed & Sealed by Lyndon F. Schmidt, P.E. t..ttlt7 a,. a(• t1Y A w Lyndon F. Schmidt, P.E. FL PE No. 43409 Sheol 1 of 11 2/6/2015 1 1 S130ETAl•P f•9l16•HEAD IYP. 0 HEAD 1, 49/I6'HEAD ASIRAGALjI, MULLION SHOWN FOR 1_ SHOWN FOR REFERENCE I REFERENCE ONLY 1 1' 1 S S 1 a DOUBLE DOOR W/SIDEUIFS v) . I-. V 1 t 6.9/16' JAMB TV. 0 JAMBS 4.9116• JAMS D.T SEE o 0ETAL•S p \ 1 VIEW F-7 BILL OF MATERIALS IIFM DESco m MATIRLAL C I 1/4'MAX. SHIM SPACE p 1 1/4• X 2-314• ELCO OR 11W1 PFN CONCRETE SCREW STEEL E MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 701 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F I I/4•x2.1/4'MCOORITWPFH CONCRETE SCREW STEEL G 3/ 16, X 2J/4• ITW PFH CONCRETE SCREW STEEL H 3116• X 2-1/4- ITW PM CONCRETE SCREW STEEL S I/ 4•xlJ/47ELCOOR11WPFH CONCRETE SCREW STEEL 11 3116' x 3.114, Inv PFH CONCRETE SCREW STEEL 12 1 hr x 3-1 /4• ELCO OR ITW PFH CONCRETE SCREW STETS 16 1 /4" X 2-1/4• PFH IIW CONCRETE REW SWEL 24 R9 X 3/4' PFH WS S1EEl 26 Y9 X I' PFH WS STEEL 21 1110 X IW4 PFH WOOD SCREW STEEL z SEEWAL'6• a ipt D 64116• HEADTYP.6 L f HEMuASTRAGAL a SHOWN FOR 1 4 • n REFERENCE ONLY 06- 9/ 16'JAMS d G 0TYP. 01AMLS 4 14A116• JAMB , M _ ¢ c 1 SEE DETAIL t c 1 _ ca 32 o- c a3 t I 3 , A' 4 DOUBLE DOOR VIEW V- A" I W GG 11 0 H d W _ 27 DET IL6 >? ATTACH ASTRAGAL THROW JOLT STRIM PLATE TO FRAME 26 AS SHOWN g d 24 ' 3 DETAIL •S' H g 26 = 8 24 WL:: 2121112 unr. N. T.S. 9 t 9 0 c. om JK o DETAIL "1" ax. or LFS ; w; . a FL-15225- 68M a vaT a 0 6.9n6' HEAD Tl'P. O HEAD ll b9nS HEAD,'„ MIJIUO SHOWN FOR REFM CE I4 JAMB O VIEW'+C•-"C" SINGLE DOOR W/SIDEUIES T_ r Q% a 0 N DETAIL'S' c SEE 1 • DEFAIL VIEW F-"r VIEW "D"-"D" 1. crGwR oNoOfEor mecotters maybe ad wfod to maintoln the mm. edge d310neo 10 ni"dOrloints. 2. Concrete aneharioearans noted as MAX. ON C&gW must be ocQusted to maintain the men. edge distance to mostorldnh. additional concrete and= may be requred to ercwe the MAX ON CRIER' dirnension are not exceeded. 1 Concrete onChor tabre: ANCHOR ANCHOR MM MIN. mok" MK CLEAgANCE Sae dHBEDMENT 10MASQNRI' TOADJACEM TYPE EDGE ANCHOR 1JP 1- 1pr r TAP CON• CO 1/` 1. 1/1• 1' YLTRACON 11t • Jl{' 1- 1/4 AS SHOWN ASSNOWN TAPCOM SOEUTE NOTE: 1. The sfdetife is direct set into the jomb with (12) R8 x 2' pth. wood screws. There are (e) at each verficat jamb, from fhe top down of 135; 31 . ASS d W. There ore (2) at the header at !' from the outside corners of the home. There are (2) at the slit I• lrorn the oublde comers. yT T 17 Moil 7. 1.'fT ®HEADs o_ " zIti HERO Wo9116' WAD W o a N NE U 'Eb j 8 I D TYP. O HEAT SHOWN FOR ^ f 49/Ili HEAD m d d o RE tENCE Cq2 — G 9/I6'JAMB— u JAM TIFF. O JAMBS TV. O JAMBS T a b 4-9/ 1rJA_ _ N 49/16-JAMB_ F, ti o of SEE p I 7 III — SEE DEWL•1' . c + in 5 WAtLZ't'Y S ^ •• jN wl M SINGLE DOOR W/SIDRR VIEW'S a" SINGLE DOOR VIEW A'= A" MINE i U rlu 2121112 i x4n N. T.S. W. vr• JK e M er L.FS ; FL-15225- 68M c I S MAX Df 1 VERRCA[ CROSS SECnON t.s MAX t.2s Q. MN. 1 EXTERIOR W- INTERIOR 2 VERMAL CROSS SECTION 3 Ov I -I f I mb gllotim EXTERIOR INTERIOR l VEIMCAI CROSS 3ECIION Ij aW" MagL °m- i EXTERIOR EXTERIOR 4 VERTICAL CROSS SECTION 6 VERTiC l CROSS SEC170N can 0 A ate! INTERIOR = W o 6 E S= M1 16 QQ ig U 1= rAm N.T.S. a+c. er: JK • Oft 01: LFS ; n FL-15225-68M a sNm a S G v HORIZONTAL CROSS SECTION 1.9/jprtlb flQtRCfioll n INTERIOR EXTERIOR H 2 HORIZONTAL CROSS SECTION 2 AI/ " 8o fi9W0Wn INTERIOR EXTERIOR 3 HORIZONTAL CROSS SECTION QQ o EXTERIOR r.l I e 4 HORIZONTAL CROSS SECTION 0-/lamb fowollon INTERIOR N. EXTERIOR 5 HORIZONTAL CROSS SECTION OvIswU n y snn 8dn mill O i { r o In V z 0101 S NO i G z c M&L N.T.S. r.c s JK a a«. LFS 3 rr+wc we: FL-15225-6 1A cc war 2 0, G 40 THERMAITRU THERMA TRU DOORS I oil IMOYCTTIIu< an.. EOOCRIOM. OM A3517 61 8 SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELRES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes 1. ft product anchoring drawing has been developed In compliance with the 5th Editian 2014) Florida Building Code (F6Q excluding the'111gh Velocity Hurricane lone'. See the Certification Agency Certificate for sites, specifications and ratings. 2. Product anchors OKA be as listed and spaced as shown on details. Anchor embedment to boo material shall be beyond woo dressing, stucco, loam, brick and other wag coverings. 3. Fastener embedment depths, edge distances and oentercenter distances shop be as specified by the fastener monufocluter but in no insionce sholl they be less than shown in this drawing. 4. Where shims are used. they must be a'tigid / still" material that complies with the requirements of the FBC. 5. Positive and negative design pressure mcitikemenls for use with ft drawing shag be determined by others for specific lobs In accordance with the governing code. 6. Site conditions not covered by lids drawing are subject to further engineering only. TAME OF CONIBNS I 1yploal ebvodonL d n &g~ notes 2 HpiaOrntOl afGtr 3 • VCA cmu sect rrrosor><Y 4 From S Frome & bill of RKMIC11% IOSW MAX OVERALL FRAME WIDTH F 1 2. MKt tKAti, r. 1 I I1 1 I I 1 1S1111rl r or oouEuw101111lesoEXo MAX DESIGN /RESSURE 55.0 -55.0 37-W MAX OVEML WIDTH 1 2 SWAE R MAX DESIGN PRESSURE V=dWd,M* +55.0 -55.0 ucwftmm. +6S.0 -65.0 74.5o' MAX. 0VMAI1 wtoTN OMW RE MAX DESIGN PRESSURE 5S.0 -55.0 M.S? MAX FOVERALLKPI 1 M1E wi m msono MAX DESIGN PRESSURE 55.0 -55.0 S30 MAX. OVERALL WIDTH 1 2 3 1 sNcu w/LONmo: MAX DESIGN PRESSURE 5S.0 -55.0 lOC[ WARDWARE WO & SWIS R117RS[r TEDHAIVRE EERIEE rATCH RM1XEETSIGNAIURE SEEM M WAOROr/ R-A srxE N.T.S. o.c er. t FL-15225-68M c 1 . 5 '_1 a I R i INTERIOR EXTERIOR r„i u n INTERIOR EXTERIOR EXTERIOR INTERIOR 4u X 21 gggz r 13 13 12 sJa v 1 13 VfRT1CAl CROSS SECTION H VEIMCAL SEC110N 6 L ON 66 SI Y In R INT)IORLEXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR c id 16 bd 8 S 13 u° I Z 4 VERTICAL CROSS SECTION ITN VERRCAL CROSS SECTION 6 VERTICAL CROSS SECTION am 2121112 0 TAW N.T.S. 01 6 n0 9 1 6 Ou"vmvcom.-lwGlon 6 QftwvvccnT9"n o.o sr JK e' FL-112.5.1-80 0 I BUCK IW 9 < INTERIOR EXTERIOR 1 HEAD JAMB - S ht isAgt;P " INTERIOR 2 HEAD JAMB to w000SIShoe2X BUCK INTERIOR 1 4 A EXTERIOR SHIM SPACE 1. 1 S MRI. EMS. 125' MIN. ad. TYP. i41 VERRCAL SIDE JAMB T INTERIOR EXTERIOR 1wv 2 lAINTERIOR EXTERIOR 3HEAD JAMB 44= m L O.ISMW. CONK 02r MAX. SHIM SPACE 1. 1 S MW. EW VERTICAL SIDE JAMB S T1001 au Hp ftwnCal49 still %. V Fla: swa: N. T.S. OTC tm JK cm, LPS o m ro: ' f1-15225. 5-BO a 3' 3' 4' 3. 1 3• 1k"i 1 3. III 1 SEE DETAIL 1 III SEE NOTE 3 SHEET 3 1 n 1 MULLION & 1 SHOWN FOR _ h REFERENCE ASTRACJLLJ aSHOWNFOR _ REFERENCE 1 ONLY 1 _ 1 1 16 16 /6 t6 U 11 In $ 1 5 oil12 III - VIEW C'-'COOURLF DOOR W/SIDELITES BUCI SEE DETAIL 1. yW, n Z W W 6' -• i f 4 3-- t Item DESCRIPTION Material q 1#10 x 2-1 2 PFH WOOD SCREW STEEL STEEL C 110 X V PFH WOOD SCREW L 10 x 3 4 LG. FH W000 SCR Hine to Frome STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW ME 1 4 x 1-3 4'ITW PFH CONCRETE 5CREW 1 4' x 3-3 4 ITW PFH CONCRETE SCREW STEEL STEEL 10 1 1 8 x J P H S 3 16 x 3-1 4 1T1V PFH CONCRETE SCREW 12 4 x 3-14 ITW PFH CONCRETE SCREW 13 O1 ORY- 3000 PSI MIN. HOLLOW BLOCK CONFORMING TO ASTM C90 CONFORMING TO ACI gCONCRETE 16 14X2-1 4 PFH TTW CONCRETE SCREW 20 HEADERJAMB PINE SG>=0.42 21 3 4 THK. PRESSURE TREATED SIOELITE PAD30 1 2" X 1' X 25 GA. CORRUGATED FASTENER SEE DETAIL J 1 INSTALLATION 3' 1 W/1x zK 1 WSTAL A110N 9' 1 TYP. HEAD k JAMBS 41 - ASTRAGALJ1 SHOWN FOR _ REFERENCE 1 ONLY 1 1 16 16 1 5 1 1 - uj- If J• T. a SEE 4 DETAIL _ aUL u VIEW - A'- A' 9.0m Wi opwmL aaotwrto FASTOOM Iz ( m. Au s,ocimwndatrraooMrnslnrsltt0 1 DETAIL 'J' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. ct j0 tH 11= 2121112 i x JK a F. LFS 3 W. xa: d 15225. 5- 80 0 r L or_L 0 C" MULLION SHOWN FOR aIREFERENCEqW2xBUCKINSTALLATION— 11 C Ix BUCK INSTALLATION TYP. HEAD & JAMBS — 7- s- I_ Tt MULLION SHOWN FOR — REFERENCE z BUCK INSTALLA110N BUCK INSTALLATION HEAD & JAMBS _ 1 SEE — N •8• j n — - TE 16 16 NOtB 1 AM SEE ` d W v = = 3 18 18 DETAIL 12 iii 5 iii 12 4• + III III . 1 IN VIEW 'C'--C" SINGIF DOOR W/SIDELRES VIEW-f"--E- VIEW b'—"0- SINGLE DOOR W/SIDELITE sm" Ir/ MMOL Oaw "rw FASIOMM mj sseam o6:%V RE NOTES' W F 0I w/2x BUCK A INSTALLATION w/ Ix BUCK— SEE INSTALLATION TYP. HEAD JAMBS DETAIL C e" A" VIEW " R--"R" CINGLE DOOR VIEW A"— A" SIOEiJfE/ HARWOA 1. The sideate is direct set into the jamb Mfth (12) R8 x Y plh. wood screws. There are (4) at each f3 verficaljamb. from the top down at 13.5". 31 •, 48.5 S 66". There are (2) at the header at C from the outside comers of the home. There am (2) at the sAL C from the outside comers. 2. For optional sidefite construction with staples, slde6to is direct set into ttre jamb with (5) 74& X I C. 1--/ i" 16 go staples along each jamb (6" from ends and equally spaced thereafter). J. Latch, deadbdl and hinge locations very. See Certification Agency Certificate and corresponding test reports for specific dimensions and design pressure ratings. I CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the tamers may be adjusted to maintain the min. DETAIL "4" edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to enwm the MAX ON CENTER' dimension are not exceeded. A A 3. Concrete anchor table: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SfiE EMeWMENE in MiLSONRr 0" ro AO/ACENF ANCHOR QYY a 2' E' TAPCON nw Is TAPCON VIC 1.1/v Y g EAllr o N Z o x 2121112 N. T.S. 9 for JK e W. LFS ; w n: e 15225. 5-80 0 r 3 a 6 8 t C e ooMASONRY I I 11 MULLION SHOWN FOR MASONRY 4 II1 III II1(I1 i0, o NNG HEAD dJAMBS 11HEA0 REFERENCE HEAD sZt.l.l..l v I I z u JAMBSJAMBSII g • Hof n c III v 2X SUCK/Jv ut p ln 2XBUCKIIer O II MULLION II SHOWNFORc II II 11 REFERENCE II II II 2X BUCK 1 I I I I II II IIco erg. 41 AR SINGLE DOOR SINGL RUCK W/ SIDELITE ANCHORING SINGLE W/SIDELITES BUCK ANCHORING G mm BUCK ANCHORING 4 8. 1T pII p II io 1 1 1' MULLION II 1 MULLION MASONRY OPENING T.P HEAD 11 SHOWN FOR TYP. I I REFERENCE 1 SHOWN FOR 1 REFERENCE fll 1) I I s z JAMBS Q ASTRAGAL HERO do JAMBS 1 II 1SHOWNFOR1 REFERENCE 1 II NOTE 2X BUCK 1 II 1 II 1. 2X buoa,ck mim S.G. k O.S& 1 I I 1 I I g II I ASTRAGAL II i CONCRETE ANCHOR NOTES 1. Concrete anchor iocat(om at tay he comersmaybeadjtatedto mmntcm Me min. 1 2X K BUCK I I 11 1 ` SHOWN FOR 1 REFERENCE 11 I 2. Comore anchor tocatkmfp noted as 1AAX. ON CENl9r must be odttafea to 1 I I mainta nthemhedgedistancetunxxtumldnb. oddtlond Conaele anchor I I may be reowed to Ong"ffse'MAX. ON CENTER' d" imulon am not enceeded. 1 ci 1 1 1 I 1 2 3 Concrete anchor ldbb: utc: 2121112 ANCHOR ANCHOR AUN. MIN CltARANCE' MfN: CgA!ANCE TYPE s iE EA/SEDAIEfrT IOMASONRY EDGE 110AC/ AC& O ANCHOR aw TAPCCON• t/ r 1.1/r 2' r Eu:O 1/r 1.1/r 1• r uITRACON scar: N. T.S. 9 1 II 1 11 c•c W. JK o ac •r LFS 3 DOUBLE W/ SIOELITES FL-15225.5-60 DOUBLE DOORMASONRYcBUCK ANCHORING OPENING BUCK ANCHORING r 6 n o THERMAITRU 0 THERMA TRU DOORS 11a INOY•-L all.. COOC• N. ON 433IT Smooth -Star" and "Benchmark by Therma-Tru" 87SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & IN/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes IDSSQ MAX. OVERALL FRAME WIDTH I 2 ! s • s- s . 11 p 11 II E n 11 5 11 11 s.. f N 1: tea; ems ;tea; I 1: 1. this product anchoring drawing has been developed In compliance with the Sth Edlffan 2014) Faida Building Code (FBC) excluding the'Hlgh Velocity Hurricane tone". See the Certiticolion Agency Certificate for *es. specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wait dressing, stucco, foam, brick and other woo coverings. 3. Wood screws shoo be installed following inslooalion instructions of ANSUAF&PA NOS 2012. AD other fastener types to be installed following fastener manufadurefs installation instructions. 4. Fastener embedment depths. edge distances and center -center distances shag be as specified by the fastener manufacturer but In no instance shag they be less than shown In This; drawing. 5. Where shims are used, they must be a Ygld / stiff material that compiles With the requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing shall be detemtined by others for specific )oils In accordance with the goveming code. 7. Site conditlom not covered by this drawing are subject to hither engineering cnatysts. TABLE OF COMENf3 SNEEr• I DESCRIMON I Typicd elewBorm design Pressures A general notes 2 Buck anchaft 3 Ras a 4 Nor. ne ondnaing 6 b0 of materbls S Ho frontal 6 venicd cross sections 6 V Crasssemns be. slr MAx. OVERALL WIDTH 1 J 11 11 1, ,1 II 11 II 11 1, ,1 II 11 II , I 1 1 II 11 I I I f' 1 111 11 11 , 1 11 1 II 11 11 11 1' 11 11 1; 11 1' '1 ill II 6 6 6 6 6•- 6, DOUBLE W/SIDEUrm OXxo MAX DESIGN PRESSURE I SINGLE W/SIDEUTES Ox0 IMAX DESIGN PRESSURE LOcrNAWWAN11100aUM47.0 - 47.0 1 RWIIaE s—Anoffs"asurcN 40.0 40.0 RMtxWMMAIUU SWUM C OMT 37.SP MAX. WIDTH F- s- OVERALL 74- VMAX OVERALL WIDTH 53.01Y MAX. OVERALL WIDTH 3 s • s s ss• s • s: •s 1 1 1 11 11 1 I I 1 I 1 1 1 ti.' I 1f 11 1 1 l} _{J L} _1J 1 l+' 1J l^: ; J 11 n 1 iT-T' Ir-YI Ir YI Ir-YI Ir-YI 4 I 1 1 1 T-1; 1 111 n 11 I I I I 11 11 11 11 11 11 1J: 3 i; 'i i; ;i N. i i 11 " i ' i ii ii ii ii i; ;1 ; l`•1{ 1, ;1 1, ,1 1 11 11 11 ;1 11 11 1 1 1 1 1 1 '1yy1"1eC-_Y 1}_11 Il_11 IA_11 1_11 5 11 111y11 1 o O• 1 1; 1; 11 11 11 11 1 11 1 1 1 1 1, 1 s L'y 11 1" 1 I 11_JI 1• 1 I L..• t.- SINGLE x DOUBLE xx SINGLE W/SOCUTE Ox MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67.0 -67.0 + 47.0 -47.0 +40.0 -40.0 e 3 i e euc 2 t 12 i Matt N.T.S. ° Z, a JK m ors. W. LFS i WAR'4' PoW C FL-15225.5-80 a n A ono_ INTERIOR EXTERIOR zv INTERIOR EXTERIOR EXTERIOR INTERIOR u o a N j 61T: 20 v oZ 1J 13 21 12 ln 13 NNN U y 1 VERTICAL CROSS SEC"ON r 2 VERIICAL CROSS SECTION 6 Oulswbeconfgwolbn 3 VERTICAL CROSS SECTION 3 , 6 8 gwotbn v a o e INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR W z i 16 S 13 g 13 a HIM Z 4 VERTICAL CROSS SECTION S VER1ICAL CROSS SECTION 6 VfRRCAL CROSS SEC110M au nee. 2 21 i 2 3 sous N•TS. 3' 6 fmwTgcon 9wotion oua"vcon Buhr n 6 W confgmlion orc. n: JK e CWL ov. IFS ; oatic wos Fl— I5225.5-68 0 swm 6 -- IS 1x BUCK INTERIOR 1 HEAD JAMB Okg%illg SMOwn, N = EXTERIOR INTERIOR 4 HEAD JAMB BUCK INTERIOR EXTERIOR LIr MAX. SWM SPACE i.IS' MN. 1.2S M N. EMS. EMS. TYP. ri N VERTICAL SIDE JAMB S T O*wn I5 R EXTERIOR INTERIOR INTERIOR J—j Z 1• A 0a EXTERIOR 3 EA0 JAMB S ikwwbv SNOwA EXTERIOR 1 s Ma. cisSINK SMM SPACE 1JS MIN. EMS. rS-'VEIMCAL SIDE JAMB S I3a TFFF -2 u oum 2121112 i So NJ S. c on ac. or. JK M-M No: ° F1-15225.5-68 c L I wUO C' 04 rrr/ ri IN 7• PAIRS 30 > ^, ai A' P. tLhL t3 J 3. 7 F•F+{ f J TM+ 6. i: J I V ` fo^ P. SEE NOTE J 1 _ W/2X BUCK I -T SEE OET_ IL '/rrp ``, 44 irSHEET31SEEOEUIL3' INSTALLATIONINSTALLATION Q JAW/2X BUCK A //ll I l rj i7 1 W/I x BUCK ' _ _ m _ J• IMSTALIATK)N 2 i x { w e - - ? Z / W/1X BUCK p W io ,n 3 u TYP. HEAD vai = ASTRAOAL INSTALLATION • .076 ^ ° ev g A.STRAGALJ , MULLION & JAMBS N N SHOWN FOR •HEAD & •- d i.^. a • g 4 6 SHOWN FOR 1 SHOWN FOR _ _ REFERENCE I 'CBS REFERENCE I REFERENCE = ONLY I _ J_ ONLY 1 1 1 _ SEE I DETAIL '4' c 1 SEE 18 1 16 t6 W a = c o l 16 I 16 DETAIL 5 1 5 °'( n g "+.. 1 1 r r1 I _ I _ A• VIEW 'E'—"E' DORII F DOOR VIEW A'— A sm.M e/ apylo . COxjewTw ASTENM MV /w OW. ALL XCELM m °ao. ,wm 0MWV IKM5) W/2X BUCK 2 INSTALLATION W/IX BUCK INSTALLATION 12 1 C w/2X BUCK Item DESCRIPTION Material A IVIO x 2-1 2 PFH WOOD SCREW STEEL g 1#10 X 1- 4 W EW STEEL C 10 X 1 PFH WOOD SCREW DEL I 10 x .3/4- L SCREW Hine toFrame) STEEL 10 x 2 LC. PFH W000 SCREW51ELLWO 3 x - t 2 LG. CREW STEEL 4 t 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW STEEL 5 t 4 x 1-J/4 Inv PFN CONCRETE SCREW STEEL g 1 4 x 3-34 ITW PFH CONCRETE SCREW STEEL tl 3 16 x 3-4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-11 4 IT1V PFH CONCRETE SCREW 5 i EL 13 MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 I t X 2-1 4 PFH ITW CONCRETE SCREW L 2 HEADER JAMB SUGAR PINE SG >= 0,34 w1000 2t 3 4 THK. PRESSURE TREATED SIOELIM PAO WUUu 30 1 2 X I X 25 GA. CORRUGATED FASTENER NSTALLATION 3 t 0 W/ IX BUCK 11 OIL, _ L_L '1' INSTALLATION 11 A L 3F AIL3' B ATTACH ASTRAGAL THROW SOLT STRIKE PLATE TO FRAME AS SHOWN. I C t DETAIL ' 4" 9 u IW6 2121112 i sa. a N.T.S. ° JK e n«. LFS ; FL- 15225.5-68 a spw 4 a a p 0' E. c. Jrr23F+--1 F•-J 1 _ iii MULLION oI SHOWN FOR REFERENCE d A W/IX DUCK INSTALLATION O 0 W/1X BUCK INSTALLATION TV. HEAD 6: JAMBS _ N IN 1 PAIRS TYP. r V 4 rrP. 1 i J• k In T r 2Y niy NN gg Ci SEE o n In u DETAIL "d' 0 1 SEE H DETAIL N T l r MULLION N oSHOWNFOR _ REFERENCE BUCK INSTALLATION n 7 Y BUCK INSTALLATION y O tl HERO t JAMBS p vi SEE DETAIL 1 9" A' VIEW C'-"C" SINGI F DOOR W/SIDEI nFS VIEW 2' E' - £VIEW 'b'- D" SINGLE OR W/SIDELITE VIEW V-"B" SINGLE DOOR 910rN •/ opwrw COIIAUGrm rAsmms. Arm IJn soR+ P alm TO orbMssrlarsl SIDELITE NOTES: 1. The sideNte is direct set into the jamb with (12) I8 x T pfh. Wood screws. There are (4) at each vertical iamb. from the top down at 13S9 31' AILS" 6 66' There are (2) at the header at d" from the outside comers of the home. There are (2) at the sR, d' horn the outside comers. Z For optional sldelle conshuctlon with staples. sidefite Is direct set Into the tomb with (d) riSs"X 1 •s/ i 16 go. staples along each )omb (6' from ends and equally spaced thereafter). CONCRtTE ANCHOR NO18: 1. Concrete anchor focaflorts at the corners may be oaMted to maintain the min. edge distance to mortor)oints. 2. Concrete anchor locations noted as MAX. ON CENTER' must be od)usled to maintain the min. edge distance to mortar taints, additional concrete anchors may be required to ensure the MAX. ON CEN7W dimension are not exceeded. I Concrete anchor table: ANCHOR. ANCHOR MIN. IN. CLEARANCE 0 MIN. CLEARANCE t 11 PE SIZE EMBEDMENT EWENRI' EDGE ANCH6111ANCHOR .. IINI • t TA CON nW • TA CON 3/16' 1-1/r S' W/2X BUCK 2 INSTALLATION B W/ Ix Buc, it INSTALLATION DETAIL ' 6DETAIL ' 2' W/2X BUCK q INSTALLATION W/Ix BUCK INSTALLATIONi2 1 C I DETAIL " 1' SEE.;" 1 tuna ` t`, ` I— T Sol N o i W act I m most A 0 a u o. w 2121112 11 WAU NJ S. ac. ar JK C3 Ixa fir: LPS ; win lei a FL-15225. 5- 68 c star 3 OF L a ice In4. ti• 1' 11• 11 i 1'i J 1 MULLION I I iTiiiT o eIIMULLIONII I I ll *...• 4q gi34 MASONRY OPENING TYP. HEAD MASONRY 4 i I SHOWN FOR OPENING TYP ii REFERENCE II MASONRY 4 I 1 pPENINC PP SHOWN FOR REFERENCE ii e Ea: k JAMBS HEAD JAMBS II akJAMBSN X 2} 2X BUCK 11 2X BUCK II 2X BUCK n ci I1 II a II II II d MLJLUON w I I m I I SHOWN FOR Ii cd o II REFERENCE II 1p I III h . s'r1•I• SINGLE DOOR RUCK ANCHORING SIN • F W/SIDEL ITE BUCK ANCHORING SINGLE W/SIDELTESm BUCK ANCHORING a< 0 oI MASONRY OPENING NOTES: 1. Vbwk min. S.G. I a55. 2X BUCK OONCREIEANC/IOR NOIE3: 1. Concrete oncW bcol om of the comers Troy be o*afed to ma6lfoh the min. edge delancO to mertaf iOinK z Corsveto oncfwr loeoliom norod (o WAX. ON CBIIEIrffwg be olcylAW to nrainlah no rWn. edgo cWo w* fo m*NWJ IL addllorld concrete ondzws molr be realried to orwe me ydAX ON CENIER• dhxm*n are aW emeded. 3. Conte ancfgr robro: ANCNOR ANCNOR MfN MIN. CLEARANCE fO MASOW MIN. CLEMLANCE too Aw4cfmr r(PE SIiP EMaEOMEM EDGE AI40= W 0 1/r 1.1/r r r T O yr 1•vr r Vl1fAtON I 1 TYPP.. HEAD do JAMBS 1 ASTRAGAL SHOWN FOR REFERENCE 1 i 1 1 1 1 MULLIONSHOWN 1 111 S OWNNFOR- I I T TYP. II REFEREN ER 1 HEAD REFERENCE II h JAMBS II 2X I I BUCK X^ II ASTRAGAL II I mSHOWN" FOR I u d II 1 REFERENCE II 11 m o II I II 6 II DOUBLE pork ANCHOR] DOUBLE W/SIDELTES OR] MASONRYLNG BUCK ANCHORING OPENING u i= 2121112 = N.T.S. 5 eye JK a er L.FS ; 15225.5-68 6 g- eP-L o THERMAITR.0 0 THERMA TRU DOORS 1 16 aous""L O".. C06dRu". aM 46617 Smooth -Star" and "Benchmark by Therma-Tru" s 6'8' SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS '. W/ & W/OUT SIDELITES INSWING / OUTSWING 1 INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. Tt1k poduct anchoring drawing has been developed in complance with the 51h Edition 2014) Horfdo Building Code (FBC) excluding the Ifth Velocity Hurricane Zone'. See the Certification Agency Certificate for sties, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on delob. Anchor embedment wag dress stucco foam. brick and other wall SOIOS' MAX. OVERALL FRAME MOTH S "5 Ott f i, @• it s it 1 •L y • t S 6e.s MAx t s vERALL WIDIH _ ' s s 8 8 8 8 8• 8 8 8• 8• 8 8 8. DOUBLE W/ SIDEUTES OXXO SINGLE W/ sroa ES Ox0 MAX DESIGN PRESSURE MAX DESIGN PRESSURERE 55.0 +40.0 -40.0 to base material shoe be beyond Ing• 3737 MA . coverings. OVERALL 3. Wood screws shag be Installed fallowing istallation instructions of ANSUAFBPA NDS 2012 WIDTH All other fastener Types to be instobd fokw11g fastener manufacturer's Installation instructloru. FA KA 4. Fastener embedment depths, edge distances and center -center dbtonces shot be m 4 ,1 specified by The fastener manufacturer but in no instance shag they be less than shown in this drawing. 08 S. Where shims are used. they nuet be a rigid / stiff, material that complies with The s • requirements of the FBC. $ 6. Positive and negative design pressure requirements for use with this drawing stag be determined by others for specific jobs In accordance with the governing code. JI-- 7. Site conditions not covered by this drawing are subject to further engineering ana". s , TASU OF CONNIM SHEET• OESCEffWN I T kal ele•olbns design 3 generd notes 2 Muck anchoring 3 frortle anchaulg 4 hart,e Mcl+erilp 8 of moterbb S HoMonlal 6 venicd ones sections 6 Vertical cmu sections SINGLE x MAX DESIGN PRESSURE 67.0 -67.0 74.V MAX. OVERALL w1o1F1 tV ? 3 s s s DOUBLE Xx MAX DESIGN PRESSURE 55.0 -55.0 tocs,rARMAW MFG i Sam RsvuansrcrunmsrRlo sAtcln R1NSFAfRNA1eRE fERIE27R0 DRAOROIn S7.Cff MAX. OVERALL WIDTH K4 K rN, iFli i •Si r s uaa SINGLE W/SIOEUrE Ox 11 '2 21 MAX DESIGN PRESSURE WAL N.T. 40.0 -40.0 O4 GY, CNL R L wwa W; FL-15225. v tr 1 ai NOTICE OF PRODUCT CERTIFICATION Company: Therms-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Tberma-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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within r:A-...i.. NAMise P'n../ifiwe inn PrAerom it srerpttited xv The American National Standards Institute (ANSI). NAivtt's t,ernueo rroauct Configuration an ut Inswing or outswing w—.1-111-... a1a a.v...w.... Glazed or Opaque Maximum Size Design Pressure Pos/Nex Missile Impact Rated Test Report Number Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/fTF252F Sin le X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-Ol-741-10702.OM2096/ITF25lF Single XX I/S Opaque 6'0" x 61" 40/40 No ETC-01-741-10702.0/L-2096ITTF252F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6' 8" 40/40 No ETC-01-741-10702.0/L-2096/TTF25 I F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 698" 551-55 No ETC-01-741-11008.0/L-2151/1"[ F252F Double Coastal Aluminum Astragal XX O/S Opaque 610" x 6'8" 551-55 No ETC-01-741-I 1008.0/L-215lf TF25IF Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 514" x 6'8" 40/40 No ETC-01-741-11008.0/L-215IMF252F Single w/Sidelites Glazed Sidelites OXO/OXXXO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151f1TF251 F Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11 2F Double w/Sidelites Glazed Sidelites AluminumAs ragalStandardAluminumAstragal OXXO O/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/iTF251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO US Opaque Door 814" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215I/iTF252F Double w/Sidelites Glazed Sidelites I I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/i-fF251 F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal VA 11n'T1 National Accreditation & Management Institute, tnc 4174 George wasningtun [Vit'rannyt;a, - Tel: (804) 684-5124/Fox: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Thermo-Tru Corporation Certification No.: N1005330-R5 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Cerifcation" is only valid if the NAM[ Certification Lebec has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinThe•Ameriran Natinnat Standards Institute (ANSI). NAMI's Cerfi ied Product Configuration Lisung at Inswing or OutswLnF, www. yam ccru. ca Glazed or Opaque u. .........-.. Maximum Size a. a......o.......... Design Pressure Pos/Nea Missile Impact Rated Test Report Number Comments X 1/S Glazed 310" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/iTF-256F Single X O/S Glazed 310" x 618" 47/47 No NCTL-210-1940-1.2.3.4/1TF-255F Sin le XX US Glazed 610" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4/ITF-256F Standard Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4/17F-255F Standard Aluminum Astragal Double XX 1/S Glazed 610" x 618" 47/47 No NCTL-210-1940-1.2.3.4/1TF-256F Coastal Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/7F-255F Coastal Aluminum Astragal Double OXO/OX/XO I/S Glazed Door 514" x 6'8" 40/40 No ETC-01-741-11008.0/L-215I=-256F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Glazed Door 5'4"x 6'8" 40/-40 No ETC-0I-741-11008.0/L-2151/I-TF255F Single w/Sidelites I/S Glazed Sidelites Glazed Door 8'4" x 6'8" 40/-40 No ETC-0tandardOXXO Double w/Sidelites Glazed Sidelites tralza- 256F Standard Aluminum Astra alAluminum OXXO O/S Glazed Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215IMF255F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO US Glazed Door 8'4" x 618" 47/47 No ETC-0I-741-11008.0/L-2151/Tf'F-256F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Glazed Door 8'4" x 618" 47/47 No ETC-01-741-11008.0/L-21511rTF255F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal W h' t M Pia /Ha ec_ VA 23072 National Accreditation & Management Institute, Inc./4794 Gin eorgeasg on emo Y Y Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E33liTAS202 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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within M A IMI+e !`-rNf nf:nn Prna"m ie oeeroditntt by The American National Standards Institute (ANSI). TheNAMI's ecrtlfieo Product t,ison at Inswing w rw.nAm:ccnulcnuvacvn, Glazed o.......... Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/I.-2097/ITF-253F Single X O/S Opaque 310" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/ITF-254F Sing le XX I/S Opaque 6'0" x 618" 40/40 No ETC-0I-741-10703.0/L-2097/ITF-253F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/ FF-254F Standard Aluminum Astragal Double XX I/S Opaque 6'0 "x 6'8" 47/47 No ETC-01-741-10703.0/L-2097lITF-253F Double Coastal Aluminum Astragal XX O/S Opaque 610" x 618" 47/47 No ETC-01-741-10703.0/L-20971TTF-254F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 514" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/ITF-253F Sin le w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-Ol-741-10593.0/L-2097/fTF-254F Single w/Sidelites OXXO 1/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/ITF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 618" 40/ 40 No ETC-01-741-10593.0/L-2097MF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4"x 6'8" 47/47 No ETC-01-741-10593.0/L-2097/ITF-253F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097n7F-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum AstragalVA17111`111) National Accreditation & Management institute, tnc.l4/Y9 George •raJnmgwn wacn+v++a1 Tel: (804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005327-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/3l/2021 Revision Date: 02/24/2015 Product: FiberClassidSmooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within W A SAII. r-..srt...6t..., D.,...-- r. we atilloA by Thai American Natinnal Standards Institute (ANSI). NAM15s Cernrrea Product Lrsan in Inswing Glazed Design Missue Test Report Number Configuration or or Maximum Pressure Impact Outswfn O a ue Size POSINeg Rated Comments X I/S Opaque 3'0" x 8'0" 47/47 No NCTL-210.1940-1.2.3.4/TTF-257F Single X O/S Opaque 310" x Stoll 47/47 No NCTL-210.1940-1.2.3.4/TfF-257F Single- XX I/S Opaque 6'0" x 8'0" 40/40 No NCTL-210-1940-1.2.3.4=F-257F Double Standard Aluminum Astragal XX O/S Opaque 690" x 810" 40/40 No NCTL-210-1940-1.2.3.4/TTF-257F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 8'o" 47/47 No NCTL-210-1940-1.2.3.4fTTF-257F Double Coastal Aluminum Astragal XX O/S Opaque 6V x S'0" 47/47 No NCTL-210-1940-1.2.3.4(I-i'F-257F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 514" x Slott 40/40 No ETC-01-741-10593.0/L-2173=F-257F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x Slott 40/-40 No ETC-01-741.10593.0/L-2173rI'i F-257F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x Stoll 40/-40 No ETC- S F Double w/Sidelites Glazed Sidelites inum AstragalAluminumStandardAluminumAstragalStandard OXXO O/S Opaque Door 8'4" x 8'0" 40/-40 No ETC-01-741-10593.0/L-2173rITF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door SW Stott 47/47 No ETC-0I-741-10593.0/L-2173=F-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x Stoll 47/47 No ETC-01-741-10593.0/L-2173=F-257F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragal i U. es VA 111172 National Accreditation & Management Institute, Inc./4794 George Washington Mensw a y y Tel: (804) 684-5124/Fax: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-60 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation Instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of ")" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FLIS225 R3 C CAC IS22S.S NAMI certs.f;df Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS22S R3 II INST 15225.5.80.Ddf FLIS225 R3 11 INST 15225-68M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.5-68.pjf FLIS225 R3 AE EVAL-IS22&SoMoi f Created by Independent Third Party: Yes 115225.6 I f. "Premium Series", "Construction 16/8 and 8/0 Opaque and Glazed Steel Door with Transoms. ISeries" and "Benchmark by With and without Sidelltes. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate ELIS225 R3 C CAC 15225.E NAMI certs.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS22S R3 II INST 1522S.6-68.ndf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Third Party: Yes Dgek Nca1 Contact 1h : • 19a0 North Nemee street, Tallahassee Ft. 32399 Phone: 8SM4117.1824 The Stale of Fbtda Is an AA/EEO employer, fnnyrlem M07.20f tt StaL of :lerida_ :: Privacy Statement :: Accessibility Statement ;: Refund Statement Under Florida law, email addresses are public records. if you do not want your e-mail address released In response to a public -records request, do not send clectronk mall to this entity. Instead, coniKt the office W phone or by traditional mail. It you have any questions. Please contact $50.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, eff ilve October 1. 2012, Ikensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The ernails provided may be used for official communication with the licensee. However email addresses are public record. U 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 Ir you are a licensee under Chapter 455, F.S., please click brit. Product Approval Accepts: Cre t @r E https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved Summary of Products 07/05/2015 FL it Model, Number or Name Description 15225.1 a. 'Classic -Craft" and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Thenna-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225S225 R3 C CAC 15225.1 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.1-68 (6'8 Door Products), INST FLIS225 R3 Il INST 1S225.1-68.0df 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 15225.1.80.odf Door Products Direct to Masonry) for Installation FLIS225 R3 II INST 1522S-68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE Eval•15225.1_0.odf Fr IS22S R3 AE EVAL 15225.1.80mdf FLIS225 R3 AE-EVAL 15225-68M.odf Created by Independent Thud Party: Yes 15225.2 b. 'Construction Series' and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Fi 5225 R3 [ CaC 15225.2 .—I ce-- W Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions. Other: See INST 15225.2-68 (6'8 Door Products) and INST FLIS225 R3 11 INST'15225.2-68.odf 15225-68M (6'8 Door Products Direct to Masonry) for FLIS22S R3 11 INST 15225 68M.odf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports Fr IS 5 R3 AE EVAL 15225.2-68.odf. a15225 R3 AE EVAL IS22S-68M.odf Created by Independent Third Party: Yes 15225.3 c. "Fiber -Classic' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certircate Approved for use in HVHZ: No FLIS225S225 R3 C CAC 1522x 3 NAMI certs odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/3212021 Design Pressure: N/A Installation Instructions Other. See INST 15225. 3-68 (6'8 Door Products), INST FL1522S R3 II 1N5T 15225,3-68 01! 15225.3-80 (8' 0 Door Products) and INST 15225-68M (6'8 FLIS225 R3' Il INST 1522S.3-80.odf Door Products Direct to Masonry) for Installation FLIS22S R3 11 INST 1S225-68M.odf' Instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "J' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS225 R3 AE EVAL 15225.3-68.odf Benchmark Door Panels.) FLIS225 R3 AE EVAL 15225.3-80.odl FLIS225 R3 AE EVAL 15225-68M.odf Created by Independent Third Party: Yes 15225.4 d. 'Premium Series• and 16/8 and 8/0 Opaque and Glazed Steel Door with and without I Benchmark by Therma-Tru' Sidelltes. Inswing and Outswing Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: See INST 15225. 4-68 (61 Door Products), INST 15225.4-80 (8' 0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation instructions. (Note - Glazing Shall comply with ASTM E3300- 04) Certification Agency Certificate Fr 1522S R3 C CAC 15225.4_NAMI certs.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FL15225 R3 11 INST 15225'4-68 odf FLIS22S R3 11 INST 15225.4.80.0d/ Fi 15225 R3 11 INST 1527.5-68M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FI ISi2S ' R3 AE EVAL 1S225.4-68.odf FLIS225 R3 AE EVAL 15225.4-SO.odf FL1S225 R3 AE EVAL 1S225-68M.odf Created by Independent Third Party: Yes 115225.5 I e. ' Smooth -Star' and "Benchmark 16/8 and 8/0 Opaque and Glazed Fiberglass Door with and I by Therma-Tru" withoutSidelites. Inswing and Outswing https://www.floridabuilding.org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 Florida Building Code Online 90N_T _t>C0R Page 1 of 3 1 Business & Professional Regulation r AD(W N. SOS Nome I tug In I Uses RegWration Ho Topics I submit Surcharge 1 Stats S Fans I PubaoUons I FBC stag I Bess Ste Map I Unks I search I By, ne011 Pos Productk°°51t4i *l Regulation PtioeuQ Aeerewl !Sena S Pfnauct or Anelk2tbn Srortn > QoBlkatNn lMl i Appllotlon Dotoll FL A FL1S225-R3 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/Emall i Therma- Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants. com Vivian Wright rickw@rwbldgconsultants. com Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. e- Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/ 1.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By I Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 1www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 1 Florida Building Code Online hr1 l Page 1 of 2 IClI S='.rW® Fb idb D"MWId BCIS Home I tog In I user ReglWation i Hot Top" I SVbm11 surcharge I Stats a Foos ; vvpllcatlons I FSC Stan I BCIS site Map I Links I search I Bushes Professi - al OUSEA: Product Approval Public user Regulation pmauM Aeaaval•Nnnu > > A0060--allan List > Application Detail FL it F1.16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 m col II ns@atlasroori ng. com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 1! - Validation Checklist - Hardcopy Received Certificate of Independence 1 Referenced Standard and Year (of Standard) Standard Y= ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabtiilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 Florida Building Code Online Page 2 of) Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2D15 Date Pending FBC Approval 07/05/2D1S Summary of Products r FL it Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16305 R4 11 ATL13002.4 2014 FBC Product Evaluation Shlnoles.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shlnoles.odf Created by Independent Third Party: Yes earth Noat Contact us :: 1940 North etnmee Street_ TNlehnssee FL 12199 Phone: a50.497.1 a24 The Stale of Florida IS an AA/EEO employer: CoovrldH 2O07-201A State d nadda, :: Privacy Statement :: Accessibility S ationwrht . Refund statement Under Florida law, email addresses are public records. It you do not want your e-mail address released In response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by phone or try traditional mail. If you have any questions, please contact 650.487.1395. *Pursuant to Section 455 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an email address if they have one. The errgds provided may be used for official communication with the licensee. However email addresses are pudic record. It you do not wish to Supply a personal address, please provide the Department with an emall address which can be made available to the public To determine if you are a licensee under Chapter ass, F.S., please clidr here . Product Approval Accepts: A® Credit r hnps://www.iloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU I j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V 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 (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116.02-01 ATLA 18-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138.02.01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-0t ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State o1 Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or qualify 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-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 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. ProLAMTm 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 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,dt): Tough-MasterO 20 Basic Wind Speed (V83d): Deck (HVHZ)- Deck (Non-HVHZ): 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 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. 36' Nails J 50' 4 12° 12- + 12"— j Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (Vuq): Basic Wind Speed (Vesu): Deck (HVHZ): Deck (Non-HVHZ): 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. 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 Pattern" detailed below. 30 »• Figure 3. ProLAMT"" Architectural Shingle 4 Nail Pattern (non-HVHZ only) AlMr Figure 4. Pro-LAMT"" Architectural Shingle 6 Nail Pattern ATL73002. 4 FL 16305•R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vui): StormMaster® Shake Basic Wind Speed (Veso): Deck (HVHZ): Deck (Non-HVHZ): 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. 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 Pattern' detailed below. 7M. IYRIJ Owwv"m"nAyM 1• IJ 1? Jrw 1• —{• Jr=1 CD r-1 O LD l._, iG7aC7: C1 1_J (Z:, C7 1.• O CD OCI1=rf=lClis 1i_ l1..:)1_' 1_D,h'1.'I=1 Ol 1 l Fj j Figure S. Pinnacle® Pristine and StormMasteF@ Shake 4 Nail Pattern (Non-HVHZ only) 7f? T I. II IJw plwroN mp,"ar"iw e mti JT IKaO 000v0000 ==) 9MOOC10000, ,". 00OrM00OOOC70000j 1e V— 71 Figure 6. Pinnacle® Pristine and StormMasterOD Shake 6 Nail Pattern ATL13002A FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vwi): Basic Wind Speed (Vaso): 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 8.5 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 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. 1" 9" Figure 7. StormMasteri8i Slate 4 Nail Pattern T 9" Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vwt): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): 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 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. r u . .IR•.er.u.Nsn 0 o d u Figure 9. Pro -Cuter Starter Strip ATLI3002 4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„ n): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (VBso): 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. 15/32 in. plywood or wood plank for new construction; Min. 7/16 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 manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2' ring i— shank nail 1 12" 1 r i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 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 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 manufacturees 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 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tRr/ P''iP .N 9,.,, 2015.06.2 No 74621 9 12:5 5 :48 04'00' p :• STATE OF ` O q 1 V p G2: Zachary R. Priest, P.E. SiS4/ ONApolis ;G?, Organization NoFlorida lANE9641on No. 021 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 Page 9 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificote oJAuthorizotion No. 29824 17520 Edinburgh Dr Tampa, Ft. 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE VH 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 (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Eai Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 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 ASTM D 3161 2009 TAS 107 1995 PRI Constructlon Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3151 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 Construction Materials Technologies (TST5878) 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) ATLA 19-02-01 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 Construction 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 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (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 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 (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 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 D 3462 2009 ATL13002. 4 FL 16305-R4 Page 1 of 9 This evaluatlon report is pWvlded for State of Florida product approval under Rule 611320.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles0TECHNICALSERVICES, 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-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 GlassMasterOD 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 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. ProLAMTM 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. ATL13002A FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterO 30 & Basic Wind Speed (Vul): Tough -Master® 20 Basic Wind Speed (Vase): Deck (HVHZ)- Deck (Non-HVHZ): 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. 15132 in. plywood or wood plank for new construclion; 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 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 5-inch 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. 36" Nails N•1' 1r 4 12- 12- — — 12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" 12" — '— 12" — +-12---- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMT"' Architectural Basic Wind Speed (Vwt): Basic Wind Speed (Vas4): Deck (HVHZ): Deck (Non-HVHZ): 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. 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 Pattern" detailed below. myr V., n w.dmaro1rr n— Yrh.04 1 12 Olrn w. 0 0 0 0 0 v0 O O CI M O O O O O bur I Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) un : y..dw drq m.M wa o nr 7 IA' TW fit _U___L-=r -1' -J - l—O -i:rEr .o_r=-—ra __lr. I•' I I• 1 d Vr Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ n): StormMaster® Shake Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): 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. 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 Pattern' detailed below. I sw.,tw..,.«a..s ow lam! _3 C) yrJ C= r_ J u• C ] CJ L'J C•M Ln O I'—' O r =1 C1 C=7 1= r-- i_! C:D C=l i i7M 6-- L Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) I " W Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (VW,): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): 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 8.5 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 8.5 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. tw v" W'.1, T 9" Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vw,): Basic Wind Speed (V83d): Deck (HVHZ): Deck (Non-HVHZ): 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. 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 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 311.. 1• Vr 'bM .Md -0 e f Figure 9. Pro -Cut® Starter Strip ATL130D2.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V„i,): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (V,,d): 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. 15/32 in. plywood or wood plank for new construction; Min. 7/16 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 manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 1. 12"---- r 12 ga. 1-1/2" ringI shank Hall 12* i Ll I I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles 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 D 7158 applies to exposure B & C with a building mean roof height of 33-fl 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 manufacturer's 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 a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. No 74021 AID STATE OF W 40RtOP',. 1111111 CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 04'00' Zachary R. Priest, P.E Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial 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 Page 9 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use,,or other product attributes that are not specifically addressed herein. Florida Building Code Online Uncker Q d Page 1 of 1 Regulation LI.521(o- 1 f,,,., r FM W vcyultitlL'nid eCls Home I Log In I User Registration i Hot Topic I Submit Surcharge ! Slats a Fans I Publications I FBC Stall I BCIs Site Map I Links I Search Busines 1 Professi al *USER: Product Approval Public User Regulation Predtrcl AswevAl M.nu > l4edm_•'r fir Aoolicatbn Search > Application Use Search Criteria Code Version 2014 FL# 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 beercn rs S;M n E7t Tyoe Manufacturer Validated By Status FL15216- R2 Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments forcer Us ::'1940 Nertli Momee suits- Tanaaassee FL 321gg phenc: BS4aa7-la2a The State of Florida Is an AA/EEO employer. r'gdvdoM 2 7.20111 Stalin of Florida.:: Privacy Statement : Accessibility Statement :: Refund Sutemml Under Florida law, email addresses are public records. It you do not want your e-mail address released in response to a Public -records relluest, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. •Pursuant to Section 45S.275(1), Florida Statutes, NlectNe October 1, 2012, licemles licensed under Chapter 45S, F.S. must provide the Department with an emal address If they he" one. The emails provided may be used for olfiWl communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click heme . Product Approval Accepts: CredItUA https:// www.floridabtiilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 0"410,0 Business & Professional Regulation FbfWa Upart ,,tgltd acts Ho" I Lao In I USN Re9tstralion I Hot Topics Submit surcharge I StaLS B Fact$ I Publications I F8C SUH I BCIS Site Map I Links I Search Busines Protssi -5I ®Product Approval USER: Public USN Regulation PsOuct Aoororal Nneu > Preauel e. AODllulbn Search > Application list > Application Detoll FL 1t FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 11/17/2015 Validated By John W. Knezevich, PE i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code EL15216 R2 COI 2015 OI__CQJ Nleminen.Ddf 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabui lding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3y V V KJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/2812015 Date Validated 04/29/ 2015 Date Pending FBC Approval OS/04/2015 Date Approved 06/23/ 2015 Summary of Products FL a Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. FLIS216 RZ II 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.Ddf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports FI 1S216 R2 AE 2015 04 FINAL ER 1fJTERWRAP RHINOROOF FL15216- R2.Ddf Created by Independent Third Party: Yes r----i next Contact Us ;: 1240'No1Lh Monroe Street_. Tallahassee Fl. 32399 Phone: 850,487.192e romniolit 2007.2013 State Or Florida.:: Ar M111lilty Smlemem :: Refund Statement The State of FloridaIsanAA/EEO employer. -- _ fiCLSla1SLS01 ^ ---- under Florida law, email addresses are public records if you do not want your a -mall addrm released in response to a public -records request, do not send electronic mall to this entity. Instead, Conti* the office by phone Or by traditional mall IF you have any questions, please contact 050.407.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensled under chapter e55. F.S. must provide the Department with an eniell address If they have one. The emarls provided may be usW for official commgelcatbn with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please Provide the Deportment with an emall address which can be made available to the public. To determine If you are a IKensee under Witter 4SS, F.S., please dick b2CL, Product Approval Accepts- O LYllrlly4l'r111L'\ https:// www. floridabuilding.org/ pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 QOTRINITYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 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 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity( ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 C:,te.SetH'fti t.4 % :.•QrJJ: ,` • The facsimile seal appearind was authorized by Robert Niaminen, s • „r1Y aLssN••' P.E. on 04/27/2015. This does not serve as an electronically stned document. Signed, tested hardosples have been t tansmined to the Product Approval Administrator and to the named dlent CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: Rhinoltoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 3507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 2507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 20D5 3507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ•006 10/27/2012 ITS (TST1509) Physical Properties 100539395COO.002 10/27/2011 ITSITST1509) Physical Properties 100539395000.006 03/14/2024 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMrrATioNS: 5.2 5.2 5.3 5.4 5.5 5.6 5.6.1 This is a building code evaluation. Neither TrinityJERD 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. 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 Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On TileI Foam -On TileI MetalI Wood ShakesI & Shingles Slate or Simulated Slate RhinoRoof U20 Yes No INo I Yes I Yes No Exposure Limitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140S30.02.12-R2 Certificore o/Authorizotlon #9503 FLIS216-RZ Revision 2:04/27/zO1S Page 2 of 3 v I KINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20- 6.4.1 Fasteners: For exposure 124 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 Sinitle Laver: Roof Slope > 4:22: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. when batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Over. 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificote ojAuthorizotion #9503 FLIS216-RZ Revision 2: 04/27/202S Page 3 of 3 QOTRINITY EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 ut,nny,, -- o.,,. AF•- J.'.• ss:o>e:••• the bulmdeseal appcubq wa+wthorned by Robert NNmMen, If/ h,nrn"Op P.Lona/27/M15. this does not wtwa+anekcUdnlppysigned document. Signed, noted hardwple+have been t,ammttted to the Product Approval Administrator and to the named tAtnt CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD 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 2507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 2507.9.3, 1507.9.5 on Heating 3507.2.3, 2507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ7006 10/27/2011 ITS(TST1509) Physical Properties 200539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ•006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 13/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type Il felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On The Metal wood Shakes Slate or Shingles Shingles Simulated Slate RhmoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D2261 Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140SI0.02.12-R2 Certi/icote ofAuthorization #9503 FLISZ16•RZ Revision 2: 04/27/201S Page 2 of 3 rTRINITYIERD 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. fi44 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140530.02.12-R2 eertincore of Authortzotion a9503 FUS216-RZ Revision 2: 04/Z7/2015 Page 3 of 3 02/11/2015 13:41 ffWA P.0021004 MIAMI-DADE COUNTYM (EBB PRODUCT CONTROL SECTION I I sos SW 26 Sweet, Room 208 DBPARTMEtJ I V REGULATORY AND ECONOMIC RESOURCES (Ra) Muni, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)3I5-2590 F (786) 313-2599 NOTICE OF ACCEPTANCE (NOA) ww,.mism d da.Qnv/ecenomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other area where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in area other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. if this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the HIgh Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION; Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logq city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed. then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for Inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423,01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. 4 .t 010-- o NOA No.: 13-0814.09 Expiration Date. OVIS119 Approval Dab: 0143/34 Page I of 3 R 0211112015 13:42 ff4 P.0031004 ROOFING A3t3EMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR Y.ABELIIZD BY APPLICANT: Manufactured by Test Product Auolicont Dimensions SueciAcatiouo Description Weather Vent Vent: 4- Ys" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch:._ . _._. MANIJFACTumG LOCATION 1. Jacksonville, FL EvEnNCE SUBMITTED Test Are acv Teat Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02.01 08/14/03 ICC-ES AC132 SEM-027-02-01 01/07/14 APPROviD APPLICATIONS: Deck Type: Wood Deck Description: 13/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3 K" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Iustallotion: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/9" thick of an approved ASTM D 4596 asphalt roofing cement. Secure vent to the roof deck with 1-Ys" galvanized ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 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.: 13-0214.08 Explrstion Date O4115119 Approve) Date: 0123/14 Pop 2 of 3 4 1 0211112015 13:43 ffA)l) P.0041004 LIM1TATiONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturers 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. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products 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 foilowing statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Itxpiratioe Date: 04/1SA9 Approval Date: 01/23/14 Page 3 or3 Florida Building Code Online U55 Icy+es Page 1 of 3 QF7 ibti 0.?uT a.rai p,7 ca D ldfD v COav,:l 6aF4 ftWDepyMjtl SOS Home I log in I User RegiStroUon ! Mot -roohm I Submlt Surcharge i Rats & FaCU Busmes Professi vial ® Pubk User oval Regulation Product Aeororal Henn > Preeun or Aootl[stlon Snare > Anolication Ust > Application beta FL # FL2197-R5 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 MITek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mil.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@lmli.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mll.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL2197 R5 COI Certificate of Independence for Evaluation.odf Referenced Standard and Year (of Standard) Standard Y= ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr_app_4t].aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL A Model, Number or Name Description 2197.1 M ISSHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL2197 RS 11 InstallationESR-1988 Aoril2011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.2 MII 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 II InstallatlonESR-1311 Nov2011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant. N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 RAE ESR- 321.odf for the Florida Building Code 2197. 3 MTIBHS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FI21RS 11 lnstallallonESR-1988 ADdI2011.ndf' 97 Approvedfor use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 R5 AE ESR-1988.Ddf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallationESR-1988 Aor112011.nd( Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.5 MT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallatlonESR-1311 Nov2011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 R5 AE ESR-1311.Ddf for the Florida Building Code. Osdr Moat contact us :: 19a0 North Merrrae Street. Tanahasw FL 23" Phone: 1150.487.1824 The State of Florida K on AA/EEO employer. Cooyrloht 2007-2015 Slate of Florida::: ::'Acroslb8lty Slalermnt • Refund Statement Under Florida low, email addresses are public records. If you d0 not want your e-mail address released in response to a Public-MONs redvest. do not send electronic mail to this entity. Instead, contact the omce by phone or by traditional mail. If you have any Questions, please contact 650.487.1395. -Pursuant to Section e55. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed undo Chapter 455, F.S. must provide the Department with an small address If they have one. The emalls provided may be used for official communkatlon with the licensee. However email addresses are public record. If you do not wish to supply a personal address, picric provide the Department with an email address which can be made available tD the public To determine it you are a licence under Chapter 455. F.S., please dick b,. Product Approval Accepts: W W n1- 0 https://www. floridabuilding.org/pr/pr_app_dti.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 xav It •an*s N https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from /CC -ES 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. Excerpt from IMES 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. 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS AND MT20HSTM ICC _ _ ICC c P,.MG LISTED, Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Polity Council WSSPQ Award in Excellence" A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a Grecommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orta 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-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: MiTek* TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS` 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Code* (IBC) 2012, 2009, 2006 International Residential Code* (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 The ADIBC is based on the 2009 IBC. 2009 IBC 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 MiTek* M-16 and MII 16: 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 Oat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, 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 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek* M-20 and MII 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 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 0.33-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, M1120 HS, and MT20HS*": Models M-20 HS, Mil 20 HS, and MT20HSTO 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 3/4-inch-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 0.254nch-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.ES Evaluunun Reports are not to be construed as representing aesthetics or any other attributes notspeclncally addressed, nor are they to be construed as on endorsement of the subject of the report or a recommendation for its use. There is no warrantyby ICC Evaluation service. 11C. express or implied, as IN CD to any finding or other natter in this report, or as to any product covered by the report Copyright 0 2015 Page 11 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek* metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSIfTPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.6 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to oorrosive environments must be protected in accordance with Section 6.5 of ANSI TPI 1. 6.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIJTPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the K16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-41-LOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 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 MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For Sh I lbfrn= = 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 = Plate perpendicular to load. wood grain perpendicular to load 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. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency PoundslinchiPair of Connector Plates Efficiency I Poundslinch/Pair of Connector Plates Efficiency I Pounds/Inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ (r 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 906 0.30 849 0.48 841 0.52 1321 Shear values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 901 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line 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. Maximum 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. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0.330" 0Is& 0462r 8jj4mJJm 106mm 1 1 j1l" M 11 1 I 00 00000 00a 0 0 0 0000 o00000000 a o_ o_ o_o M-16, M1116 012V 0 25V 0125' 0 36W S m ! zI' ymm 9s2mma3mm j t I DDODODODODDD ODDDaDDDDDDD 6000000000000 . 1. 100000000000 I00000000000 00000000000 M- 20, M 1120FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.125' 0.2W 0 5W 0369, 32mm 61mm 127mm 9'33mmm DO bDd 60D DD DOD DDD J-OOD ODD 000 J 0DD DDD ODD lODD 000 000 l000 ooa 000 M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwJec-es.om 1 (800) 423-6587 1 (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. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI $3017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTo 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lCC•E8 Evaluation Reports are not to be construed as representing aesthetics or any other attributes nut specy1cally addressed. nor are they to be cinairued as an endorsement of the subject of the report or a recommendation for its use. Then Is no 1varrunly by lCC F.voluation Service. LLC, express or saydieit at to any finding or other matter in this report, or as to any product covered by the report _ Copyright 0 2015 Pape 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement 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 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, MII 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 MiTele Truss Connector Plates M-16, MII 16, M-20, MII 20, 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 MiTeeTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM', 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 and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the Intemational Building -Code (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, MII 16. M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM 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 quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (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. ICC-ES Evaluation Reporn ore rmt to be construed us representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the aubject of the report or a reconrmendaion for its use. 77tere is no warranty by ICC Evaluation Service. I.L.C. express or Impiied, as to anyfinding or other matter in this report, or as to any product covered by the report 000 _ CopyrightO 2015 Page 7 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, M11 161 M-20, M1120, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC. C PMA 'LISTED vy" Look for the trusted marks of Conformity) •_ 2014 Recipient of Prestigious Western States Seismic Policy Council R iuno u WSSPQ Award in Excellence" A Subsidiary of cooEcouNar CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not "` specifically addressed, nor are they to be construed as an endorsement of the subject of the repor! or a . r rrecommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC, express o implied, plied as _ to any finding or other matter in this report, or as to any product covered by the report. •w++ Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora ( (800) 423-6587 ( (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)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Codee (IBC) 2012, 2009, 2006 International Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)l The ADISC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTee metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 31 MiTekm M-16 and MII 16: 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 [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 form, 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 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (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 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 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 0.33-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, MII 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 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-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 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, ICC-I FF.voluation Reports ore not to be construed av representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as un endorsement of the subject ofthe report or a recommendation jar im use. There is no ivarraniyby lCC ).valuation Sen4ce, 1,14, express or Implied, as to any findingor other maser in this report, arm to any product covered by the report. i o 1." - Copyright 0 2015 Page 1 of 5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 6 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 20061RC) is also required. 6.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.6 fabrication, quality assurance and special inspection, refer to the applicable version of ANSIfTPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek/° Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIITPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIrrPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the W 16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/ln'/PLATE) LUMBER SPECIES SG AA I EA I AE EE M-16 AND MII 16 Douglas fir-4arch 05 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 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 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 ill 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: I Win' = 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 = Plate perpendicular to load. wood grain perpendicular to load 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. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundslinch/Palr of Connector Plates Efficiency I PoundstinchlPair of Connector Planes Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension ® V 0.70 2012 0.50 880 D.59 1505 Tension ® 90° 0.36 1013 0.47 820 0.48 1219 Tension Values In Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 0° 068 1945 0.62 1091 0.67 1716 Tension ® 9D° 0.30 849 0.48 841 0.52 1321 Shear Values Shear ® 0' 0.54 1041 0.49 574 0,43 761 Shear @ 31r 0.61 1173 0.63 738 0.61 1085 Shear ® 60° 0.73 1402 0.79 936 0.67 1184 Shear ® 909 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 W8 Shear ® 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Ib inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line 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. Maximum 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. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 0 3w 01e7 0.42T' 84mm 4 losmm H jL1mmH H 000000000 00 0 0000 OOOD_ M-16, M1116 0 125- 0 25V 0.125, 0 36W 3it m 04r+'m 92mtn 9 r 000004000o0 000000000000 2000000000000 r 000000000000 V 000000000000 Al 000000000001I M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 1 Most Widely Accepted and Trusted Page 6 of 6 O 125' 0 25U' 0 WV 0 39S 3.2}}m}}m a 4}} mm mm 9 33`mm 12. 7 7 ODD bOo 000 000 A 00D 12— D D D 0000D0 J r ODD ODO ODD ODD 000 ODD 000 D00 000 M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o 1 (800) 423-6587 1 (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) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS"A 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSw, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design'and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with -Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. 1CC-FS Evaluation Reports are not to be construed as rcprvsenung aesthetics or any ocher attributes not spectficully addressed, nor are they to be construed os on endorsement of the subject of the report or o recommendanon for its use. There is no warranty by ICC Evaluation Service, U.C. express or tmphed as to any fading or other matter in this report. or as to any product covered by the report. Copyright m 2015 Page 1 of 1 ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www3cc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00--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: MiTekoTRUSSCONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTO 1. 0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeko Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST", 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 MiTeOTruss Connector Plates M-16, Mil 16. M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSym, 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 and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Coded (IBC) provisions noted In the master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS "A 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 quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is. the responsibility of an approved validation entity (or the code official when the ireport holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-£ S h'voluutton Neports are not to be construed as representing aesthetics or any other aartbutes not specifically addressed, nor are they to be construed as an endorsement ofthe subject afthe report or a recommetdaaonfor its use There b no warranty by ICC F,valuottonService, LLC. express or implied as to arty finding or other matter to this report, or as to any product covered by the report m _ Copyright 0 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-161, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS AND MT20HSIFM ICC ICC ICC_ PMGLISTED: Look for the trusted marks of Conformityl 2014 Recipient of Prestigious'Western States Seismic Policy Council WSSPQ Award in Excellence" I .._ A Subsidiary of Olm ui W ICC- F—S Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by /CC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 0 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-M3 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSO4 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Code® (IBC) a 2012, 2009, 2006 Intemational Residential Code® (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)f The ADISC is based on the 2009 IBC. 200918C code sections referenced in this report are the same sections In the ADISC. 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 MI116: 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 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 form, 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 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITeke M-20 and Mill 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 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 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 0.33-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 MiTeke M-20 HS, Mil 20 HS, and MT20HSTO: 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 3/4-inch-by-l-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 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 0.33-inch4ong (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-r.S Evaluation Reports are not to be construed as representing aesthetics or any other attributes nw s/xc jcally addressed, nor are they to be construed as an endorsement of tlrc subject of the report or a recommendation for its use. There is no warranty by ICC rvaluation tiervice. U.C. express or implied, as to arty finding or other matter in this report. or as to any product covered by the report _ Copyright 0 2015 Page 1 of 5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek° metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of b TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mill 16 Douglas fir -larch 0.5 175 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 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, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 ill 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: I Ib/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. 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 = Plate perpendicular to load, wood grain perpendicular to load 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. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mll 16 M-20 AND Mill 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundsfinch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0,59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joine Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 OA9 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Ib/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section - A line 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. Maximum Nei 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. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0.3W 016v 84mm 41mm OD000 DD00 DDDDD 000a DDDDD DDa0 q DDDDD Ooo oDo00 worm M-16, M1116 0 125- 0 2w 0.125` 32imn a4mr» 32mm 000000b0000 0000000000 00000000000 r- 00000000000 000° 0000000 00000000000 0 42r 10 8 mm H 0 36V 93mm w I M- 20, M 1120 FIGURE 1--APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 6 6.126- 0.25or 0.5W 3 2 mm e.4 mm 12 7 mm QOD 000-000 g0D 000 ODD 000000D0D t r000 Do0 J 000 000 V 0D0 000 ODO 000 000 UTH 0 3er 83 jmm4 ' 1l M- 20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om ( (800) 423-6567 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—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: MiTeko TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HST" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the Intemallonal Building Codee provisions described in the master evaluation report and with Chapters I6. 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes nil specifically addressed, nor are they to be consrrvcd as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, IJ.C, express or implied, as to any finding or other moiler in this report, or as to any product covered by the report. m,.:a — _ Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orp 1 (800) 423-6587 1 (562) 699-0643 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. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITek*TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, Mil 20 HS, AND MT2DHST" 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, MII 20, M-20 HS, MII 20 HS, and MT20HST", 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 MiTeeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST"1, 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 and the 2014 and 2010 Florida Building Code. —Residential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HST" 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 quality assurance entity approved by the Florida Building. Commission for the type of inspections being conducted is the responsibility of an approved validation entity (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. ICC-h.S F, raluanon Reports are not to be construed as reprr.Tenting ocstheoa or any other altnbutas ntn specifically addressed nor are they it, he comtrued as on endorsement of the subject of the report Ora reeommetdaaon jor its use. Aere is no warranty by ICC hmaluation Semite. LLC. express or implied. as to any flydmg or other natter in this report, or at to any product covered by the report. 911= -- copyright 0 2015 Pags 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS AND MT20HSTM ICC. - :ICC ICC G LIS"IFO Look for the trusted marks of Conformity in"2014 Recipient of Prestigious Western Stotes Seismic Policy Council E. WSSPC) Award in Excellence" A Subsidiary of IewNiut, ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes notco+a specifically addressed, nor are they to be construed as an endorsement of the subject of fire report or a recommendation jar its use. There is no warranty by ICC EvaluationService, I.I.C, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. sun Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. wwmicc-es.orct 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00--WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTee TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 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) 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC 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 MiTeke M-16 and MII 16: Model M-16 and Model MII 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 [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 form, 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 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: 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 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 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 0.33-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"A: Models M-20 HS, MII 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 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 3/4-inch-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 0.25-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 0.33-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, ICC-FS Cvaluotion Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no unrronty by ICC Evaluation Service, 11C, express or Implied as to any fading or other matter in this report, or as to any product covered by the report Copyright 0 2015 a.0 _ Pagel of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 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. 6.4 Trusses must be assembled within the tolerances specified in ANSIfTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates .listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek* Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 fabrication, quality assurance and special inspection, refer to the applicable version of ANSIJTPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek* Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 6.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIITPI 1. 6.8 MiTek* metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIJTPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed `MA6'). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).* ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/In'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 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 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11blin' = 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 = Plate perpendicular to load. wood grain perpendicular to load 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. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MI116 M-20 AND Mil 20 M-20 HS, Mll 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I PoundsAnch/Palr of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4 4.2 of TPIA (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 0.59 1505 Tension ® 9V 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joine Tension Q 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear Q 00 0.54 1041 0.49 574 0.43 761 Shear ® 300 061 1173 0.63 738 0.61 1085 Shear ® 600 0.73 1402 0.79 936 0.67 1184 Shear C 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, Iinch = 25.4 mm. NOTES: Minimum Net Section - A line 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. 2Maximum 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. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 0.337 o 1w 0102r s 4 mm d tuumor loo_o mmm H 11 1 i 00000 0000 OD000 00000 M-169 M 1116 0125- 0 2w 0125• 0 36V 3 2 rnns 0 3 2-mm, 9 b 000000000000 000000000000 U00000000000 W 1:000000000000 000000000000 000000000000 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 01?V 0.2W 0.5W 03851, 32}mm EI`mm 127mm 93mm 1j.}1--1—J j_—. 1.1 ODo boo, DOD 000 DDO 000 01000OODDO j: DDO ODO J DDO ODo OOD DDO FOOD 000 OOO M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.orq 1 (800) 423-6587 I (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—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: MiTeko TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lCC-FS l: voluotion Reports are not to be construed as representing aesthetics or any other arrnbutes nut Vecificoliy addressed, nor are they to be construed as an endorsement of the subject ofthe report or a recommendotlonfor its use. There is no worramy by JCC Fvaluotion Service, U.C, a orem or ttnphed, as Im ' to any finding or other master in this report, or as to any product covered by the report. ;S,wn =-= Copyright 0 2015 Page 1 of 1 ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (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)434-1200 www.rnii.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, Mil 16, M-20, MII 20, 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 MiTek°Truss Connector Plates M-16, MII 16, M-20, Mll 20, W20 HS, Mil 20 HS, and MT20HSTM, 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 and the 2014 and 2010 Florida Building'Code—Residential, provided the design and installation are in accordance with the Intemational Building Codem (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HS7m 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 quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (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. CC -a Evaluation Reports are not to be construed as reprcensing aesthetic or any other attributes not specifically addressed, nor arc $hey to be construed INasanendorsementofshesubjectofthereportorarecommendationjotitsuse. There is no svarromy by /CC Evaluation Service, U.C. express or implied as to any finding or other maser in thi, report. or as to any product covered by she report isima Copyright 0 2015 Page ;"of t Florida Building Code Online A ( n Page l of 2vacProfessionalRegulation Business R0!.W DVfltl?ffiid BOS Home ( Log In I User Registration i Hot Topics Subrrdt Surcharge I Slats a Foos publications , FaC Staff ( BCIS Ske Map links Search Busines `' ftt" ifUSER: product Approvalpublic User Regulation procivct gomal W-nu > Padua or Aenikatien Search > Aoolrcs0on List > Appllotlon Detail FL Of FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/ Email 4710 28th Street N St. Petersburg, FL 33714 727)458- 0544 benmengSoyahoo.com Authorized Signature Xianbin Meng benmeng8®yahoo. com Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Ili Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-OD46549 Quality Assurance Entity National Accreditation 6 Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE W Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard ASTM D1761- 06 ASTM D1761- 88 Florida Licensed Professional Engineer or Architect FL14239 R3• Eauiv Eoulv.odf Year 2006 2000 https:// www. floridabtiilding. org/prlpr_app_dtl.aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summiiv of Products Method 1 Option D 04/23/2015 04/30/2015 05/06/202S 06/23/2015 FL A 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 HVHZ: Yes FL1423 R3 .11 Dwo.odf Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: WA Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other: This design provides allowable capacities for the FL14239 R3 AT Eval.odf system. The required site -specific design pressure (demand) Created by Independent rhird Party: Yes shall be calculated by others for use with this design. QMltQ Us :: 1940 North Monroe Street. TaU mssee FLI1LM Phone, OSO-487-1824 The State of Florida is an AA/EEO employer. r.M.+loht 2007.2013 State of Florida, :: Privacy Statement:: ant :: Refund. Statement Under FIW W low, email addresses are public records. 11 you do not want your e-mail address released In response to a Publk-rewrds request, do not send OOWW* map to this entity. balead, contact the office by phone or by traditional mail. If ypu.lave any queSbons, pgaa easecon,G50.407.1395. •Purscanl to Section 455.275(t). Flortdb Ststutas.'tIf%tva Octouir 1: 2012. licensees licensed under Chapter aSS, FS. must provide the Department MN an &r" addittS It supply personal address, pleasee provbeit* Department lh a addresS which can be made available to the pubic. To determine mine Ito Yoareu a net wish to be U'ped are you you i licensee ofwish to nder Chapter aSS. F.S., pease dick hens . Product Approval Accepts: 0®®® Crc ItWE https://www.floridabuildi ng.orglprlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei ... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CUP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS s I CENTER OF GRAVITY ASSUMED TO ACT AT THE GeOMEMC CENTER OF THE OMECHANICALUNIT. MECHANICAL UNIT MUST BE y ( SQUARE OR RECTANGULAR, X w NO IRREGULAR SHAPES. N 1 IE N y R 1i HOST STRUCTURE DESIGN BY OTHERS. SEE DESI SCHCOULES POR ALLOWABLE SUBSTRATES i 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERI IFICATION, TIP. 1 L * CENTER OF SEE DESIGN(/ r SCHEOULE FOR GRAVITY ' H/ MAXIMUM SURFACE AREA AND DESIGN I PRESSURE, PRESSU0.E, TYP, STEEL TIE -DOWN CLIPS. SEE DETAIL L13 d 213 I 1.2 FOR CUP INFORMATION, I 1 TYP. i ePe3NFU(- :6 3, Ma)c TIP. MECHANICAL UNIT 1 TIE -DOWN ISOMETRIC r TYPE Of CUP ARID NUMBER OF CUPS 1- . 1•.0• ISOMETRIC PEA CORNER WILL VARY PER1R CONNECTION TYPES CI -CA ON SNE.°T 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE MAXIMUMRMINETHEALLOWABLEFIONHEIGHT, 01, FOR _ NECWWICAL URR THAT COMGIVEN THE POULOWING EXAMPLE LFORNS TO THED1 NSIONNE USEDRESTRICTIOTO NS AND DESIGN CRITERIA LISTED HEREIN. SEESNE SPE 3FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIOER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA. Vult. ITO MPH• EXPOSURE TT AB' TALL X 4r DEEP : 46' WIDE, 100 LA (WEIGHT AS VEA)FIED 6Y OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1)•11' CLV AT EACH CORNEA OF UNIT (TOTAL OF (A) CUPS) PROCEDURE STEP RESULT 1 DETERMINE THE CONNECTION TYPE MSCO ON THE DIAGRAM ON 5HEEI Z CONNECTION 3 THIS INSTALLATION IS INTENDED FOR A VVR.370 MMH, EXPOSURE'W. THIS DESIGN Z DETERMINE WMIC.H DESIGN SCHEDULE TABLETO VSE CRITERIA CORRESPONDS TO TABLE S 3 DETERMINE LARGEST FACE AREA OT MECHANICAL UNIT TO BE INSTALLED AB'FAB"• 16FT• THIS UNIT HELM OF As- IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 4P, NOT& TNLS PRODUCT APPROVAL ALLOWS INC UN3T TO DATXSTALLED ON TOP CHECK MAILINUM UNIT HEIGHT RESTIUCRON OF AN A/C STAND INAT 99 A MAXIMUM 30- TALL IF AM 41CSTAND IS IRILIII9, CNECL TO SEE THAT THE S/M0 DOTS NOT EXCEED ID• IN NlIOM S CNEOt MnIMYM UNIT WI61H RESTRTR 1 IN S H AVOWABLE WIOTM TER TANMSSTHANTHISUNITMAYBeINSTALLEDATROOFHEIGHTS1E55THANOREQUALTOISFT. HIS INSTALLEDADDITIONALLY, THIS UNITMAY OC INSTALLED ON gOOF•TOP HEIGNIS GREATER 5 DEiERNTNE ME ALLOWABLE ROOF -TOP HEIGHT OF THE INSTALLATION THAN TAR AND LESS THAN 100 FT. SEC (7 ON TABLE S FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS pRQDUCr NAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE BUILDING CO0E FOR Use WITHIN AND OUTSIDE THE HIGH VELOCITY NVRRIdNE THE INDICATED INGTECALCULATETEROO:*P MIS4TSOORSIoERs SQ F.LOSew=MN2 s.I"I FOR ROOF TOP HEIGHTS (M) 560 FT AND SECTION 293 FOR ROOF TOP MOGNTS (I0>60 FT B SECTION 29.4.1 FOR INSTALLATIONS AT GRACE (GG?,PP.•3.10 WITMIM THE WVAKM ALL,;,,,g,. l.90 OUTSIDE THE MVHZ,(GG t.S FOA ALL LOCATIONS (ODNCURREIM- 6TMEA DESIGN VARIABLES ARE III A ANCE REIN AM 7.10 CAFMAS 76 29. THE HEIGHTS LISTED IN ME DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30- TALL A/C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE OtSEGN SCMEDULM GENERAL NOTES: 1 THIS PRODUCT HAS BEEN DPSIGHED AND SMALL Be FABRICATED IN ACCORDANCE WITH THE REQNREMENIS Of THE FLORIDA BUILDING CODE A ASCE T•LO THIS PRODUCT PAY IyyLY ftl IR V?C r(LT 7• Ot'a'• L Z X w G L W DoBE USED WIDEN AND OUTSIDE THE NIGH VELOCITY HURRICANE ZONE, 2. NO 33-LI3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM' Is BASED ON CLLe%T PROV;DED M%OOUCT AND DIE SHEETS TROM TEST J 3 DESIGN REPORTS PiELA19761B7A, • BY ievnm : EVALUATION LABORATORIES, INC. NO SUBSTTMIOIIS WITHH APPROVAL BY THIS ENGINEER SMALL BE z 0- 4 PERMITTED. A. MAXIMUM B MINIMUM DIMENSIONS AND NINIMUM WEIGHT OF MECHANICAL UNIT SMALL J z 2 CONFORMTO SPEOFICATIONS STATED HCREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACL TONNAGE, ETC) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS a z AHD ARE THE EXPRESS RESPONS161LITY Of THE CONTRACTOR. O d K S. FASTENERS TO 0E PIZ X %" OR GREATEN SAE LADE 5 UNLESS NOTED OTHERWISE TAPCONS REFERRED TO HEREIN SHALL BE RW BUILOEX BRAND, CARBON STEEL ONLY, SEE ANC40R SCHEDULE FOR ANCHOR Q y n INSTALLED TO3000ES; MITI CONCRETE. REQUIPEME.YTS. All FASTENM SMALL HAVE APPROPRIATE CORROSION PROTLC"'C" 111CAAA z 6. AL STEEL CUPS SHALL BE ASTM A293 STEEL (GRADE O) WITH h•33 RSI OR BETTER. tX CC C 7 ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED W 0. COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION, G.9D•RATEDMATING V REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, z HI ALL CONCRETE SMALL BE STRUCTURAL CONCRETE A' COIN THICK AMO SMALL HAVE a MINIMUM COMPRESSIVESTRENGTHOF3000PSI, UNLESS NOTED OTHERWISE IS RESPONSIBLE TO INSULATE ALL NEMiERS FROM DISSIMILAR z 9. THE CONTRACTOR MATERIALS TO PREVfNTELECTROLYSIS 9. ELECTRICAL GROLD10, LVME!I REQUiREO, TO BE 0•S/GIED 6 INSTLLLED BY OTHERS. m 10, THE ADEOLIACY OFAl11'EXISTING S-RLICTVRE TO VOTHSIAND SUPERIMPOSED LOADS SMALLS$ VERIFIED BT THE ONSTIE OEStOlI MO".SS1O.4AL AND IS NOT t=UDED IN THIS CERTIFICATION. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL AFFIRMATIONS 11. THE SYSTEM DETAILEDTIFICATIONS HEREIN GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE MR SITE CONDITIONS DRFEIREM FROM TIE CONDITIDNS DETAILEO A ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE HEREIN, LICEASEOSPECIFICOOCTI. ENTS FOR USE IN CON/UNCTION WITH THIS DOCUMENT. 12. WATER - TIGHTNESS OF EXISTING MOST SUBSTRATE SHALL BE THE FULL RLSPORSIBILIT' Y C .} Of THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY CEMOVEO C iE OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICAT04 A40 INSTALLAT1,011 OF STRUCTURE PROPOSED HERE14- THIS ENGINEER SMALL "OT BE' RESPONSIGLE FOR WATERPROOFING TR as M ILEM1P WATER-IGHTNBtULESPONSIBRTTYOfTHEINSTALLING13. FORM EXPPLANATON OF EXPOSURE CATEGORIES T141T ACCOMPANY THE VOL WIND 11 'SIR SPEEDS USED IN THIS APPROVAL, SEE SECTION 24.7.3 OF Asa 7.10. 1 B. p 15-2378 ft t V1 .-. SG'1'J uV1170M1 Oy1 V, y0 x x t i Z 1• CUPS , TVP. '/ `• - . s I 3• MA • ` 1 1• CUPS r MAX r MAX apt\` ` { . _``I\O~ ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE OESC4PTCON 0411610 CARBON STEEL ITW BUILOEX TAPCON, CONCRETE-. 2Y.• FULL EMECO TO THICK HIM, CO"Clty E. 3i(- NIN. 3000 PSI KIN.) EDGE DISTANCE. 31:• MIN. SPACING TO ART ADJACENT ANCHOIL t)-.IA SAE GRADE S ALUMINUM' S..'NETAL SCREW TO 0.]]S'MIN. ALUMINUM, PROVIDES) THICK. 6061•T6THI6061'M) PITCHES MIN. PAST K. THREAD PANE STEEL• 1)•P14SAEGRAOE5 O.1ZS' PUN. SHEET METAL SCREW TO THICK, 33 KSI SMM PROVIDE (S) MIN. STEEL) PITCHES MIN. PAST THREAD PLANE 2" CLIPS SUSMAf! t)•51 t6.0 CARBON SQE:• ITW RUN DEX TAECO•'C-, L'IXLCRETE: 3Y.- FULL EMBED TO 'S, 6' fM10f MIN. ICI ETE. 311' MIN. l000 PSI TanJ EDGE OISTAINX ILA.• MIN. SPACING TO ANT ADJACENT ANCHOR. 2)--l1 SAE GRADE S ALUMINUM: SHEET METAL SCREWS TOALUMI M: AWNINUM, PROy0.' (SI T1NC<, 606t-16 PITCHES NIN- EAST MIN, AWMINum) THREAD MANE STEEL: 2)•.14 SAE GRADE S 0.1Z5•VIN. SHEET METAL SCREWS TO THICC, 33 KS*, STEED PROVIDE (51 NIN, SIEEO PITCHES MIN. PAST THREAD PLANE 11P. 1. EMSEONENT AND LOGE 0L5TAACE EKQUOES FINTSNES, IF APFUCABIA L . • 2 ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE. CONNECTION TYPE C 1 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MEMANICAL UNIT. C1 CONNECTION TYPE C2 1• CLIP - VTIUZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER UNIT I - CUP -UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (S) PER UNIT 4 uNITrnoTH 6' MAX i 6• MAX CUP OFFSET t `y .. - , •.` 1- N i _ CUP OFFSET CUP PAIR SPACING -I y y 1 •I ' 3' TYP MECHANICAL y V Ji CLIP -CUP UNIT PER SPACING SEPARATE i CERTIFICATION rMRx.i r CUPS ,• NO ., TY, r CLIPS y MAX UTILIZE (6) CUPS EA SIDE t ` r - , M. Of UNIT FOR A TOTAL OF S) PER UNIT H 33 MA% P. / TYP. Vp'' p 3 Tw C3 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE 8 CLIP DETAIL 2• cups - UTILIZE (l I AT EACH CORNEx FOt A TOTAL OF L43 PER UNIT C4 N.T.S. PUN VIEW 2• CUBS - UTILIZE (2) 4T EACH CORNER FOR A TOTACOF L? H.Ea urtr 3 THIS DETAIL NAY BE VSCO AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNERION TYPES THAT UTILIZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (9) CUPS PER UNIT. oq( Z NWQ44 cc GWa n UyI p' q n 9 0, a!2 G zi wid s a E m u 15- 2378 FOR ANY CUP LONGER THAN 10' 0 l7 UFIL:ZE (S}o12 SAE GRADE S SHEET METAL SCREWS, TYP. v 0.068' THICK ASTM OJ93 ISTEEL. T19. IgIpI 7n 3)-132 SAE GRADE 5 SHEET METAL SCREWS F00. CUPS UP TO 5' R j LONG. URUZE (S)-Al2 L777 SHEET METAL SCREWS FOR CUPS LONGER THAN S', TV. IIIQ KID HOLE, WITH uANCHORFROMI' CUP ANCHOR 0.75' SOICOULE. TYP. OTHERolMEnsloNs SIMILAR) i 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC 0. jr 0.072' OR B. THICK AA ASTMIII v STH1 A28) IYI STEEL. TYP. /p n O , E b 3)-t12 SAE GRADE $ SHEET METAL SCREWS FOR CUPS P LONG. IZE ( 4)-A 12 SHEET AL SCREWS FOR HTYP. S LONGER THAN A•. Y,' D HOLES, NOT TO BE USED FOR ANCHORS. TYP. FACTORY - MIMEO Y.'0 HOLIES; y0-S0, UTILIZE ( 1) OR(21 ANCHORS •• FROM 2' CLIP ANCHOR SCHEDULE. TYP. o. so• 2 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063•TB MIN. ALUMINUM SHEET WITH Ftye30 KSL 0.125 MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fy.33KSI MIN. STEEL, GRADE 33, 22GA MIN. (t-0.02W). 0. 068• THICK ASTM A2B3 STEEL CUP, TYP. BASE OF UNIT SHALL BE FLUSH WITH WE OF CLIP, NO SPACE PERMITTED, TVP. 3)- 812 SAE GRADE 5 SHEET tETAL-SCREWS FOR CLIPS UP TO 5' LONG. UTILIZE (5)-P 17 SHEET METAL SCREWS FOR CUPS LONGER THAN 5'. PROVIDE (5) PITCHES WIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDVLE i SUBSTRATE PER f ANCHOR SC14EDULE W! i" , ( VARIES) 1" TIE - DOWN CLIP 3 ANCHOR DETAIL 3 7 . L•-0' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, IYP. MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-TS MIN. ALUMINUM SHEET WITH Ry.301LSL 0.L2S' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fyv33KSl MIN. STEEL. GRADE 33, 22GA MIN. 0-0.02W). 0.072' OR 0.113' THICK ASTM A203 STEEL CUP, TyP. BASE OF UNIT SHALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED. TYP. 3)-F LZ SAE GRADE 5 SHEET METAL SCREWS FOR CUPS A' LONG. UTIUZE ( 4)-P 12 SHEET METAL SCREWS FOR CUPS LONGER THAN A'. PROVIDE (S) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. L) OR ( 2)ANCHORS PER ANCHOR 3!B• SCHEDULE SUBSTRATE PER 1 :: ANCHOR 5CMEOULE VARIES) 2" TIE - DOWN CLIP 4 ANCHOR DETAIL 3 3• 1•-0' DETAILCLIP IS DESIGNEDFORFULLCONTACTWITH THE BASE OF EACi MECHANICAL UNIT, TYP. TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY R STRUCTURE IN THE HIGH VELOCITY NUr.RICANE ZONE-) ALLOWABLE ROOF -TOP WEIGHT (H) TIE-OOWN CONFIGURATION TYPE MAXIMUM I SURFACEAREAOF UNIT 1 UNIT Cl ' R Cl CA 1 UNIT'S LARGEST I HEIGHT I WIDTH I FACE 1 6FP y_ 124-MAX( 1 12-MIN I MIA ATGAADE AiGRACE •+ H520Drr I 9FP 3J-MAX 15-MIN n/A - ATGRADE ATGKAOE -L H66OFF ATGMDE--*- H f•2COF Hs3OFT W92011fT 1462D7iT ATGRADE WS<0 FT ATGRADE 6FT' I9 FT' . « MAX , 24- MIN NIA Af GII!DiATGRADE _- W S 16O FT IJ FTC N/A AT GMOE AT_GKAOE_ W S <O R LSFY` MIA ATGRAOE MIA ATGRAOE i 20 FT' —_ - - - t --J H/A AT GRADE N/A I AT GRACE 25 Fp WA ' ATGRADE IUA _tT GM 6o MAX; ae• MIN SOFT' WA N/A WA AfGRAOE 36 FT' 4 NIA I M) A. WA AT GRADE I THIS TABLE IS PERMISSIBLE TO RE UWO WITHIN THE HVNZ WHICH CONTAINS BROWARO AND MIAMFOADS COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPUCAIKUTY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, TABLE 3 : Vult= 170 MPH, EXPOSURE C FOR USE WAIN A RISK CATEGORY R STRUCTURE-1 ALLOWABLE ROOFTOP HEIGNT( H) TIE-OOWN CONFIGURATION TYPE MAXMUM SURFACE AREA Of UNIT UNIT Cl C2 C3 CA U`1R'SLARGEST WEIGHT WIDTH FACE l GFT' I24-MAX 12-MIN N/A H5200 Fr AT .GO ii< HADE FT, HSZOO FT 9 FT' 32- MAXI L$- MINI MIA I H S 1S rT 60 FT <H 5 200 FT AT GRADE H S 20D FT GRADE H5200 FT WS ZOO FT H5200 FT , 60 FAT ATGRAOE 1 H1200FT HSAOfT r fT< HSZ00 FZ HS20O FT 6Ff' 9 FT' 4r MAX. 24'MIN NIA HS 21DO FF AT GRADE 60R< Wf10 if NSiOD FT 12rT' MIA AI GRADE N/ A Hf200R 1 60FT<H5200FT 15 FTI I M/A AT GRADE MIA H s 200 FT 2OF-• l N/ A ATGRAOE MIA HS200FT 25 FT' NM M/A H N/A 5 30 FT GOFT<Ms20_OFT J WMAX AW MIN t•- 30R' NIA FJ/ A ATGKAD6 MIA i60 ifcWS160 iTr 35 Fr'- . N/ A - _. NIA. —`—.- NIA ATGRAOE AS AM EXAMPLE. THIS TABLE U PEM1MISSISLE T 0 BE USEOWITHIN PALM BEACH COUNrv. CHEOCWITH UXAI AUTHORITY HAVING LUR601CTION FOR THE APPUCABIUrY OF THISTABLE WITHIN CERTAIN FLORIDA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WAIN A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY NURRICA.NE ZONE-) f;A)iM%RW SURFACE AREA OF UNIT UNIT Cl 1 C2 C3 C< UNr1 WCOT HEIGHT ; WIDTH FACE 6 FF' MA 7( 1 12- MVI • N/A I AT GRADE AT GRADE N S lIFFl 1 9FT' 3Z-MAX 1S-MIN 1 N/A ATTGRAOE N/A Hf30 FT 4 FT, I -TAT GRADE HSIOOFT AT GRAM HSIOOFT MIA -. HSIS FT ATGRAOE 149700 FT 9Fr 43 MAX 24- MIN N/A ATGRADE ATGAAOI 14160FT MIA GRAN _• H_A__ Al GRaOE 16 FT' ATN/ A _ ATGMD! M/ AAT GRADE 2020 FT' NIA ATGRADE NJAaTGRAOE 2S F7* ft/A• HIAAT GRADE30FT' • GT MAX IB- MIN •---•- I I N/4 - N/A N/ NJA ATGFUOE y6 {• j+- FUA MIA ATGMOE THIS fAB1E IS PERMISSIBLE N/A TO RE USED WITHIN THE HVNZ WHICH CONTAINS BROWARD AND MIAM,I.OADE COUNTIES. CHECK WFTW LOCAL AUTHORITY HAVING JURISOICMN FOR THE APPUCABIUTY OF 1`415 TABLE WITHIN CERTAIN TLORIOA COUNTIES. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE 'I MAXIMUM SURFACE AREA OF UTOT UNIT Cl UNIT'S LARGEST HEIGHT WIDTH AVOWABLE ROOFTOP HEIGHT (NI Y TIE40OWN CONFIGURATION TYPE C2 Cl CA 6 FT' 12A- MAX 12- MIN NIA ( H S ZOO FT AT GRADE H S 200 FT 60FI<HSSOFT . SIFT, 32- MAX IS" MIN N/A AT GRADE 6OrT<H520OFT, MIA H 1200 FT A Ff' AT GRADE H S 200 FT M 5 200 FF H 5 200 FT 60 FT 5 WO FT 6 FT- NIA H520pfT H515 FT 60 FT< HS200FT H5200Ff 9FT- 46'MAX 24' MR NIA HSI5FT 6OFI4HSZOOFT AT GRADE H12OO FT 12 FT- MIA AT GRACE Isocr <H f 12ort< NIA H s 20P FT 16 Fr' NIA NIA N/A H S EO Fr 60 FT<HSiMFi LOFT' I 1. _ .. NIA ATGAADE N/A 60 FT <H5100 FT SSZ 25 FPMIA N/A .• NIA AT GRADE 6o FT < H S Zoo rT 60' MAX 4r MIN AT GRADE 30 FT- MIA N/A N/A NIA 60 Fi< HI IOC FT 36 FT' NIA NIA AT GRADE AS AN EXAMPLE, THIS TABU: 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHEJ. NIT" LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITMN CERTAIN FLOR13A COUNTIES, 15-2378 4 TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY 11 STRUCTURE-) I AIEOWAM POOF-TO HEIGHT M TIE -GOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl I Q I C3 CIUNIT'SIARGEST HEIGHT WIDTH 1 FACE 6 FT' 1 ZC MAX HSLSFTIYMINI60FT14SL20 FF Hf 200 FT H5200FT HS200R 9R' 32-MAX IV MIN ATGAA0f i Hf200 FT NSzoo FT NSZOD FT AFT' I HS200FT H1200FT HSNOFT HS200 FT 6R' 6OR<H SS 200 1 Nf200FT NS20oR HS200R I 9R• I AS'MAX 2A-MIN Ij ATGRADE ) 60 HS200FT HSIOOR Hs200 FF I FF<H5WFT HSZOOFF12FF' ' I AT GRADE T HIMFF 60R<NS T 16 FF, 1 WA Ns200R HSISR 6pFl<HSIOOFF HS200R 60HS15RN/A I A HSMFT HS200FT 25 R' N/A I H 540 FF ATGRADE H S I00 FT_ i N1D-MAX 6oR<HszooR 6o_R<NseoR a6-MIN --- .. --, 30 FF' N/A i NissRssR ATGRADE N520pR GO FT <Nf 160R 36 FT' I WA I ATGMOE ATGRADE N5200R TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE-1 AILOWASEE ROOFTOP HEIGHT(14) nff.MWN CONNGNRATION TYPE MAXIMUM SURFACEAREAOF UNIT UNIT CI I C2 C3 I cez*-i 1 UNIT'SLARGEST HEIGHT WIDTH I FACE i 6Fr I24-MAX 12-MIN ATGRADE Hs200FT I N1200FT I NS200 X04b 9FT' 3T MAX 1S MINI N/A I Hf2oofT I10 FI<Hf200R NfI00FF I OFT' Hs200R H5200R Hs200R Hs200R t 6 FT3 I 1 ATGRADE 60R<NS180PT H5200FT N3200FT I H5200R HS200Fl IZOO NS Zoo FT9FT' 4r MAX 2A-MIN) ATGRAOE 60 FT<N FT 12 FT' N/A NS200fT ATGRAOE160R<NSI40R H5ZO0FF I 16 FT' I N/A HS1SR 60R< H5200R AT GRADE H i Z00 FT1 20 R' ---- - I N/A- _ HS30R 60R< HS200R AT GRADE Hf200R r _ I ISFF' 1 N/A AT GRADE GOR< Nf1AOFT AT GRADE H5ZOO R MW I-. -.. 30 FT' T i N/A I- ATGRADE WA H5ZOO FT 36 R' _ J) _ i N/ A—^ ATGRADE WA - r,6R<Hs200R' TABLE7 : Vult= 140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE-) AELOWASEE ROOF FOP HEIGHT [H) I- TIE-0OWN CONFIGURATION TYPE MAXIMUM ' SURFACE AREA OF UNIT UNIT CI C2 C3 UNITS LARGEST HEIGHT WIDTH FACE_ I 6FF t2A-MAX( 12-MIN WA Hf200F7 Hf30FT 60R<Hs200 FT 9 FT c 32' MAX IV MIN N/A H f 200 R AT GRADE - 60R < H SIAO FT AFT, Hs200FF Hf200FF R fO<N5200R 4HSAT GRADE6FT' Ns100R H5200FT 9FT' Ar MAX 24'MINWA I Hs200R HS1SR 60R<Hf100R 12 FT' WA Hs4OR AT GRADE 60R< HA100FF GOR<H S50FT t6FI' WA AT GRADE N/A 6DR<Hf200FT c 20 FT' AT GRADE ATGRADE 60R<H S ZOOFTWAATGRADEWA2SFT' 60R< HSSOR W-MAX AS'MIN 30 R' N/A N/A WA. AS AN EXAMPLE, THESE TA61ES ARE PERMI590U3 TO IE USED WITHIN SREVARD COUNTY.CH.ECK WITH LOGE AUTHORITY HAVING JURISDICTION WTIWA N/A N/A HIR THE APPLICASIUTY OF THIS TASTE WITHIN CERTAIN FLORIDA COUNFIES CI i HSZOOR i Hs20DFT H1200FT I H s 200 FT Hs200FT 1 H5200FT Hs I00 FT Hf NOR HSIOOR I Hi4oR I iFT< H5200R AT GRADE iR<HS 200R, AI: 15-2378 m P • E • •T ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRE580 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 EVALUATION 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 with,#SFM017.61-88 test standards per test report(s) #TEL 01970387A and #TEL 01970387B by Test, " AWASAI oratories, Inc. STRUCTURAL ENGINEERING CALCULATIONS RasedLn9 eer's Seal Valid f6T 4649_21Structuralengineeringcalculationshavebeenpreparedwhich a9es!W• evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 44 2. Maximum Allowable Unit Height 3. Minimum Unit Weight Frankr ' 4. Maximum Allowable Unit Surface Area PE004 t895 llllll 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 W W W. ENGEXP. CON ENGINEERING r—.hrl=SSA 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 127H AVENUE *106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM v Parcel ID Number: ;I-0 — 30 — 5710 — A "o -- o81s 0 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. vy County of Seminole. GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 8952 P9 1456 (1Pas) CLERK'S Y 2017071231 RECORDED 07/13/2017 ":07:4:: PM RECORDING FEES $10.00 RECORDED BY hdevore 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 S Y' Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book / Page -10-1t of the public records of Seminole County, Flo.rida. Addresses : 4,33E OC44 6% 1,X , 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, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 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 L U YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 5 7 V 11. Date Signed : 13 / 1 Signature of Owner's Agent: 46e= 4! s' hn Asa Wright Taylor Morrison of Florida I . y G r Sworn to and subscribed before me this by John Asa Wright who is nally known to me. ` — pTc V.aAON q' Notary Public DA Clark Cm My commission expires: 6/27/19 yvusuc @\@a;'- Serial No. FF 209108 N ry nature: to al01i, AND- Verification pursuant to Section 92.525, Florida Statutes. Under penalties of perjury, I declare that'fhave read the foregoing and that the facts stated in it are true to the best of my knowledge and belief. V. C5 Q. V Q. om 0 Job Addre Parcel ID: Type of W CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: a 13-b Documented Construction Value: $ }' z'W r—jyy YP',/R ra o Historic District: Yes No 1 I_Sie?i V-6,4 00V Residential Commercial eration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Title: Property Owner Information / Name r Phone: / Street: Resident of property? City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: „(7701941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Name: Street: City, St, Zip: Bonding Company: Address: Fax: (770) 941-9522 State License No.: CFC1426562 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tunics, and air conditioners, etc. FBC 105.3 Sball be inscribed with the date or application and the code is effect as or flint date: 5i1, 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 )CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructi and zoning. Signature of Owner/Agent Date Signature ofConi ctor/Agent Print Owner/Agent's Name Signature of Notary -Slate of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Contractor/Agent is Personally Known to Me or Produced ID Type of 1D 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 APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30.2015 Permit Application I CITY OF SANFORD BUILDING & FIRE PREVENTION D PERMIT APPLICATION Application No: 1-7"zLW Documented Construction Value: S 1o2m Job Address: V U '—(rC1 I.J Historic Distric Yes No U Parcel ID: Residential [Commercial Type of Work: New Addition Alteration Repair Demo C,hange of Use Move Description of Rork: I 1j' 1 Plan Review Contact Person: Phone: Name Street: City, State Zip: r Title: Fax: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name O' i Phone: E-7- 7 qn n 1 { l_ Street: 1 Fax: 00%,7 S I City, State Zip: ' State License No.: ECJ, M 7 ( ) v Name: Street: City, St, Zip: Bonding Company: Address: Arch itectlEngineer Information Phone: Fax: E-mail: _ Mortgage Lender: Address: WARNING TO ON17NER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT INYOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. LF 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 %vith the date of application and the code in effect as of that date: 5i0 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application R N 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 1CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Ouner/Agent Date Signature of Contractor ent Date Print Owner/Agent's Name Print ontra t r/A nt' '`ame X,(Q (b Signature of Notary -State of Florida Date Sigma to of florida Date ii'' • STEPHANIE RALLO commission # FF 175017 A Expires November 9, 2018 0.+- ardMt rimIm"=SWX5.709 Owner/Agent is Personally Kno m to Me or Contractor/Agent is Personally Known to Me or Produced l) Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONTLY 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 APPROVALS: ZONING: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised; June 30, 2015 Permit Application Cock 6J3 IT Z I 5c> UNIVERSAL UES Project No: 90110. 1008.0000 Workorder No: 328120-28120-1 ENGINEERING SCIENCES Report Date: 10/24/2017 Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Materials Testing - Threshold Inspection01BuildingCodeAdministration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Residential House Pa ,Lot 88 Material: Native Reference Datum: 0 = Bottom of Foundation Footing Hand Auger Borings: Location of Auger Borings: Northeast Corner Was Building Pad Staked: N Depth of Waterable Below Grade: 5.00 Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 5.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N UES Technician Tristin Kegler Date Tested 09/29/2017 Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor 0-5', Brown to Gray Silty Sand 1J 1_ZTFii7i >ti IfT-19 t1It Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture N Field Dry Density pcf) Field Moisture N Soil Compaction Pass or Fail 1 Footing at West Side of Pad 0-1 ft 105.4 11.8 110.0 10.9 Pass 2 Footing at North Side of Pad 1-2 ft 105.4 11.8 110.1 9.7 104 Pass 3 Footing at East Side of Pad 1-2 ft 105.4 11.8 109.3 9.4 104 Pass 4 Southwest Corner of Pad (TOF) 1-2 ft 105.4 11.8 111.0 6.4 105 Pass 5 Northeast Corner of Pad (TOF) 2-3 ft 105.4 11.8 102.5 13.4 97 Pass Remarks: TOF (0 = Top of Fill) 433 Rocky Grove Lane u To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 ri-2,00 DESCRIPTION AS FURNISHED: Lot 88, 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. LOT 87 43.28' PC) O O O o C'Q 00 5.00' 5.00' Tc\y1Qo YTO QQO PROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS r'-- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 23.9' PROPOSED GRADE PER CONSTRUCTION PLAN 24.80' THORNBROOK PHASE 1 PLAT BOOK 79, PAGES 3-7) S 00010'44" E 50.00' 24.80' LOT 88 28.87' 25.20'2 — — — — — — — — — - L 10' U77L. ESMT. e.e.)•S DOD 10' 44" E 50.00' ROCKY CROVE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W BUILDING SETBACKS, FRONT - 25' REAR = 15' SIDE = 5.0' SIDE CORNER - 10' 5.00' to O cr) O 00 5,00' LOT 89 LV I 6,000 5V. Fr. LIVING 2.055 SO.Fr. GARAGE 460 SOFT. ENTRY 47 SO F1 LANAI 176 SOrT. BREEZEWAY- N/A SOFT. DRIVEWAY 403 SO.r7. A/C PAD 12 SOFT. WALKWAY 37 SO.Fr. IMPERVIOUS = 53.2 x 3,190 SOFT. SOD 2 810 SO. FT. QFF LOT A CAL U IONS: R/W 550 SOFT. APRON 110 SOFT. SIDEWALK 250 SOFT. SOD 191) SO Fr. PROPOSED INFORMATION SHOWN AREA 6,550 SOFT. BASED ON SUPPLIED PLAN DRIVEWAY = 513 SOFT. AND/OR INSTRUCTIONS PER SIDEWALK 287 SO.F7. CLIENT(NOT FIELD VERIFIED) SOD 3.000 SORT. CRUIS'LTNMLTYLTR-SCOTT UG ASSOC, INC. - LAND S'URVLTYORS LCGCND - LEGEND - P PLAT PdL. POINT 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r FIELD TYP. ON LIIC TYPICAL HOLES: II+. IRON PIPE PR C. POINT or REVERSE CURVATURE I. THE UNDERSIGNED DOES HEREBY CVMFY TINT THIS SURVEY MEETS THE STANDARDS Or PRACTICE SET FORM BY THE FLORIN 8WO OFP. IRON ROD CG ItlIHT O' COMPOUND CURVATURE PROrESWRAL SURVEYORS AND MAPPERS IN CHAPTER W-17 FLORILIA ADMINSTRAMT CODE PURSUANT M SECTION 472.027. FLORIN SIATULS C.M.CO[RC ri I.P ITE MONUMENT LLB 4594 RAP, RADIALNON -RADIAL Z UNLESS EMOOSSEO WIN SURIEYOR'S SIGNATURE AND OR094. RAISED SCAL THIS SURVEY MAP OR COPIES ARE Nor VAUD. RCC. RCCUVCRCD RECOVEREDE VP VITNCSS POINT J. DOS SURWY WAS PRCPARKO FROM TIRE WMRMATpH FURNISHED 10 ME SVRVrW. INERC WY BC On1ER RESTRICTIONS P.R9. POINT OF CACALL. CALCUUTCD OR EASDKEMS AFFECT THIS PROPERTY. P.00. POINT OF COMMCNCCNCNT COMMENCEMENT RM CRMAI(NT REFERENCE MONUMENT 4. NO WMLROROIII/D WpppKMCMS HAVE O[M LOCATED UNLESS OTHERWISE SHOWN. ID M I CCHICRLINC Fr. FINISHED FLOOR LLCVATIO4 5. MS SURVEY 6 PREPARED FOR ME SOLE BEHEFI OF THOSE CERTIFIED TO AND SHOULD HOT BE RETJED UPON BY ANY OTHER ENTITY. IYD NAIL L DISK IS)- litN WILDING SCTRACK LINE JIKINISI e, o/MEl15/DN5 SHOWN FOR TNC LOUnON or WPIMVENCMS HEREON SHOULD HOT BE USED TD RCCDwSTR1/CT 80WMUIY LINES. P/vESMESMT. RIG.EASE -Or-VArUSCMCNT D•B. 9AS[ KARING1 7. 00"ICS, ARE BISCD ASSUUM DATUM AND ON TILE LINE SHOWN AS WE &CARING (DO.) DRAINAGE 0. ELEVA1pN$; IF SHOWN. ARC UASCD ON NATM7HAL GEODETIC DATUM OF 1929. UNLESS On/FRNTSC NOTED. UT,L.. VTIL. UTILITY D. CERTIFICATE OF AUTHORIZATION No. 4590. CLFC. CNAIN LINK rDICC vD.r6 C/D VDOD rCMCC CONCRCTC DLUCK SCALE I I• — r•• 20' DRAWN BY: PC, P.T. OEM OIMT Of CVRVAiIIRC POINT Of TNIGENCY DCSCRIPTIUN 9 CERTIFlF.D BY: MTE 1 cc iuwTll PLOT PLAN 02-28-17 793-T7 D DELIA REVISED PLOT PLAN 05-J1-17 CL'.tl. CIIORD LIIORD BEARING NORTH REVISED PLOT PLAN OB-02-17 rORLIBOARD FOUNDAnoN/ELEVS. 09-2I-17 4167-17 F141S BUILDING/PROPERTY DOES NOT LIE WITHIN •-- — ---- R INE ESTABLISHED 100 YEAR FIOOD PLANE AS PER FIRM' TO GRUSEN EVER. R.L.S. / 4714 ZONE X' MAP I 12117C 0055 F. JAMES W. SCOTT R.LS 1 4801 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $-lJ _ r Job Address: L! C' v)J 1 historic District: Yes Nog Parcel ID: Residentiato Commercial Type of Work: Newi Addition Alteration Repair Demo Change of Use Move Description of Work:-tn [4-e— IkLc= LJii1y-IN,!t b3t' .r L Plan Review Contact Person:Ik- 11-- Title: 71 Phone: q01-5$543C0J Fax:%Ol- 3-385.3 Emai1:1 UG . LY. Cirnn Property Owner Information Name brymm Phone: nh_ Resident ofproperty?: Street• _ _ j -., AV0Gi f ' ,iCity, State Zip: I ' ._ _ ... ......... r' .font iefor Information 1 w n 4D-7- Sg5 -3oc hon: Street: O t<'.r. U Fax: L10"1- j City, State Zip• Sar\ State License No.:11- el -n3 a O Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application AV -4 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 ft deml 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 cupy 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 pertuit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at 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 ofNotary-State of Florida Date 5iggptGre of Contractor/Agent Tz6A k aga t Contractor/A ent's Name N Signature of No ry-State of Fli CHERYL 0 AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is _1cf7ersoitally 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: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application i tL'a1.4t42., /.Ip I IM) fear It- • 1 EOatfY. Y.le SIM1016 M4, . ua.4 snut/etaD l' w Ifttf/ YI'~t1 YOYt Q.A Ow DI• IVA Ow Q. _. rS,) ..11 n•rl.t.Rw.o.s/..Io D4. D+• D.e Dfr glum/ IWL' IY•G I IAIw•. RI+O f.SRm(OCiper• 1]14 M YMI _ _ r - I tNR S41RR YIW D.rr... I1. 111RIA wrrp4l.a r. Y 1rM4 tl IwG IYr q.W Iy16G,Y mrAS 1Y0\ 1tl sL11n 1.r Yr.. W UIIL I/Olf K ._ fv.rr. eQnl..r.+lta.nmecva• unn wr1 - w t\I,c 1011f01 wwr..b1L ILf'!i> wr0/Iliir.r OBI Y..I SU14 wK 22Aur Op 1111141oq utDlplpmQ\ a4n1) w Valr: Vr. io t,SA i/R]w 14"M r IJIs IYK 04h WwY YI)ri YGolillOul R.)n:] I.. r.r. 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Iwilnl I...wrrr.lr Grq[ M.r YUidW O.r Y'M.YI 14 a moon m.ew..Ir..ebl.GA?lwt•h - M- s., Wle 1 t- 801 Li I/ n/I.lu. u W RevisiA-d/ Response to Comments Yl • City of SanfordR Building & Fire Prevention Division OCT 2 5 2017 Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # / . 0- / - (- J Submittal Date IU/25/II Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building Fax: General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals SF it-o-r) RECORD COPY CBUCK Engineering SpEPClalty Structural Englneer"Q CBUCK, Inc. Certificate of Authorizotion #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 1ke\JJ!SJ0tA Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B J,ING SANFpFtO FPAR Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., 5EC6 Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 t- -, . r, BU V'' GENg No 31242 UJ 0,' STATE OF Z. F(OR1O .--- V r oiguaur Upwe by: umo L ludnci. F.E. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL ti: FL 16568.1 RI Date: 2 / 26 / 15 CBUCKEngineering Page rt No.: 15-104-MM2-St0RV-ER 14 Spegclal -tj Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK E:nglnL=L=rinq Page rt No.: 35Of MM2-StORV-ER 14 Specialty Structural Englneerinq CBUCK, Inc. Certificate of Authorization u8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Wolls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for aDDlication outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #1: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 1 of MM2-St0RV-ER_14 SpeKclalty Structural Engineerinq CBUCK, Inc. Certificote of Authorizotion #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 41, 61, 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : ##10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.2 RI Date: 2 / 26 / 15 CBUCK EngineeringN RepoPage rt No.: 55-104-MM2-StORV-ER_14 of 7 ISpecialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o. c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC Sth Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 C.BUCK Engineering P g port No.: 165-2 MM2-StORV-ER 14 of 7 Spxlalty Structural EngirkEnwInq CBUCK, Inc. Certificote of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. i Profile Drawings 5-1/2" 12„ 18-1 /4" I 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 26568.1 RI Date: 2 / 26 / 15 C,BUCK Engineering Page Report No.: 15-104-MM2-StORV-ER 14 Spxlalhj Structural Encglnemering CBUCK, Inc. Certificate of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7' o.c. 1 12" W' o.c. W' o.c. Typical, Maximum Nominal Lengths Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Typical Ridge Vent Assembly Isometric View (Not To Scale) J.i Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws DESCRIPTION AS FURNISHED: Lot 88, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. REC, 1/2- I.R. NO I.D. LOT 87 O— — — — 43.28'— — — — PC) REC. 112' I.R. NO I.D. THORNBROOK PHASE 1 PLAT BOOK 79, PAGES 3-7) S 00° 10' 44" E 50.00' 5' CONC. WALK 8.8.) S 00° 10' 44" E REC. 1/2- I.R. NO I.D. 5.00, 5.00, co 5.00' REC. 1/2- I.R. NO I.D. LOT 89 50. 00 , ON LOT AREA U TONS: h LOT - 6,000 LIVING - 2,055 SOFT. SOFT. 1 1 p GARAGE - 460 SO.FT. G ENTRY - 47 SO.FT. LANAI - 17s So.Fr. ROCKY GROVE LANE so:Fr. DRIVBREEWAY- 403 50' R/W) TRACT I PAD 12A/CWALKWAY SO.FT. UTILITY & ACCESS R/W WALKWAY 37 IMPERVIOUS- 53.2 SOFT. R 90110 SO.FT 4\pQph SOD - 2 SOFT. Q 1 N • RIWPROPOSEDSO.FT. FINISHED SPOT GRADE ELEVATION APRAPRON - 110110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK - 250 SOFT. PROPOSED DRAINAGE FLOW FROM - Y5' SOD - 190 SOFT. LOT GRADING TYPE A REAR - 15' PROPOSED INFORMATION SHOWN AREA -6,550 SO. FT. F. PROPOSED F. PER PLANS - 23.9' I; SIDE = 5.0' BASED ON SUPPLIEDPLAN DRIVEWAY - 513 SO. FT. SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK 287 SO.FT. PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT NOT FIELD VERIFIED SOD 0 SO.FT. CRUSENME'YE'R-SCOTT ASSOC, INC. - LAND SUR VE'YORS . LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r .PLAT aL • PONT a Lna NOTES cON1a. MR PIPE iRPOINT REVmsE CUNVARK 1. THE UNDOPSIG7RD DOES NOTES• COTIVY TMT DO SURVEY YEAS THE STANDARDS OF PRACW SET main 9Y THE nO lOA BOARD OF IR - Ow ROD P.C.C. • PRIM or COMPOUND C RV11TURC PROFESSIONAL SUAWVORS AND MAPPERS IN CHAPTER W-17 FLONDII AOMPUSTRAIOT CODE PURSUANT TO SECTION 472.027. II.OPoM STATUES CX • CONCRETE "PARENT RADA • RADIAL 2. UNLESS CURMEO WHIN SVRyrM S SKI NATURE AND OIOGWAL RMSm SM DOS SURVEY MAP OR OWIES NIE NW VAUD SCT LR. • 1/2' IR ./DLl 459i NR - ION-RADIALVITME RM. . RECOVERED P.• 001T J. THIS SURVEY as PROWO FROM TITLE P MAkIATIVIN /URNISlIm 10 PC SUMVEVOR. WERE MAY BE OTNIN RrSTIOCTOONS CALCULATE P.D.D. . POINTW BE6MNCE PAX • PERMA ATCD at. .POINT COtMC/t[NENT rRx • FD413MV REFER NOIAARM OR EASEMENTS TM4T Ar:ECT THIS PROP[R'IY. 4. NO UNDERGROUND MPROIQIENI3 H4V£ EIED! LOCATED UNLESS OTNDTWISE SHOWN. rr. - rD11S1ED R®t ELEVATIOI LILTVa iHR SURVEY 6 PREPATtED MR THE SOLE BDlDTT OF THOSE eDmrav 10 AND SMOUID NOT RE RFL[D UPON Or ANY OTHER ETRm. N& . MAIL t DISK DSL - BUILDING SCTRACK LINE a DMENVONS SNONN MR THE LOCATION OF MPROVDdDRS HEREON SHOULD NOT DE USED TO RECONSTRUCT 9OUN W LINES R/ V . RIONT-W-VAY Dx BENCHMARK CSNT. CASEMENT DJ. - BASE BEARING 7. BEARINGS. ARE BATED ASSUMED BAnW AND ON THE LINE SHOWN AS BASE BEAPoNO (DR) DRAIN. DRAINAGE a EIEVATp:!?, II SHM ARE W D ON NAT10NV. GEOOL7IC 114110 Or IRA. UNLESS OTHERWISE NOTED. UTIL• • UTILITY R. CERTYWATE Or AVNHORFZARON N& 4560. CLrC. • CHAIN LINK rETCE VDrr- • VOOD TLNCE C/ B • CONCRETE RACK SCALE H-- 1• - 20•--1: DRAWN BY: ••• I. C. - POINT Or CURVATURE P. T. • POINT OF TANGENCY CERTIFIED BY: DATE ORDER No. DESC. DESCRIPTION R • RADIUS L • ABC LENGTH PLOT PUN 02-28-17 783-17 D • DELIA REVISED PLOT PUN 05-31-17 C. S. - CHORD KARING NORTH REVISED PLOT PLAN 08-02-17 FORUBOARD FOUNDATION/ELEYS. 09-21-17 4167-17 FlNAL/ EIEYS. 01-JO-18 511-t8 THIS BURRING/PROPERTY DOES. NOT LIE WTHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' TOM RUSENM , R.L.S. / 4714 ZONE (• MAP / 12117C 0055 F. JAMES SCOTI, R.LS 1 480E