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456 Red Rose Ln 17-2109; NEW SFHParcellDNumber: al•I i^$0-510-fsOOO—IS10 Prepared By Kim Carter and Taylor Morrison Homes Return To: 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. 1111111111111111111111111111111111111111 GRANT MALOY SEMINOLE COUNTY CLERK. OF CIRCUIT COURT & COMPTROLLER SK, 8952 P9 1457 (1Pss) CLERK'S 2017071232 RECORDED 07/13/2017 04:07:45 P11 RECORDING FEES $10.00 RECORDED BY hdevore State of Florida. County of Seminole. 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. I . Description of property : LOT 161 Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book L( Page ]/jam of the public records of Seminole County, Florida. Addresses : T5& R.ew /lore— L.a m-4, 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 YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed T/,2,/? Signature of Owner's Agent: k hn Asa Wright Tay Morrison of Florida Sworn to and subscribed before me this by John Asa Wright who)s p6SWIly knpw1i to me. Notary Public DA Clark Pt7J`OFF ,Lp 9 My commission expires: 6/27/19 R0`'pe Serial No. FF 209108 Not r gnature: yPUsuc AND- 4-wreVerificationpursuanttoSection92.525, Florida Statutes. Under penalties of perjurythat 1 have read the foregoing and that the facts stated in it are true to the best of my knowledge and belie. ti r O N Coll 1 J 7 7 Cv E CITY OF SANFORDJUL122017BUILDING & FIRE PREVENTION BY:. PERMIT APPLICATION i Application No: 1 Z i Documented Construction Value: $ Lld- Job Address: 245ee ke d Rost La ky- San fv'r-vt Historic District: Yes No x Parcel ID: _. -19-30-510 -0000- 1Q 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use 0 Move Description of Work: LOT NUMBER: 161 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOLITHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 eIII-n-- I1 1I 11 • Phone: 407-629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOLITHHALL LANE # 200 City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: N/A Address: Fax: State License No.: CBC1257462 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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. 4 N 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: 5i6 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 construction and zoning. Signature fOwner/Agent Date Signatur96fContractor/Agent Date TAYLOR MORRISON OF FLORIDA INC JOHN ASA WRIGHT Print Owner/ AgeI]X Print Contractor/A Name 17 -1 1 Signature of N e of Florida Date Signa f Notary -State of Florida Date P MY COMMISSION 9 FF 209108 `;A • • °°4• D. A. CLARK EXPIRES: June 27, 2019 ** 5P"errsbVa0? MY COMMISSION t FF 209108 or f, Qe 9"M TAN swpat Noury Saaw EXPIRES: June27,2019 Owner/ Agent is yf& Personally Knowto Me or Contractor/Agent is ItdP b'O*NOVe or Produced ID N/A Type of ID Produced ID QUA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building N Electrical [g Mechanical [g Plumbing Gas Roof Construction Type: Flood Zone: k-5t2 AJ i4CHeF%) Total Sq Ft of Bldg: 3 2y 1 Min. Occupancy Load: 17 # of Stories: 2- va Occupancy Use: V5 New Construction: Electric - # of Amps /-<-O Plumbing - # of Fixtures Fire Sprinkler Permit: Yes[:] No W # of Heads APPROVALS: ZONING: 8 ZZi UTILITIES: ENGINEERING: IH k C- T7'5-t7 F[RE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. ZZ Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 5F tv• 3 - 0 Revised: June 30, 2015 Permit Application l i; t JUL 12 2017 l J i CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ l-7 z'l 0?6 9 l L/C. Job Address: 4549 ke d Hose, L A w_ SQ h fDv-10(- Historic District: Yes NoEA Parcel ED: _.-19-30-510-0000-1Q 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use 0 Move Description of Work: LOT NUMBER: 161 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information 11 '- 11 '- 11 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: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Address: 407- 257-6940 Mortgage Lender: N/A Address: M WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. 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 fownedAgent Date Signatu fContractor/Agent Date TAYLOR MORRISON OF FLORIDA INC JOHN ASA WRIGHT Print Owner/Agent's N e Print Contractor/A Name it Signature of N e of Florida Date Signa of Notary -State of Florida Date ru K P,•: « MY COMMISSIONtFF 209108 a4 ; ••• ;° D. A. CLARK EXPIRES: June V. 2019 #, l+ MY COMMISSION o FF 209108 d' 8r« Ccd iM Bvd t Noary SorlrAt EXPIRES: June 27. 2019156ersbVhAVliftlan'lole or F Owner/Agent is YPersonally Knowovnn to Me or Contractor/Agent is Produced ID N/A Type of ID Produced ID NO Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: J42 _.Zp/WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 20IS Permit 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: 456 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1510 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: Q New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OF CI US•E O LY 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 The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-2109 Reviewed by: Michael Cash, CFM Date: July 25, 2017 tl Application for Right -of -Way Use for Driveway, Walkway & Landscape F O R %D,,, Department of Planning 8 Development Services1877 - vwnv...nforditgov 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 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 Dearly identifying the size and 9M. location of the existing right—of-way and use shell be provided or application could be delayed. 7N&VB=1jW oT /5/ rcmCalleC8IIb belour. etorsrarats 1. Project Location/Address: `1 3 r -r-a KOS ' L4 KA.-I J Q k 2. Proposed Activity: Driveway 11 Walkway El Other: 3. Schedule of Work: Start Date G // tC oomplpletion Date Emergency Repairs 4. Brief Description of Work: i^ INPAVAY AM 416 a FA o Maintenance Responsibilities/Indemnification The Requestor, and his sucoossors and assigns, shag 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 adlaoent thereto. Requestor may, with written City authorization, remove said installatioMmprovement fully restoring the right -(way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right -(-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-t-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, rile a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law. Requestor agrees to defend, indemnity, and hold harnless the City, its counatpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgment, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the cost and expenses incident thereto (including costs of defense, settlement, and reasonable anomaly'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-fway. I have read and understand the above statement and by signing this application I agree to its berths. 1 hereby understand and agree to pay all city fees related to this application as required by the cWs adopted Fee Resolution. Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.6080. Ext. S401 24 hours in advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: a. Pr.mo.r wiu ROW Us. Odvwmy.pdr 0. SCPA Parcel View: 21-19-30-510-0000-1510 http://parceidetaii.scpaf .orgIParcel Detai I In fo.aspx?PI D--2119305100... c v Property Card Parcel: 21-19-30.510-0000-1510 Owner. TAYLOR MORRISON OF FL INC rc..+oaaoou+r. raora Property Address: 456 RED ROSE LN SANFORD. FL 32771 Parcel Information Parcel 21-19-30-510-0000-1510 Owner TAYLOR MORRISON OF FL INC Property Address 456 RED ROSE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name jHORNBROOKE PHASE 4 Tex District S1-SANFORD OOR Use Code 00-VACANT RESIDENTIAL Exemptions a MR3Sr-lN 152 14 33.94 r(o 0A 0151 150 149 148 h 04 ON 85.37 83.34 61.60 1 40 Seminole County GIS " Legal Description LOT 151 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Value Summary 2017 Working 2016 Certified Values Values Valuation Method CostfMarket CosUMarket Number of Buildings 0 0 Depreciated Bldg Value 0 Depreciated EXFT Value 0 Land Value (Market) 26,050 0 Land Value Ag 0 JustlMarket Value •• 26,050 0 Portability Adj 0 Save Our Homes Adj 0 0 Amendment 1 Adj 12,784 0 P&G Adj 0 0 Assessed Value 13,266 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 13,266 0 13.266 Schools 26,050 0 26,050 City Sanford 13,266 0 13.266 SJWM(Saint Johns Water Management) 13.266 0 13.266 County Bonds 13.266 0 13.266 Sales -- --- - - ---- -- - - - - - Description Dam Book Page Amount Qualified Vac/Imp No Sales fled Comparable Sales Land I Building Information Permits Method Frontage Depth Units units Price Land Value LOT 1 26.050.00 $26.050 1 of 2 7/12/17, 10:20 AM LIMITED POWER OF ATTORNEY DATE: I EREBY NAME AND APPOINT: Daphne Clark, Gustav Botes, Jennifer White, KarenMcAdams, Alison Perrotti, Anthony PerrotH EACH AN AGENT OF: TAYLOR MORRISON TO BE MY LAWFUL ATTORNEY IN FACT TO ACT FOR ME AND APPLY TO THE BUILDING DEPARTMENT OF: 5&y3 FOgxN FOR A BUILDING PERMIT FOR WORK TO BE PERFORMED AT LOT NUMBER : !0 SUBDIVISION: -tIkoe p— lbe0( XTc;;- ADDRESS: 41S 0 f-a Rv e. L4 Kz, SQ s1 1i PARCEL ID : !I - I q - 30- . d 0000 - 1 s I 0 AND TO SIGN MY NAME AND DO ALL THINGS THAT ARE NECESSARY TO THIS APPOINTMENT. JOHN ASA WRIGHT NAME OF CONTRACTOR.) SIGUffURE OF CONTRACTOR. STATE CERT. # CBC 1257462 CONTRACTOR'S STATE REGISTRATION NUMBER.) The foregoing instrument was acknowledged before me this: DATE: '7-1a-0 BY: JOHN ASA WRIGHT Who is personally known to me and did not take an oath. STATE OF FLORIDA COUNTY OF ORANGE. NAME: IGmberly Carter My Commission # FF22 My Commission Expires NOTARY: SIG 9021 917/2O19 4TURE0FW NOTARY SEAL c Y CA er7. o • o. 6FF2201 REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 11- 2101 Address: W!5(. Zt D RASt BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 rywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final P,bTJq.B1Nc FERWbT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final L I I MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 151ThornbrookeDarlingtonAGRSE Street: Y j gad gest t & w Builder Name- Taylor Morrison Permit Office: s hrv BU/ 2 City, State, Zip: FL. Sgrµsf/' aQ( 37 i Permit Number: SgN oROwner: Jurisdiction. 1 0 2 1 O 9 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone Z) 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sgft.) Insulation rea 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft' 3 Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 It' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1509.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft' 6. Conditioned floor area above grade (ft') 2582 b. Knee Wall (Vented) R=30.0 27.00 ft' Conditioned floor area below grade (ft') 0 c. 11. Ducts R= fl' R ft' 7. Windows(368.3 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 296.26 W b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit b. Central Unit 25. 2 SEER:16.00 25. 2 SEER:16.00 c. U-Factor: N/A fP SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.429 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 ft' 15. Credits Pstat Glass/ Floor Area: 0.143 Total Proposed Modified Loads: 70.85 PASS Total Baseline Loads: 76.77 1 hereby certify that the plans and specifications covered by Review of the plans and Q vIE ST Athis calculation are in compliance with the Florida Energy specifications covered by this Code. - calculation indicates compliance 4t- with the Florida Energy Code. ff,,,,` PREPARED BY: _cJ`!T'^"^ Before construction is completed v DATE: _ -- 6/26/_1.7_ _-__--__-- - _-__-- this building will be inspected for a 0 U compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. N CDD withtheFloridaEnergyCode.Al,- 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/ 26/2017 8.23 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 151ThornbrookeDarlington Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlalBook- Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO_INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 ills 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infill0 Finished Cooled Healed 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor ills 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor -__ ____ 13 ft' 19 0 0 1 2 Slab On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft' 0.49 0 0.51 3 Floor Over Other Space 2nd Floor ____ 1102 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ft' Medium 085 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCCJ 1 Full attic Vented 300 1480 ft' N N 6/26/2017 8:23 AM EnergyGaugeO USA - FlaRes2014 Section R405 4 1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft' 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft' 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Omt To Wall_Type-__ Space R _Value__R In Ft_ In__Area-R-Value_EracGon_Absor._Grade%_ 1 SW Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 f12 0 0.23 0.6 0 2 SW Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft' 0 0 0.6 0 3 S Exterior Concrete Block - In( Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 4 SE Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 W 0 0.23 0.6 0 5 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 W 0 0 0.6 0 6 NE Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 7 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 8 NW Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 023 0.6 0 9 NW Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft' 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft= 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Fl In 1 Wood 1st Floor None 25 2 7 6 8 17.2 ft' WINDOWS Orientation shown is the entered, Proposed orientation Wall Overhang y Omt ID Frame Panes NFRC _ U-Factor S_ HGC Area Depth Separation Int Shade Screening 1 SW 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft0 in Drapes/blinds None 2 SW 1 Vinyl Low-E Double Yes 0.34 0.31 15 0 ft° 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 SW 2 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft' 1 ft0 in 11 ft8 in Drapes/blinds None 4 SW 2 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 S 3 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft' 9 ft 6 in 0 ft 4 in None None 6 SE 4 Vinyl Low-E Double Yes 034 0.31 30.0 ft2 1 It 0 in 1 ft0 in Drapes/blinds None 7 NE 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft= 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 NE 7 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft' 1 ft0 in 11 ft8 in Drapes/blinds None 9 NW 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft0 in Drapes/blinds None 10 NW 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 NW 9 Vinyl Low-E Double Yes 0.34 0.31 58.6 f12 1 0 0 in 11 ft 8 in Drapes/blinds None 12 NW 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 10 ft 8 in 0 ft 0 in None None 6/26/2017 8.23 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 MejZ T,IZZ,ror-lKeii[! GARAGE Floor Area Ceding Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 W 455 W 64 ft 8 It 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 19732 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.5 21.8 kBtu/hr 1 HSPF:8.5 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBlu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SelPnl Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name None None Collector Storage System Model # Collector Model # Area Volume fl' FEF DUCTS 1 2 Supply ---- Location R-Value Area Attic 6 293.4 ft Attic 6 223 ft' Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF Attic 73 35 ft Default Leakage 2nd Floor (Default) (Default) 2nd Floor 55.75 ft Default Leakage 2nd Floor (Default) (Default) HVAC # Heat Cool 1 1 2 2 6/26/2017 8:23 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Programable Thermostat. Y Cooling Jan Feb j_ 1 Mar Heatin Jan X]] Feb Mar A rPrVenlinJanFeb x X Mar Apr Thermostat Schedule. HERS 2006 Reference Schedule Type 1 2 Cooling (WD) AM 78 78 80 80 Cooling (WEH) AM 78 78 PM 78 78 Heating (WD) AM 66 66 68 68 Heating (WEH) AM 66 66 PM 68 68 TEMPERATURES Ceiling Fans: 1]Ma X Jun Jul Au Se Nov Dec1MayIJunJulrlAugIXISepIXIWOctOctNovHDec 1] May Jun Jul Aug Sep Oct Nov Dec Hours 3 4 5 6 7 8 9 10 11 12 78 78 78 78 78 78 80 80 80 80 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 66 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 6/26/2017 8 23 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 92 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 (ft2) 7. Windows" Description a. U-Factor: ON, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Faclor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft2 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area NO a. Under Attic (Vented) R=30.0 1482.00 ft2 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 c. N/A R= fl' Area 296.26 ft2 11. Ducts R f12 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 b. Sup: Attic, Ret• 2nd Floor, AH: 2nd Floor 6 223 72.00 ft2 12. Cooling systems kBtu/hr Efficiency fl' a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= ft2 13 Heating systems kBtu/hr Efficiency a. Electric Heat Pump 21.8 HSPF:8.50 3.429 ft b. Electric Heat Pump 21.8 HSPF:8.50 0.312 Area 14. Hot water systems 1467.00 ft2 a. Electric Cap: 50 gallons EF: 0.95 1102.00 ft2 b. Conservation features 13.00 ft2 None 15 Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: G& Date: 7 !a 17 Address of New Home: (65o &0( P,154 LJ pf- City/FL Zip: 3,* k iW 31/ VHE STgl 0 O a° I 4EO 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/ 26/2017 8:23 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL —AIR Manual S Compliance Report tluarolo • am catttunuttate a h u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2666 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 18519 Btuh Outdoor design WB: 76.3°F Latent gain: 2627 Btuh Indoor design DB: 75.0°F Total gain: 21145 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Job: Lot151ThornbrookeDarli... Date: 6/4/2014 By: FJF Entering coil DB: 75.6°F Entering coil WB: 62.7°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230•++TDR Actual airflow: 840 cfm Sensible capacity: 19106 Btuh 103% of load Latent capacity: 3402 Btuh 130% of load Total capacity: 22508 Btuh 106% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 18583 Btuh Entering coil DB: 69.4°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230•++TDR Actual airflow: 840 cfm Output capacity: 22387 Btuh 120% of load Capacity balance: 37 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 91% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C wri htsoft` 2017-Jun-26 08:26 16 9 Right-Suile® Universal 2017 17 0.16 RSU24011 Page 1 ICX'A...nglonAGRSE\Loll51ThornbrookeDarlingionAGRSE.rup Calc = MJ8 House laces SE DEL --AIR Manual S Compliance Report ammo- M °mm MM1140 ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 17302 Btuh Latent gain: 2925 Btuh Total gain: 20227 Btuh Estimated airflow: 840 cfm Job: Lot 151Thorn brookeDarli... Date: 6/4/2014 By: FJF Entering coil DB: 78.0°F Entering coil WB: 63.9°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17660 Btuh 102% of load Latent capacity: 3305 Btuh 113% of load Total capacity: 20965 Btuh 104% of load SHR: 84% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13589 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 870/6 of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. C wri htsoft` 2017-Jun-26 08:26:16 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 XICA . ngionAGASE\Lot151Thombrooke0adinglonAGRSE rup Calc - MJ8 House laces SE DEL --AIR Component Constructions Job: Lot 151ThornbrookeDarli... P Date: 6/4/2014 II MO-AMSONOrr>otmlo Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 COOISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax. 407.333.3853 web WWW DEL-AIR.COM Project• • For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 ft Latitude: 280N Outdoor: Heating Dry bulb (OF) 42 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 (M) Method 76 Construction quality 7.5 Fireplaces Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain 112 BahNr-'F ht-'FIStuh Stuh/M atuh Stuh/hr BWh Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16' o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int Irish 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" gypsum board int Irish Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" wood firm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (5 ft window ht, 1 ft sep.); 6.67 it head ht 2A-2ov• 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 11.67 If sep.); 6.67 it head ht 10C-v: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31), 9.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 it head ht 2A-2ov. 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3 ft window hl, 1 it sep.); 6.67 it head ht ne 461 0.091 13.0 2.58 1186 2.34 1079 se 240 0.091 13.0 2.58 618 2.34 562 sw 470 0.091 13.0 2.58 1209 2.34 1100 nw 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 ne 470 0.201 0 5.69 2671 4.35 2044 se 51 0.201 ' 0 5.69 292 4.35 223 s 23 0.201 0 5.69 130 4.35 99 sw 470 0.201 0 5.69 2675 4.35 2046 nw 150 0.201 0 5.69 851 4.35 651 all 1164 0.201 0 5.69 6619 4.35 5064 nw 30 0.032 30.0 0.91 27 2.38 71 227 0.091 13.0 2.58 583 1.44 327 ne 30 0.340 0 9.62 289 22.9 687 se 30 0.340 0 9.62 289 21.9 656 sw 15 0.340 0 9.62 144 21.9 328 nw 30 0.340 0 9.62 289 22.9 687 nw 40 0.340 0 9.62 385 22.9 915 all 145 0.340 0 9.62 1395 22.6 3273 ne 39 0.340 0 9.62 374 22.9 889 nw 58 0.340 0 9.62 561 22.9 1334 all 97 0.340 0 9.62 935 22.9 2223 s 23 0.340 0 9.62 225 8.71 203 sw 6 0.340 0 9.62 58 20.8 125 wri htsoft' 2017-Jun-26 08 26.16 14MA= 9 Right -Suite® Universal 2017 17.0.t6 RSU24011 page I ngionAGRSE\Loll5lThornbrooke0arlingionAGRSE rup Calc - MJ8 House laces: SE 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, sw 5 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3.17 It window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, sw 19 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" nw 72 0.580 0 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 A overhang (8 ft window ht, 0 It sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 17 0.390 0 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 gypsum board int fnsh Floors 20P-191: Flr floor, firm Ilr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 i4C . + WrightSOW Right -Suite® Universal 2017 17 0 16 ASU24011 ngionAGRSE\Lot151Tho(nb(ookeDartingionAGRSE (up Calc = MJ8 House faces: SE 9.62 48 23.5 118 9.62 185 23.5 453 16.4 1182 32.0 2302 11.0 190 12.0 207 0.91 1343 1.74 2574 1.41 18 0.71 9 28.0 4140 0 0 2017-Jun-26 08:26:16 Page 2 1' DEL -AIR Component Constructions HOMO - AM e0HOn10tmt0 ahV 1 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 Job: Lot 151ThornbrookeDarli... Date: 6/4/2014 By: FJF Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft2 eNh/II -F ft:.-Rauh Bah/V Bah a1uh/II2 Bah Walls 13A-2ocs. Blk wall, stucco ext, r-2 exl bd ins, 8" thk, 1/2" gypsum ne 470 0.201 0 5.69 2671 4.35 2044 board int fnsh se 51 0.201 0 5.69 292 4.35 223 s 23 0.201 0 5.69 130 4.35 99 sw 470 0.201 0 5.69 2675 4.35 2046 nw 150 0.201 0 5.69 851 4.35 651 all 1164 0.201 0 5.69 6619 4.35 5064 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" nw 30 0.032 30.0 0.91 27 2.38 71 gypsum board in[ fnsh Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 227 0.091 13.0 2.58 583 1.44 327 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, ne 39 0.340 0 9.62 374 22.9 889 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It nw, 58 0.340 0 9.62 561 22.9 1334 overhang (6.3 ft window ht, 11.67 ft sep.), 6.67 ft head ht all 97 0.340 0 9.62 935 22.9 2223 IOC-v: 2 glazing, Or low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 23 0.340 0 9.62 225 8.71 203 1/8" thk; NFRC rated (SHGC=0.31); 9.5 It overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, sw 5 0.340 0 9.62 48 23.5 118 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 it window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, sw 19 0.340 0 9.62 185 23.5 453 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.), 6.67 ft head ht 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" nw 72 0.580 0 16.4 1182 32.0 2302 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 it sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 17 0.390 0 11.0 190 12.0 207 C Wrl fIYSOfC` 2017-Jun-2608:2616 9 Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 3 nglonAGRSE\Lo1151ThornbrookeDarlinglonAGRSE.rup Calc a MJ8 House laces, SE Ceilings 168-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 13 0.032 30.0 0.91 12 1.74 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 23 c wri htsoft` 2017•Jun•26 08:26.16 9 R,gh1•Sude® Universal 2017 17.0.16 RSU24011 page 4 nglonAGRSE\Lot1SlThornbrookeUarlinglonAGRSE.rup Cale a MJS House laces: SE DEL --AIR Component Constructions ttralnta • IN c0em11011nta a h u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot 151Thorn brookeDarli... Date: 6/4/2014 By: FJF Location: Orlando Intl AP, FL, US Elevation: 95 ft Latitude: 280N Outdoor: Heating Cooling Dry bulb (OF) 42 93 Daily range (OF) - 17 (M) Wet bulb (OF) - 76 Wind speed (mph) 15.0 7.5 Indoor: Heating Indoor temperature (OF) 70 Design TO (OF) 28 Relative humidity (%) 30 Moisture difference (gr/lb) 1.5 Infiltration: Method Simplified Construction quality Average Fireplaces 0 Cooling 75 18 50 46. 4 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain M 81uh/kl!F h •FMWh BWh/M BWh SWh/1P BWh Walls 12C- Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int ne 461 0.091 13.0 2.58 1186 2.34 1079 Irish, 2"x4" wood firm, 16" o.c. stud se 240 0.091 13.0 2.58 618 2.34 562 sw 470 0.091 13.0 2.58 1209 2.34 1100 nw 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A- 2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, ne 30 0.340 0 9.62 289 22.9 687 1/ 8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft se 30 0.340 0 9.62 289 21.9 656 overhang ( 5 ft window ht, 1 It sep.); 6.67 ft head ht sw 15 0.340 0 9.62 144 21.9 328 nw 30 0.340 0 9.62 289 22.9 687 nw 40 0.340 0 9.62 385 22.9 915 all 145 0.340 0 9.62 1395 22.6 3273 2A- 2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, Or innr, 1/4" gap, sw 6 0.340 0 9.62 58 20.8 125 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang ( 3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 168- 30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil Ins, 1/2" 1469 0.032 30.0 0.91 1331 1.74 2551 gypsum board int fnsh Floors 2013- 191: Flr floor, frm llr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 c wri htsoft' 2017-Jun-26 08 26:16 9 Right-Suite®Universal 2017 17.0.16 RSU24011 Page 5 MCA ... ngionAGRSE\LoI15rThornbrookeDarlinglonAGRSE rup Calc a MJ8 House laces. SE DEL -AIR Pro ect Summar Job: Lot 151ThornbrookeDarli... i v Date: 6/4/2014 NUM0- =1 mG Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8116 LS 6/21/16 JA LS 10/27/16 JA Information LS 6/23/17 JABather: Orlando Intl AR FL, US Winter Design Conditions Outside db Inside db Design TD Summer Design Conditions 42 OF Outside db 70 OF Inside db 28 OF Design TD Daily range Relative humidity Moisture difference Heating Summary Structure 26187 Btuh Ducts 5986 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 32172 Btuh Simplified Average 0 Heating Cooling Area (ft2) 2582 2582 Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 184 94 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a 93 OF 75 OF 18 OF M 50 % 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 27376 Btuh Ducts 8445 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 BtuhEquipmentsensibleload35820 Latent Cooling Equipment Load Sizing Structure 4165 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 5551 Btuh Equipment total load 41372 Btuh Req. total capacity at 0.70 SHR 4.3 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency n/a Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-26 08:26:16 wrightsoft' Right -Suite® Universal 2017 17 0.16 RSU24011 Page 1 AC01%... ngionAGRSE\Lotl5tThornbrookeDarlinglonAGRSE rup Calc - MJ8 House laces: SE 1 DEL -AIR Project Summary Job: Lot151ThornbrookeDarli... 1 1 Date: 6/4/2014 KUMG • MR 001M IMIG ahu ' By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8116 LS 6/21/16 JA LS 10/27/16 JA Desicin Information LS 6/23/17 lA eat er: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 °F Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16894 Btuh Structure 16835 Btuh Ducts 1689 Btuh Ducts 1684 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 18583 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 18519 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2627 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh He 1t46g Cooling none) Area ft 2( f 7 1467 Equipment latent load 2627 Btuh Volume t3) 13715 13715 Air changes/hour 0.39 0.20 Equipment total load 21145 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.045 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 0.88 Capacity balance point = 37 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-26 08:26.16wrightsoft' Righl-Suile® Universal 2017 17 0 16 RSU24011 Page 2ACCAg nglonAGRSE\Lo1151Thornbrooke0ar1inglonAGRSE.rup Cak = MJ8 House laces. SE Project Summary Job: Lot 151Thorn brookeDarli... DEL -- AIR anu 2 Date: FJF 014 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone, 407.333.2665 Fax: 407.333.3853 Web, WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Design Information LS 6/23117,1A eater: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9293 Btuh Structure 10541 Btuh Ducts 4296 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13589 Btuh Use manufacturer's data y Ratelswing multiplier Equipment load 1. 00 17302 Btuh InfiltrationsensibleMethod Simplified Latent Cooling Equipment Load Sizing ConstructionqualityAverageFireplaces 0 Structure 1538 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Coolingg none) Area ( ft2 1115 1115 Equipment latent load 2925 Btuh Volume ( f13) 13223 13223 Air changes/hour 0.43 0.22 Equipment total load 20227 Stuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.9 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.049 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. htsoft 2017-Jun-26 08:26:16 wri9Right-Sude® Universal 2017 17 0 16 RSU24011 ACC Page 3 ngionAGRSF\ LotiSiThornbrookeDarlingionAGRSE.rup Calc = MJ8 House faces: SE JDEL-AIR nanm - am cmrunmmw Right- JO Worksheet Entire House DEL - AIR HEATING & AIR C9Fax 531 CODISCOWAY, SANFORD. FL 32771 hone: 407.333.2665 ax 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot 151ThornbrookeDarlingt... Date: 6/ 4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 316.9 It 9.2 11 2939.3 112 ahu 1 147.9 It 9.3 It 1470.0 ft2 Ty Construction number U- value Btuh/WP' F) Or HTM Btuhllt2) Area ( III or perimeter ( It) Load Btuh) Area ( I( 2) or perimeter ( It) Load Bluh) Heat Cod Gross N/P/S Heat cod Gross N/P/S Heat Cod 6 12C- Osw 2A-2ov 0.091 0.340 ne ne 2. 58 9.62 2.34 22.89 491 30 461 0 1186 289 1079 687 0 0 0 0 0 0 0 0 y/ 1- C 13A-2ocs 0.201 0.340 ne ne 5. 69 9.62 4.35 22.89 508 39 470 0 2671 374 2044 889 508 39 470 0 2671 374 2044 889 1t yl G W yV ll G 2A- 2ov 12C-Os 2A-2ov _. _ 13A-2ocs 13A-2ocs I0Gv 0. 091 0.340 0.201 se se_ se 2. 58 9.62 5 69 2.34 21.87. 4.35 270 30 240 8 618 289 562 656 223 99 203 0 0 51 0 0 51 0 0 0 0 51 46 23 51 292 130 225 292 130 225 223 99 203 0. 201 0,340 s s_ 5. 69 9.62 4.35 821 23 47. 46 23 23 47. v F- C C I-- G 12C-Osw 2A-2ov 2A-2ov 13A-2ocs 2A-2ov 2A-2ov 0.091 0.340 0 340 0.201 0.340 0.340 sw sw sw sw sw sw 2. 58 9.62 9 62 5.69 9.62 9.62 2.34 20.79 21.87 4.35 23.50 23.50 491 6 15 494 5 19 470 3 4 1209 58 144 1100 125 328 2046 118 453 0 0 0 0 0 0 0 0 0 0 0 0 470 0 0 2675 48 185 494 5 19 470 0 0 2675 48 185 2046 118 453 12C- Osw 2A-2ov 28.2( v 0.091 0.340 0.340 nw nw nw 2. 58 9.62 9.62 2.34 2289 22. 89 270 30 40 200 0 0 515 289 385 469 687 915 0 0 0 0 0 0 0 0 0 0 0 0 VI! 13A- 2ocs 2A-2ov 2A-2ovd 16A-30ad 0.201 0.340 0.580 nw nw nw 5. 69 9.62 16.41 4.35 22.89 31.98 280 58 72 150 0 0 851 561 1182 651 1334 2302 71 280 58 72 30 150 0 0 851 561 1182 651 1334 2302 W 0. 032 rnv 091 2.38 30 30 27 30 27 71 P 1- 0. 12C-Osw 11130 j68. 30ad 0.091 0.390 2.58 1I.04 1.44 11.99 1.74 244 1. 7. 227 17.. 583 190 327 207.. 244 t7 227 t7 583 190 12 327 207 23 0 C_ 0. 032 059 osss n_ 1483 1483 1343 2574 9 13 13 F 2QP- 19l 0.91 1.41 9.71 13 13 tg 0 0 0 F 226-- tol 27.G o_o0 147o 148 al40 0 1470 148 4149 0 6 c) AED excursion 1614 1179 Envelope loss/ gain 20476 21772 14W 12170 12 a) Infiltration b) Room ventilation 5711 0 1809 0 2748 0 870 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 2415 6 1380 2415 Subtotal ( lines 6 to 13) 1 26187 27376 16894 16835 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 23% 31% 0 0 0 26187 5986 0 0 0 27376 8445 10% 1 10% 0 0 0 16894 1689 0 0 0 16835 1684 Total room load Air required ( clm) 32172 1680 35820 1680 1 18583 840 18519 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017- Jun-26 08:26:16 1CA Right - Suite® Universal 2017 17.0.16 RSU24011 Page I ngionAGRSE\LoI151ThornbrookeDartingionAGRSE. rup Cale . MJ8 House laces: SE DEL --AIR rennin • = ollmrroimro Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone: 407.333.2665Fax: 407.333-3853 Web: WWW.DEL-AIR COM Job: Lot 151Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169. 0 It 9. 0 It 1469. 3 It2 Ty Construction number U• value Btuh/ lt2-•F) Or HTM Btuh/( t2) Area ( 119 or perimeter (It) Load B( uh) Area or perimeter Load Heat Cool Gross N/P/S Heat cod Gross N/P/S Heat Cool 6 12C-Osw 2A- 2ov 0. 091 0. 340 ne ne 2. 58 9 62 2. 34 22. 89 491 30 461 0 1186 289 1079 687 V) I VLC 13A- 2ocs 2A- 2ov 0. 201 0. 340 ne ne 5. 69 9. 62 4. 35 22. 89 0 0 0 0 0 0 0 0 11 12C-Osw 2A: 2ov 0. 091 0. 340 ne se_ se s 2. 58 9. 62 5_ 69 5. 69 2. 34 21. 87. 4. 35 4. 35 8. 7_1 2. 34 20. 79 21. 87 4. 35 23. 50 23. 50 270 30 0 240 8 0 618 289 562 6W W 13A_2o5s I3A• 2ocs 10C_ v 0 2010. 201 0. 340 0 0 0 0 0 0 F- G 1210- 0sw 2A- 2ov 2A- 2oy 13A• 2ocs 2A• 2ov 2A• 2ov 0. 091 0. 340 0_ 340 0. 201 0. 340 0. 340 s_ sw sw sw sw sw sw 9. 62 2. 58 9. 62 5> 62 5. 69 9. 62 9. 62 0- 0-0-0 491 6 15 0 0 0 470 3 4 1209 58 144 0 0 0 1100 125 328 0 0 0 0 0 0 t- G 12C- Osw 2A• 2ov 28• 21v 0. 091 0. 340 0. 340 nw, nw nw 2. 58 9. 62 9. 62 2. 34 22. 89 22. 89 270 30 40 200 0 0 515 289 385 469 687 915 y! 13A-2ocs 2A- 2ov 2A• 2ovd 0. 201 0. 340 0. 580 0. 032 door nw nw my 5. 69 9. 62 16. 41 0. 91 4. 35 22. 89 31. 98 2. 38 0 0 0 0 0 0 0 0 0 0 0 0 I-CC W 16A-30ad 0 0 0 0 P L- 0. C F 12C- OSw U D0 1613• 30ad MED_ i WWI, 0. 390 1L 2. 58 11. 04 091 1. 44 I. 1.99 1. 74 0 0 0 0 0 0 0 0 0. 032 1469 1469 1331 18 2551 OgSg 1.41 U.71 13 19 9 F 22A•td0_989 2799 OAO 0 0 0 0 6 c) AED excursion 435 Errvebpe loss/gain 6329 9602 12 a) Infiltration b) Room ventilation 10 2963 939 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 Subtotal ( lines 6 to 13) 9293 10541 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 1 46'/ 64% 0 0 0 9293 4296 0 0 0 10541 6761 Total room bad Air required (cfm) 13589 840 17302 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Jun-26 08 26 16 Right - Suds® Universal 2017 17.0 16 ASU24011 Page 2 ngtonAGRSE1Lot151ThornbrookeDarlingionAGRSE. rup Calc - MJ8 House faces, SE 1 DEL -AIR rearm - as mrmrmmm Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 COOISCO WAY, SANFORO, FL 32771 hone' 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot 151Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu I 147. 9 It 9. 3 It 1470. 0 I12 mslr rm 42. 0 It 9. 3 It heat/cool 17. 0 x 15.5 It 263. 5 It2 Ty Construction number U- value Btuh/ I12-•F) Or HTM at III Area ( 112) I or perimeter (11) Load Btuh) Area ( 112) or perimeter (It) load Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VN C 12C• Osw 2A• 2ov 0. 091 0. 340 ne ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 0 13A• 20cs 2A- 2ov 0. 201 0. 340 ne ne 5. 69 9. 62 4. 35 22_ 89 508 39 470 0 2671 374 2044 889 89 0 89 0 504 0 386 0 II G W yl 12C- Osw 2A- 2ov_ 0. 091 0. 340 0 201, se se_ se 0. 00 0. 00 5. 6 5. 69 9. 62 21( 0 0. 00 4. 35 0 0 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 13A-- 2ocs I0C_ v 51 292 223 0 0. 201 0. 340 s s- 4. 35 8. 71 0. 00 0. 00 0 QO 4. 35 23. 50 23. 50 46 23 23 47. 130 225 99 203 0 0 0 0- 0-0 0 0 Vjl C L-( Vjl L l 12C- Osw 2A- 2ov 26• 2ov 13A• 2ocs 2A- 2ov 2A- 2ov 0. 091 0. 340 0 3400. 201 0. 340 0. 340 sw sw sw sw sw sw 0. 00 0. 00 5: 00 5. 69 9. 62 962 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 690 0 0 494 5 19 470 0 0 2675 48 185 2046 118 453 159 0 0 159 0 0 902 0 0 12C- Osw 2A- 2ov 2B• 21v 0. 091 0. 340 0. 340 rrvv nw r1w 000 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A-20cs 2A- 2ov 2A- 2ovd __ 16A- 30ad 0. 201 0. 340 0. 580 0. 032 nw, r1w r1w rnv 5. 69 9. 62 16. 41 2. 91 435 22. 89 31. 98 2_ 38 280 58 72 150 0 0 851 561 I182 651 1334 2302 145 58 0 86 0 0 491 561 0 27 376 1334 0 71 W303027713030P 12C•Osw 11DO- 16B_30ad 20P1191 0. 091 0.390 2.58 11.04 0_9t OQQ 5. 99 1.44 11.99 1.74 244 1. 7. 227 11 583 190 327 207 0 0 0 0 0 0 C 0- 32 0_O5Q o.sa9 n- 13 13 12 23 0 0 0 0 0 0 F F 0_ 00 0_0o 0 Ia7o 0 9. 0 0 0 9 U 22n-td 148 4140 0 264 42 1176 0 6 c) AED excursion 1179 507 Envelope loss/ gain 14146 121701 3661 3364 12 a) Infiltration b) Room ventilation 2748 0 870 0 822 0 260 0 13 Internal gains. Occupants @ 230 Appliances/other 6 1380 2415 1 230 600 Subtotal ( lines 6 to 13) 16894 16835 4483 4454 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 10% 101/1 0 0 0 16894 1689 0 0 0 16835 1684 10% 10% 0 0 0 4483 448 0 0 0 4454 445 Total room load Air required ( cfm) 18583 840 18519 840 4931 223 4899 222 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4C A wrightsoft- 2017- Jun-2608-26-16 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 3 ngionAGRSE\LO115IThombrookeDaffingionAGRSE. rup Cak - MJ8 House laces: SE a DEL -AIR Right-JO Worksheet MAM-°"°'° ahu 1 DEL -AIR HEATING & AIR CPNDITIONIN 531 CODISCO WAY, SANFORD. FL 32771 hone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot 151Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mstr bth 12. 0 It 9. 3 It heat/cool 12. 0 x 8.0 It 96. 0 112 mSlr wic 0 11 9. 3 It heat/cool 6. 5 x 7.5 It 48. 8 f12 Ty Construction number U• value BlutVft2• F) Or HTM let fig Area ( fig or perimeter (11) Load 81uh) Area ( fly or perimeter (11) Load 81uh) Heat Cod I Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 Vj/ C 12C- Osw 2A• 2ov 13A- 2ocs 2A• 2ov 0. 091 0. 340 0. 201 0. 340 ne no no ne 0. 00 000 5. 69 9. 62 0. 00 0. 00 4. 35 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 Vf12C-Osw l 13A- 2ocs 0. 091 0. 340 0. 201 0. 201 se se_ se s 0. 00 0. 00 5. 69 5. 69 0. 00 0. 00 4. 35 0 0 0 0 0- 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A: 20v W yl C 13A- 2ocs 4.35 8. 7.1 0. 00 0. 00 000 4. 35 23. 50 23. 50 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 0 6 0 0 n 0 0 CGG 10C 12C- Osw 2A- 20v 2A- 2ov 13A- 20cs 2A- 2ov 2A- 2ov 0. 3.40 0. 091 0. 340 W_ sw 0. 201 0. 340 0. 340 s_ sw sw sw sw sw 9. 62 0. 00 0. 00 U: 00 5. 69 9. 62 9. 62 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 j/ F-- C 112 0 0 637 0 0 487 0 0 0 0 0 0 0 0 0 0 0 fGG' 12C- Osw 2A- 2ov 28• 21v 0. 091 0. 340 0. 340 nw nw nw 000 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4) I 13A-2ocs 2A- 20v 2A- 2ovd 16A- 30ad 0. 201 0. 340 0. 580 0. 032 nw nw nw rnv 5. 69 9. 62 16. 41 0. 91 4. 35 22. 89 31. 98 2. 38 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 1-(G W 0 0 0 P L- 0. 12C 05w t1 D0 0. 0911 0. 390 n_ 2. 58 11. 04 1. 44 11, 99 1. 74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CF 16830ad 2OP- 191 0_ l>32 o- g 0_ 0_ 91 0. 00- U_00 0 0 0 0_ 0 0 0 0 0 F 2L-a010>989 27.99 0_00 96 12 336 49 0 0 0 6 c) AED excursion 25 0 Envelope loss/gain 973 4621 0 0 12 a) Infiltration b) Room vermlaoon 218 0 69 0 0 0 0 0 13 Internal gains. Occupants @ 230 Appliances/ other 0 0 0 0 0 5 Subtotal ( lines 6 to 13) 1191 531 0 5 14 15 Less external load Less transfer Redistribution Subtotal Duct bads I109% 109% 1 0 0 0 n91 119 0 0 0 531 53 101/6 10% 0 0 0 0 0 0 0 0 5 0 Total room bad Air required (clm) 1310 59 584 26 0 0 5 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4G- Fk- wrightsoft- 2017-Jun•2608:26:16 Z` A Right-Suile® Universal 2017 17 0 16 RSU24011 Page 4 nglonAGRSE1Lot151ThornbrookeDarlingtonAGRSE rup Calc = MJ8 House faces: SE QDEL--AIRirtm11- rw ofxmnlamra Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 COOISCO WAY, SANFORO, FL 32771 hone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot 151ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mstr we 0 It 9.3 It heat/cool 5.5 x 3.5 If 19.3 f12 den 21.0 It 9.3 If heat/cool 1.0 x I46.5 It 146.5 It2 Ty Construction number U•value Btuh/Ilx•F) Or HTM letuh/It2) Area (Its or perimeter (11) Load Btuh) Area (III or perimeter (h) Load 81uh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W 12A Osw 2A•2ov 0.091 340 n e no 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 I yl G I3A•2ocs 2A-2ov 12C-0sw IM_2oc4 t3A-2ocs JOC_v 0.201 0.340 6- 91 0.340 0 201 0.201 0.340 ne ne se se_ se s s_ 5.69 9.62 0.00 O.00 5.69 5.69 9.62 4.35 22.89 0.00 0.00 a.35 4.35 8.7.1 0.00 0.00 0_00 4.35 23.50 23.50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 02A_2ov W O 0 0-0-0 0 0 51 0 51 0 292 0 0 223 6 0 0 0 0 0-0-0-0 0 0 0 0 0 Val 12C-0sw 2A-2ov 2A•20% 13A•2ocs 2A•2ov 2A-2ov 0.091 0.340 0340 0.201 0.340 0.340 sw sw sw sw sw sw 0.00 0.00 0_00 5.69 9.62 9.62 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 0 545 0 453 0 0 0 0 0 0 0 0 0 145 0 19 125 0 0 713 0 185 I--C G' 12C-Osw 2A•2ov 28-21v 0.091 0.340 0.340 nw nw, nw, 0.00 0.00 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y! I-!G 13A-2ocs 2A-2ov 2A-2ovd 16A-30ad 0.201 0.340 0.580 0 032 nw nw nw nw 5.69 9.62 16.41 091 4.35 22.89 31.98 2.38 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 W 0--- 0 0 6 6 0 0 P L0. 12C-0sw U0o 168_30ad 20P_19t 22A•IpI 0.091 0.390 2.58 11.04 0_91 1.44 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 O C 0_032 Q_.M n_ 0 0-0-0 0 0 0 0 0 0 F F U00 27.99 OAO o_O0 0 19 0 p 0 0 0 Q 0 0.989 0 0 0 147 21 588 0 6 c) AEO excursion 0 133 Envelope losstgain 0 0 1778 1354 12 a) Infiltration b) Room ventilation 0 0 0 0 382 0 121 0 13 Internal gains- Occupants @ 230 Appliances/other 0 0 5 0 0 0 Subtotal (lines 6 to 13) 0 5 2160 1475 14 15 Less external load Less transfer Redistribution Subtotal Ouct loads 10°/. IIN. 0 0 0 0 0 0 0 0 5 0 10/. 10*/. 0 0 0 2160 216 0 0 0 1475 148 Total room load Air required (c(m) 0 0 5 01 2376 107 1623 74 Calculations approved by ACCA to meet all requirements of Manual J 8th wEd. A- rightsoft' 2017-Jun-26 0 Right• Suite® Universal 2017 17.0.16 RSU24011 Page 5 nglonAGRSENLol151Thornbrooke0arlingtonAGRSE cup Cak a M.18 House faces SE J DEL-AIR lrmnm - as om rlmma Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407.333-2665 Fax: 407.333-3853 Web: WWW.DEL-AIR COM Job: Lott 51Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area util 4. 0 it 9. 3 It heal/cool 4. 0 x 11.5 11 46. 0 ft2 pwdr 4. 0 It 9. 3 It heat/cool 4. 0 x 11.5 it 46. 0 112 Ty Construction number U- value Bluh/ Wl *F) Or HTM 8( uldfl2) Area ( Il2) or perimeter (it) Load Btuh) Area ( III or perimeter (It) Load Stuh) Heat Cod Gross N/P/S Heat cod Gross N/P/S Heal Cod 6 VN I2C-Osw 2A• 2ov 0. 091 0. 340 se ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G 13A- 20cs 2A- 2ov 0. 201 0 340 ne ne 5. 69 9. 62 4. 35 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 y! L-( W Y_ G13A-2ocs 12C- Osw 2A: 20v_ _.. t3A- 20cs 0. 091 0. 340 0 201 se se_ se 0. 00 0. 00 5. 69 0. 00 0. 00 4 35 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. 201 0. 340 0. 091 0. 340 0. 340 0. 201 0. 340 0. 340 s s_ sw sw sw sw sw sw 5. 69 9. 62 0. 00 0. 00 000 5. 69 9. 62 9. 62 4. 35 8. 7.1 0. 00 0. 00 0OO 4. 35 23. 50 23. 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl C IOC_ v 12C- Osw 2A- 2ov 2A• 2ov 13A- 2ocs 2A- 2ov 2A- 2ov 0 0 0 0 0 0 0 0 0 0 0 0 162 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cv F-- C C 37 0 0 37 0 0 212 0 0 37 5 0 32 0 0 184 48 0 141 118 0 VjJ C f 12C- Osw 2A- 2ov 28. 21v 0. 091 0. 340 0. 340 nw nw my 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl t3A•2ocs 2A• 2ov 2A- 2ovd 16A- 30ad -- -- 0. 201 0. 340 0. 580 0 032 0. 091 0. 390 nw aw nw nw 5. 69 9. 62 16. 41 0. 91 4. 35 22. 89 31. 98 2. 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 0 P C F F 12C- Osw I. 1D0 __ 168- 30ad 20P- 191 22n- 10n_ 2. 58 11. 04 0. 91 1. 44 11. 99 1. 74 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0. 032 0. ___ o_ sss 0 0 00 0 0 0 0 0. 00 00 0 0-0-0 0 0 9 0 ass 000 4s 41120 4s 4 112. 0 6 c) AED excursion 36 38 Envelope losstgain 324 126 344 296 12 a) Infiltration b) Room ventilation 73 0 23 0 73 0 23 0 13 Internal gains Occupants @ 230 Appliances/ other 0 0 600 0 E417 0 0 Subtotal ( fines 6 to 13) 397 749 319 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 10°/a 10% 0 0 0 397 40 0 0 0 749 75 109% 1 10% 0 0 0 417 42 0 0 0 319 32 Total room load Air required (c(m) 437 20 824 37 458 21 351 16 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilghtsoft' 2017-Jun-26 08:26:16 4G A Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 6 nglonAGRSE\ Lot151ThornbrookeDaninglonAGRSE.rup Cale - MJ8 House laces: SE 1 DEL -AIR Nut=-= Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333-2665 fax. 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot151Thorn brookeDarlingt... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area family an 35. 0 It 9. 3 It heat/cool 20. 5 x 14.5 It 297. 3 f12 dining rm 10. 0 It 9. 3 It heat/cool 1. 0 x 210.0 it 210. 0 IR Ty Construction number U- value Btuldlt2-* F) Or HTM BtulVlt2) Area ( III or perimeter (it) Load Btuh) Area ( 112) or perimeter (It) Load Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 Val 1-_ G 12C- 0sw 2A- 2ov 0. 091 0. 340 ne ne 0. 00 0, 00 000 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl C 13A- 2ocs 2A- 2ov 0. 201 0. 340 ne no 5. 69 9. 62 4. 35 22. 89 191 0 191 0 1088 0 832 0 93 39 54 0 310 374 237 889 11 yl L- G..2A:2ov 12C- Osw 0.091 0. 340 se se_ 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0- 0-0 0 0 0 0 0 0 W 13A-2ocs 0.201 0. 201 0. 340 se s s_ 5. 69 5. 69 9. 62 4. 35 0 0 0 0 0 0 0 0 G C Vl 13A- 2ocs Ioc- 12C- Osw 2A- 2ov 2A- 2ov 13A- 2ocs 2A- 2ov 2A- 2ov 4. 35 8. 7.1 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 091 0. 340 0. 340 sw sw sw 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 201 0. 340 0. 340 sw sw sw 5. 69 9. 62 9. 62 4. 35 23. 50 23. 50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val 12C-0sw 2A- 20v 2B- 21v 0. 091 0. 340 0. 340 nw nw nw 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- C G 13A- 2ocs 2A- 2ov 2A- 2ovd 0. 201 0. 340 0. 580 nw nw nw 5. 69 9. 62 16. 41 4. 35 2289 31. 98 135 0 72 63 0 0 360 0 1182 275 0 2302 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 nw 0.91 2.38 0 0 0 0 0 0 0 0 P U. 12C- 0sw 1ID0 168. 30ad 0. 091 0. 390 2. 58 11. 0.40. 91 1. 44 I1. 99 1. 74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 0.032 n_ 0 0 0 0 0 0 0 F 2DE Rt 0 050 0. 989 QLQ4 0,Q0 0 0 0 0 0 0 0 0 F 22o•td 27.99 0_00 297 3s 980 0 2IQ 10 280 0 6 c) AED excursion 5101 181 Envelope loss/gain 3609 3920 963 1307 12 a) Infiltration b) Room ventilation 636 0 201 0 182 0 58 0 13 Internal gains: Occupants @ 230 Appliances/ other 4 920 0 1 230 0 Subtotal ( lines 6 to 13) 14246 5042 1145 1595 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 100/0 10% 0 0 0 4246 425 0 0 0 5042 504 109/0 10% 0 0 0 1145 115 0 0 0 1595 159 Total room bad Au required (clm) 4670 211 5546 252 1260 57 1754 80 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilghtsoft- 2017-Jun-26 08:26 16 AG A Right-SuileO Universal 2017 17.0.16 RSU24011 Page 7 ngtonAGRSBLot151ThornbrookeDarlinglonAGRSE. rup Calc = MJ8 House laces SE DEL --AIR mnm • sm omlmrlolmra Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 ax:407.333-3863 Web: WWW.DEL-AIR.COM Job: Lot 151ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area pantry 0 It 9.3 It heat/cool 6.0 x 3.5 It 21.0 Ilz kitchen 19.9 It 9.3 It heat/cool 1.0 x 275.8 It 275.8 ft2 Ty Construction number U-value Bluh/IIz'F) Or HTM BlulVll7) Area (ft2) or perimeter (II) Load atuh) Area (III or perimeter (II) Load Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VI L .G 12C•Osw 2A•2ov 0.091 0.340 se ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)I C 13A-2ocs 2A-2ov 0.201 0.340 ne ne 5.69 9.62 4.35 22.89 0 0 0 0 0 0 0 0 135 0 135 0 770 0 589 0 11 y/ 12C-Osw 2A_20v 13A•2ocs 13A-2ocs IOc_v 0.091 0.340 0.201 0.201 0.340 se se_ se s s_ 0.00 0.00 5.69 5.69 9.62 0.00 0.00 4.35 4.35 8.7.1 000 000 0.00 4.35 23.50 23.50 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 0 0 0 0 n 46 23 23 23 130 225 99 203 v l f fGG 12C-Osw 2A-2ov2A-2ov 13A•2ocs 2A•2ov 2A•2ov 0.091 0.340 o.340 0.201 0.340 0.340 sw sw sw sw sw sw 0.00 0.00 0.00 5.69 9.62 9.62 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 5 0 0 5 0 0 27 0 0 20 0 0 12C-Osw 2A-2ov 2B•21v 0.091 0.340 0.340 nw nw nw 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4)I 13A•2ocs 2A-2ov 2A-2ovd i6A-30ad 0.201 0.340 0.580 nw nw nw rnv 5.69 9.62 16.41 0.91 4.35 22.89 31.98 2.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0II----GG W 0.032 0 0 0 0 0 0 0 0 P L-0. 12C-Osw 1100 168.30ad 20E-19 0.091 0.390 2.58 11.04 0.91 1.44 11.99 1.74 0 0 0 0 0 0 0 0 0 244 17 227 17. 583 190 12 327 207_ 23 0 C F 0.032 0050 o_989 n_ 0 0 0 13 13 0.00 27.99_ 0.00 000 0 0 Q 0 0 0 0 F 22A•td 21 0 0 0 27s 20 557 0 6 c) AED excursion 0 127 Envelope loss/on 0 0 2494 1341 12 a) Infiltration b) Room ventilation 0 0 0 0 363 0 115 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 5 0 0 1200 Subtotal (lines 6 to 13) 01 5 2856 2656 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 10% 10% 0 0 0 0 0 0 0 0 5 0 10% 1 10% 0 0 0 2856 286 0 0 0 2656 266 Taal room bad Air required (cfm) 0 0 5 0 1 3142 142 2921 133 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 wvrightsoft- 2017-Jun-26 08:26:16 cA Right•Suue® Universal 2017 17.0 16 RSU24011 Page 8 ngionAGRSE\Lo115tThornbrooke0aningionAGRSE rup Calc = MJ8 House laces: SE QDEL--AIRHUMo • nM 1UI IIMMIY Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot151Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169. 0 it 9. 0 It 1469 3 ft2 rm 2 39. 5 It 90 It heat/cool 14. 5 x 15.5 It 224. 8 ft2 Ty Construction number U- value Bluh/ IIMF) Or HTM 81uh/ 111 Area ( Ilv) or perimeter (h) Load 81uh) Area ( III or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VN C 12C• 0sw 2A• 2ov 0. 091 0. 340 ne ne 2. 58 9. 62 234 22. 89 491 30 461 0 1186 289 1079 687 86 0 86 0 220 0 200 0 yl G 13A• 2ocs 2A- 2ov 0. 201 0 340 ne no 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2Ae2ov__ W v 12C. Osw 0.091 0. 340 0. 201 0. 201 0. 340 se se_ se s s_ 2. 58 9. 62 000 0. 000.00 0. 00 2. 34 21. 87. 0. 00 0. 00 270 30 240 8 618 289 562 656 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs 13A• 2ocs10C 0 0 0 0 0 0 0 0 n 0 0 0 0 0 0 0 0 0 0 0 0 F-- G G 12C- Osw 2A• 2ov 26_ 20v 13A- 2ocs 2A- 2ov 2A- 2ov 0. 091 0. 340 Q 340 0. 201 0. 340 0. 340 sw sw sw sw sw sw 2. 58 9. 62 9. 62, 0. 00 0. 00 0. 00 2. 34 20. 79 21. 87 0. 00 0. 00 0. 00 491 6 15 470 3 4 1209 58 144 1100 125 328 0 0 0 131 0 0 131 0 0 336 0 0 306 0 0 I-- G 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 GG'_ yl 2 12C- Osw 2A- 20v 28. 21v 0. 091 0. 340 0. 340 rnv my nw 2. 58 9. 62 9. 62 2. 34 22. 89 22. 89 270 30 40 200 0 0 515 289 385 469 687 915 140 30 0 110 0 0 282 289 0 257 687 0 13A• 2ocs 2A- 2ov 2A• 20vd 0. 201 0. 340 0 SW nw nw nw 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0---- 0 0 0 0 0 0 0 0 W16A•30ad 0.032 nw 0.00 0 0 0 0--- P 1- 0. 12C- Osw 11DO- 0.091 0.390 n_ 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F 168- 30ad 20P-19( 0.032 0 91 1.74 1469 1469 1331 2551 225 225 204 0 390 Q.- 0 0.989 1.41 0.71 13 13 19 F 22A• Id 0_00 0_00 0 0 0 0 0 0 0 6 c) AED excursion 435 207 Envelope loss/ gain 16329 9602 11330 2046 12 a) Infiltration b) Room ventilation 2963 0 939 0 693 0 219 0 13 Internal grans: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 9293 10541 2023 2266 14 15 Less external load Less transfer Reckslnbution Subtotal Duct bads 46% 1 64% 0 0 0 9293 4296 0 0 0 10541 6761 469/. 64% 0 0 0 2023 935 0 0 0 2266 1453 Total room bad Air required ( clm) 13589 840 17302 840 2958 183 3719 181 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' Right -Suite® Universal 201717.0.16RSU2401t 20t7-Jun-26OPage 9 ngionAGRSEkLotiSiThornbrooke0adingionAGRSE.rup Calc . MJ8 House faces: SE DEL --AIR rcanm • nm oammmmro Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY. SANFORD. FL 32771 hone: 407-333-2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot151ThornbrookeDarlingt... Date: 6/4/2014 By: FJF t 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area bth 2 9.0 It 9.0 It heat/cool 9.0 x 6.0 It 54.0 ft2 bth 3 11.5 It 9.0 If heat/cool 11.5 x 6.0 It 690 It2 Ty Construction number U-value BtufVltk*F) Or HTM at III Area (112) or perimeter (1() Load Bluh) Area (III or perimeter (fl) Load Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 Vf12C-Osw C 2A-2ov 0.091 0.340 ne no 2.58 9.62 2.34 22.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yJ G 13A-2ocs 2A-2ov 0.201 0.340 ne ne 0.00 0.00 0.00 O.Oo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 yyll C..2A_2ov_2ov W 12C-Osw 0.091 0.340 0.201 se se_ se 2.58 9.62 000 2.34 21.87 0.00 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 0 0 0 V l C 13A-2ocs IOCav 0.201 340 ss s_ 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0-0-0-0 0 0 0 v F--- LS 12C-Osw 2A-2ov 2A-2o_v 13A-2ocs 2A-2ov 2A-2ov 0.091 0.340 0.340 0.201 0.340 0.340 sw sw sw sw sw sw 2.58 9.62 9.62 0.00 0.00 0.00 2.34 20.79 21.87 0.00 0.00 0.00 81 6 0 0 0 0 75 1 0_ 193 58 0 0 0 0 176 125 0 104 0 0 104 0 0 267 0 0 243 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y F-- 2 12C-Osw 2A-2ov 28.21v 0.091 0.340 0.340 nw nw nw 2.58 9.62 9.62 2.34 22.89 22.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 2A-2ov 2A-2ovd I6A-3ad0 0.201 0.340 0.580 0.032 nw nw nw nw 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ U 0 0 0 0 0 0 0 0 0 0 0---- 0 0 0 0 0 P D. C 12C'Osw I.1D0 168.30ad O.lKJ1 0.390 n_ 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.032 0 91 1.74 54 54 49 94 69 69 62 120 F 20P-19t 0.050 1.41 0..71 0 0 0 0 0 0 0 0 F 22A-1d 0_989 0.00 000 0 0 0 0_ 0 0 0 0 6 c) AED excursion 131 32 Envelope loss/gain 300 425 329 330 12 a) Infiltration b) Room ventilation 158 0 50 0 202 0 64 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 610 13) 458 4751531 394 14 Less external load Less transfer Redistribution Subtotal Duct loads 461/6 64% 0 0 0 458 212 0 0 0 475 305 46% CA% 0 0 0 531 245 0 0 0 394 253 r Total room load Air required (clm) 669 41 780 38 1 776 48 647 31 Calculations awroved by ACCA to meet all reauirements of Manual J 8th Ed. 16 AGCOo wrightsoft' 2017-Jun-26 0geRight-Suile® Universal 2017 17.0.16 RSU24011 a10 nglonAGRSE\ LoI151ThombrookeDarlingionAGRSE.rup Calc a M.18 House laces: SE QDEL--AIR Right-J® Worksheet MAT=-OYIahu 2 DEL - AIR HEATING & AIR ND01ON5C 531 CODISCO WAY, SANFORD. FL 327711h476Fax• 407.333.3853 Web WWW DEL -AIR COM Job: Lot 151Thorn brookeDarlingt... Date: 6/4/ 2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 4 28. 0 It 90 It heal/ cool 140 x 14 0 it 196.0 112 rm 3 wic 7.0 it 9.0 it heat/cool 95 x 5. 0 It 47.5 lt2 Ty Construction number U-value 8tuh/ It2••F) Or HTM let 112) Area ( lt2) or perimeter (it) Load 81uh) Area ( 112) or perimeter (It) Load 8tuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 V 12C• Osw 2A•2ov 0. 091 0340 ne ne 2. 58 9. 62 2. 34 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ Ili 13A- 2ocs 2A- 2ov 0201 0 340 ne ne 0. 00 0. 00 0. 00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vf05 G .. 2A.- 2Dv 12C-Osw 0. 091 0.340 se se_ se 2. 58 9. 62 0. 00 2. 34 21. 87. 000 126 15 111 2 286 149 260 328 45 0 45 0 116 0 111 0 W 13A- 2ocs 0 201 0 0 0 0 0 0 0 0 13A-2ocs 10C_ v 0. 201 0. 340 s s_ 0. 00 0. 00 000 0.00 0 0 0 n 0 0 0 0 0 0 0 0 0 0 0 0 C Val I-- G 12C- Osw 2A- 2ov 2A• 2ov 13A- 2ocs 2A- 2ov 2A- 2ov 0. 091 0. 340 0. w 0. 201 0. 340 0. 340 sw sw Jkw sw sw sw 2. 58 962 0.00 000 0.00 234 2079 126 0 15 Ill 0 2 286 0 144 260 0 328 18 0 0 18 0 0 46 0 0 42 0 0 ZI. 47 0.00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl I--! 12C- Osw 2A- 2ov 28. 21v 0. 091 0 340 0. 340 r1w my nvr 258 962 9. 62 2. 34 22. 89 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A• 2ocs 2A-2ov 2A- 2ovd 0. 201 0. 340 0 580 rsv nw rrw 0. 00 0. 00 000 0.00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I G W16A- 30ad 0 032 nnv 000 0.00 0 0 0 0 0 0 0 0 P 1-0. 12C- Osw 11D0 168.30ad 0. 091 0. 390 0. 00 0. 00 0. 91 0. 00 0. 00 1. 74 0 0 0 0 196 0 0 177 0 0 0 0 0 0 0 0 0 n C 0. 032 n_ 196 340 48 48 43 82 F 20P•191 0.00 1.41 9.71 0 0 0 0 11 11 16 8 F 22A•ta 0.989 0.00 0_00 0 0 0 0 0 0 0 0 6 c) AED excursion 125 21 Envelope losstgain 10381 1392 221 2t 7 12 a) Infiltration b) Room ventilation 491 0 155 0 123 0 39 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 11529 1547 344 256 14 Less external load Less transfer Redistribution Subtotal Duct loads 1 461/6 64% 0 0 0 1529 707 0 0 0 1547 993 461% 649/ 6 0 0 0 344 159 0 0 0 256 164 r Total room load Au required (cIm) 2236 138 2540 123 1 503 31 421 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Jun- 26 08.26.16 eA Right-SuileG Universal 2017 17 0 16 ASU24011 Page 11 nglonAGRSE%Lot151ThornbrookeDaninglonAGRSE rup Calc - MJ8 House faces: SE QDEL--AIRmiaow - eta txlmnamw Right-JO Worksheet ahu 2 DEL -AIR HEATING 8t AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 Fax: 407-333-3853 Web: WWW DEL-AIR.COM Job: Lot 151ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room dame Exposed wall Room height Room dimensions Room area rm 3 24.0 It 9.0 It heal/cool 13.0 x 11.0 It 143.0 ft2 loft 11.5 It 9.0 It heat/cool 11.5 x Ii.0 It 126.5 f12 Ty Construction number U-value Stuh/I12-eF) Or HTM atuh/112) Area (III or perimeter (it) Load Btuh) Area (112) or perimeter (fl) Load Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VN L--( 12 sw 2A-2ov 0.091 0.340 ne ne 2.58 9.62 2.34 22.89 117 0 117 0 301 0 274 0 104 30 74 0 189 289 172 687 yl G 13A-2ocs 2A•2ov 0.201 0.340 ne ne 0.00 0_00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t t I-C t2C-0sw 2A- 2ov_ - __ 13A- 2ocs 13A• 2iocsI0C 0. 091 0. 340 0_ 201 0. 201 0. 340 se se_ se 2. 5 8 9. 62 0_ 00 2. 34 21. 81. 0. 00 99 15 84 2 216 1. 44 197 328 6 0 0 0 0 0 0 0 0 0 0 Wyl 0 0 0 0 0 s s_ 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 6 0 0 0 0 0 0 n 0 0 V 1-- L2QC- 0sw 2A• 20v 2A- 20v 13A- 2ocs 2A• 2ov 2A• 2ov 0. 091 0. 340 0. 340 0. 201 0. 340 0. 340 sw sw sw sw sw sw 2. 58 9. 62 9_ 62 0. 00 0. 00 0. 00 2. 34 20. 79 2IA7 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 QC - Os w 2A- 2ov 2B• 21v 0. 091 0. 340 0. 340 nw, r1w nw 2. 58 9. 62 9. 62 2. 34 22. 89 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj! I-- G 13A- 2ocs 2A- 2ov 2A• 2ovd i6A 30ad ---- 12C- 0sw 11 DO __ 0. 201 0. 340 0. 580 nw nw nw, 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 GW P 0. 032 rnv 0_00 0.00 0 0 0 0 0 0 0 0 0. 091 0. 390 n_ 0. 00 0. 00 0. 00 U0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F F 168_ 3f)40 20P• 19l_ 22A• td 0_ 032 0. 05- o. s69 0. 91 1.74 143 143 130 248 127 127 115 220 1. 41 0.7t 1 1 Y 1 0 0 0 0 o: 00 o_oo 0 0 0 0 0 0 0 0 6 c) AED excursion 88 22 Envelope loss/gain 793 1136 593 1100 12 a) Infiltration b) Room ventilation 421 0 133 0 202 0 64 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 1214 1270 794 1164 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 461. 64% 0 0 0 1214 561 0 0 0 1270 814 461% 64% 0 0 0 794 367 0 0 0 1164 747 Total room load Au required (clm) 1775 110 2084 101 1 1161 1721911 93 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Jun-26 08:26:16 Right- SuileO Universal 2017 17.0 16 RSU24011 Page 12 ngionAGRSE\ LotISiThornbrookeDarlinglonAGRSE rup Calc . MJ8 House laces: SE JRDEL--AIR r¢anm • M mmnmmw Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407.333-2665Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 151Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area open to below 35. 0 It 9. 0 II heal/cool 20. 5 x 14.5 I1 297. 3 It= stars 3. 5 It 9. 0 It heat/cool 1. 0 x 311.3 It 311. 3 It' Ty Construction number U- value Btutvll'-' F) Or HTM Bluhllll Area ( Ill or perimeter (11) Load Btuh) Area ( ill or perimeter (11) Load Btuh) Heat cod Gross N/P/S Heat cool Gross N/P/S Heat Cool 6 N! mil' 12C- Osw 2A- 2ov 0. 091 0. 340 ne ne 2. 58 9. 62 Z34 22. 89 185 0 185 0 475 0 432 0 0 0 0 0 0 0 0 0 yl I- 6 13A- 2ocs 2A- 2ov 0. 201 0. 340 ne ne 0. 00 0_ 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 yl l 12C- 0sw 2A_ Zov 13A- 2ocs 0. 091 0. 340 se se_ se 2. 58 9. 62 0. 00 2. 34 21. 87.___0 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 0.201 0 0 0 0 0 13A- 2ocs 10C v 0. 201 0. 340 s s_ 0. 00 0. 00 0. 00 0. 00 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val I-- C 12C- 0sw 2A- 20v 2A- 2ov 0. 091 0 340 0_ 340 0. 201 0. 340 0. 340 sw sw sw sw sw sw 2. 58 9. 62 962 0. 00 0. 00 0. 00 2. 34 20. 79 21. 87 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 32 0 0 at 0 0 74 0 0 13A- 2ocs 2A- 20v 2A- 20v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l1210- 0sw 2A- 2ov 28- 21v 0. 091 0. 340 0. 340 my r1w rnv 2. 58 9. 62 9. 62 Z34 22. 89 22. 89 131 0 40 91 0 0 233 0 385 212 0 915 0 0 0 0 0 0 0 0 0 0 0 0 Val t 13A- 2ocs 2A- 20v 2A- 2ovd 0. 201 0. 340 0. 580 nw rnv nw 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0_ 00 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1CW 16A30ad 0 032 nw 0 0 0 0 0 0 0 P L- D. 12C- 0sw 11 DO 0. 091 0. 390 n_ 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F 168_ 30ad 20P- 10t 0 032 0_91 1.74 297 297 269 516 311, 0 311 282 540 0_ p5g o. 9s9 1. 41 921 p 0 0 0 0 0 0 F 22A-1111 o_o0 9.00 0 0 0 0 0 0 0 0 6 c) AED excursion 311 47 Envelope loss/gain 1362 2387 3631 567 12 a) Infiltration b) Room ventilation 614 0 194 0 61 0 19 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 1976 2581 424 586 14 IS Less external load Less transfer Redistribution Subtotal Duct loads 1 461/6 64%1 0 0 0 1976 914 0 0 0 2581 1656 46% 1 64% 0 0 0 424 196 0 0 0 586 376 Taal room bad Air required (clm) 2889 179 4237 206 1 621 38 962 47 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AG A wrightsoft- 2017-Jun-26 08:26:16 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 13 nglonAGRSSLollSiThornbrooke0aningionAGRSE. rup Calc a M.18 House faces: SE 1 DEL -AIR Duct SummarySystem Job: Lot 151Thorn brookeDarli... Y 7 Date: 6/4/2014 1tEAtroto • an CotmmOtmlO ahu 1 By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407.333-3853 Web: WWW DEL-AIR.COM Project• • For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0. 30 in H2O 0. 06 in H2O 0. 24 in H2O 0. 120 / 0.120 in H2O 0. 148 in/100ft 840 cfm 162 Cooling 0. 30 in H2O 0. 06 in H2O 0. 24 in H2O 0. 120 / 0.120 in H2O 0. 148 in/100ft 840 cfm Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk den h 2376 107 74 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO dining rm c 1754 57 80 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm c 5546 211 252 0.183 8.0 Ox 0 VIFx 36.2 95.0 SO kitchen h 3142 142 133 0.212 7.0 Ox 0 VIFx 18.1 95.0 SO mstr bth h 1310 59 26 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstrrm h 4931 223 222 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 5 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic C 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 5 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr h 458 21 16 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO Wit c 824 20 37 0.191 4.0 Ox 0 VIFx 30.9 95.0 SO Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 282 249 0.148 517 10.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx c wri htsoft' 2017- Jun-26 08 26.18 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page I ACCA... ngionAGRSENLol151Thornbrooke0arlingionAGRSE rup Calc - MJ8 House laces: SE 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 rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C i htsoft' 2017•Jun•26 08 26,18 wr9 Righl•Suile® Universal 2017 17.0.16 RSU24011 Pago 2 ACCA ..nglonAGRSE%ot 15IThornbrooke0aningionAGRSE.rup Cat = MJ8 House laces: SE 1 DEL -AIR Duct System Summary Job: Lot 151ThornbrookeDarli... Date: 6/4/2014 NamMG-=CONUM1,lnlu ahu 2 By: FJF DEL -AIR HEATING St 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 0.202 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 h 669 41 38 0.318 4.0 Ox 0 VIFx 5.5 70.0 bih 3 h 776 48 31 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 1911 72 93 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below c 2119 89 103 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 2119 89 103 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2958 183 181 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 101 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2236 138 123 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs C 962 38 47 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 214 0.202 485 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft' 2017-Jun-26 08.26:18 9 Righl.Suite® Universal 2017 17 0 16 RSU24011 Page 3 MCA...nglonAGRSE\Lot151ThornbrookeDarhngionAGRSE.rup Calc - MJ8 House laces SE FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 151 ThornbrookeDarlingtonAGRSE Builder Name- Taylor Morrison Street: Permit Office: City, Slate, 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 6/26/2017 8:23 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® . USRCSB v5. t 6/26/2017 8:23:3 t AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 15 1 ThornbrookeDarlingtonAGRSE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area-: 2582 sq.ft. Cond. Volume: 23678 cu ft Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heal 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 1 Where required by the code official, O, gREST,gTl performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: testing shall be conducted by an approved third party. A written report of the results of the test shall I be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: - - DATE: 6/26/2017 8:23 AM EnergyGaugeO USA - FlaRes2014 - Section R405 4 1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential whole Buildingrerrormance and rrescr[ tive [vleinoas 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 verity 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 lest 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 IeakageWindows, 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 AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate healing 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)'Xll ducts, air handlers, and filler 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 lightness 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. 6/26/2017 8:23 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41'C) or below 55•F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heal traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 %2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water 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 burner(s) of combustion types of service water healing systems to be turned off. O 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 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O 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 healing 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. 6/26/2017 8:23 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 bull 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: 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. 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 burners shall not be less than the design load calculated in accordance with Section R403.6 1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or healing 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 R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the healer without adjusting the thermostat setting R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space 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 healers 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 al the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season 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 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. 6/26/2017 8.23 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 iransfer ducts/vines sti.d In onpllenc..Ith horlda ResldentYl hldnp call. - law. blent.a Return AN, e.C.ptbru 1-3. louder oust praN;.—estrltted 1 Nth WrCut On d— t0 h.wt.ri. 7'YltCh.n v.nt P roans to .°II cap I I 1 a at+l,IVN I I I IANAII r-rn.-.• 7 FAMILY ROOM I I r-rn.-r I,.p s• DW IF>-tta" ,aW -! ,• I I %\ r-•• 250 I Ca a m a. ari 10.6J jIP t I 1 6' I Ie'.12• / ' r %O r 1 1 B., la t 0., 60 FOMr-r ee 1 NAS7EASUIIE 1 s a lo,lo rsp \far 220 « 3 a. lo.s c oeN w L-- -----j N rlgQ 1 tP 1 e111 __J r. N .. 42X42 A/C SLAB 2L iDN v/9cv e240v IP ,• 19.la ptrn w,,4. BY BLDR MIN Wwu `°y a uc t°"'1/p"10 to wall cap Ea bath duct 2' FROM WALL w/ran o wall cap Nutone 696RN fan aemw L OOwte r________- N w 1111 11 C.Wlm 4 I/ I1 frti'•se 1 I/ 11 .-••Rt.M I W efrvp el Ii.0 a!nlOW t iyM,Oa I I . co,u ENTRY I fuioo I a/IN TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDIM # r Ir tr w wocow uucm D Y' asl Wpw Dw I 71w Dw Yw7rawWYw Yw YwgrwWNW aw swC= w rw Wsw 161m Yef5Y1< rW 103661 rd fufaRr aes°eloulam Oml SH a0 IalAUtlallYT vYh f9t IWiAGtiQIO YiOf1iG! R611Ul1QWT1l If®nfmat-U.IbSHCAY`flS• Om.me,atla® u fleraT c+t.o taot a ls.rl mRiN 7 •Ia1 • W OOsu Must have a nlrdnun Clearance of 4 Inches around the alr handler per the State Energy code. All duct has an r=6 Insulatlon value. Z 0 Hn W Z 00 H 0 O OP:) Q luialapuan o' Z O ua.0 p 0 J r-. Z U a < 0 :E MAN FLOM 1 H A J 1-- J zO L.," coN to fi s W •• •• > o z o Z i6 3 O OR LAN mEL-1000 I WM Y 1 I1 LOFT B IlOCIi qB II1 1 [• II 1 - 1. tD! 10 4 I.ttl pI2+ rr N6 I.cd Ilh6ll.ctl 10,6IIIca 6' w 11 6' 1 I .+M • 20 N M1tl tp 1 1 W Y C duct [MffyrevW.I, O'c 1 w jj 1 11.1 1 1q 1a+6 t.t0 I I..9 I.Cd i fir 0MR"2 180 7. 12,6 bttlNDPDM 1 1 OB M 3 f{ 1 P.1 • Nl o. cd fa 1 Bi .cam. 0 aI1 e 1'p,W, tronar.r ductf/pru.s slsod In ma em.. ce.K+ll.ncr .Ith rlerldf RIsNenwl Im 2.0 TOM V/SKV 112+0V IRI Buadnp Cod. - MI6a2.. Bolont.d I0.10 .n 3 bath duct anurn Al'..,c.otlens 1-3 Builds d I InchI .bIditrorna adr "® t0 roof cop oust p ut o I.,r.strlcueWrrcutondoersC pr'°IdswKrrs # scel. A/B'.1'p' w/fQn es.us.LA .DatlM Nutone 696RNB e—YOfIef 1 Mo W d Must have a nlNnun clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. Z 0 TYPICAL WOOD FRAME n w WINDOW SCHEDULE z [ OWINDOWWIDTHS # 00 to Ie y e Q w111Bp. rAuculs 0 z U) pq O 0— Z U J J F- Q ll A J DLL Rating zo is N Co W > oz EIii3 z 5 J o 5 Q w M CL. J V) 10 0 TAYLOR MORRISON HOMES THORNBROOKE S.F. Q 1' • HOUSE TYPE: DARLINGTON LOT 1S1 1ST FLOOR WITH OPTION: w` `OL f WATER SOFTENER AAV 3"WASTCUNFFROM 2N0FLOOR KITCHEN volt, fE MASTER BATH 1 TERMINATING TO THE 1ST FLOOR WATER SOFTENER 3 I ' W/M 3y I -OW POWDER BATH TAYLOR MORRISON HOMES A t THORNBROOKE S.F. HOUSE TYPE: DARLINGTON I I LOT 151 u 2ND FLOOR WITH OPTION: WATER SOFTENER I ld,d BATH 2 3" WASTE LINE FROM IND FLOOR TERMINATING TO T1401ST FLOOR DESCRIPTION AS FURNISHED: Lot 151, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florido. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison.. of Floridif-"D COPY vim O A9pO,G('O pA o, p s,o c4gyp'% 22.11 o / A59.97' 18.I1' W J O LOT 150 O 9.00' 7.44' C1—D=18'24'; R=100.00' L-32.14' C= 32.00' LOT 151 78.06' 2-2T4YP,) 15.7' 1., COV'D. 16.35' w PATIO 1 . 14.94' L; CV m 0) Z\ LOT 152 b PROPOSED RESIDENCE 2109 MODELWUNCTON—A 2 CAR GARAGE RIGHT ZONINCaQ"ATE__d2J2 1 s Ok to construct single family home ENTRY with setbacks and impervious area 7 a shown on plan. 5. 40' DRIVE 25. _ _ 2 5 CONE. WALK CURB t RED ROSE LANE LUI 11,514 5U.F-i. LMNG 1,467 SO.FI. r, ARAGE 455 SO.rT. ENTRY 71 SO.FI. I_ ANAI 139 SO.I7. BREEZEWAY = N/A SO,FT. DRIVEWAY 406 SOFT. A/ C PAD• 18 SOFT. WALKWAY 76 SO.fT. IMPERVIOUS . 22.9 S 2, 632 SO -IT. G / 54 R/W) TRACT I S00 = 882 :SOY I. 80 AR A A cULA IG•NS UTILITY do ACCESS R/W R/W = 334 SOFT. OQOQQA APRON = III SO.FI. BUILDING SETBACKS: PLOT PLAN ONLY* SIDEWALK - 157 So. FT. PROPOSED FINISHED SPOT GRADE ELEVATION FRONT — 25' NOT A SURVEY IUIAL SOD = 66 SO. FT. PER DRAINAGE PLANS REAR = 15' ANLMi: f\—•= PROPOSED DRAINAGE FLOW SIDE 5.0' PROPOSED INFORMATION SHOWN AREA - 11.5441 SQ.FT. LOT GRADING TYPE a SIDE CORNER t0' BASED ON SUPPLIED PLAN DRIVEWAY = S17 SO.FT. PROPOSED F.F. PER PLANS 25.3 AND/OR INSTRUCT/ ONS PER SIDEWALK - 2.$J SO.I. CUENr NOT FIELD VERInED I SOD - 8,948 SO.rT OR U/SIL7MM1`YTR-SCOTT ASSOC., INC. -. LAND SURVEYORS LEGCND - LEGEND - P • PUT POE. • POINT ON LINE 5400 E. COLONIAL OR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r . FIELD IV. . TYPICAL NOTES: P. • IRON PIPE PRt. • POINT or REVERS[ CURVATURE I. THE UNDEIMCNEO ODES NEREBI CERII/Y THAT PC SURVEY NEE/S ME STAROAROS OF PRACTICE SET FORM BY 7M FLOMW BOARD OF it. • WON ROD ICZ • PONT Or COPOIRID CURVATURC RAIUK • ILIPROFESSOWU, SURMEIORS AND MAPPERS DI CHAPTER W-17 FLORIDA AOWdSTA4MT COOS PURSUANT 10 SET.TION 471427. /LOIDM STATUES NOM- RRADIA SC1/2,C04IJTCSCT IR. • 4D7D NIL TIT -RADIAL I 4" 2. UNILSS EIIOOSSEO WIN SIANEYOR'9 SIONAIURE MID ORICUL4. RAKED SEAL TMS SURVEY WP OR COPIES ARE NOT VAUD. REL. RLCOVCRCD V.P. • WITNESS POWT E DRECOVEREDEIM SURVEY WAS PREPARED FROM iTTLE W URWION FURN6NW M ME SURVEYOR. MERC WY DE O1NCt RESTRICDONS PAZ • POINT Or BCGDBOMO CALL • CALCAR.ATCO OR E:tf=9O 1WT AROK IMS PAt. .POINTOrCmOtilC[MCNT IRK • ILRMANCMT RSFQCWCC MOiU1101T 4. NO lRlOEACROIWD MPROVDIfM^ WIVE BE04 LOCAIEO IRILESS OIHERN15f SHOWN. NAVE OCECENTERLINErr. • rIMISWO FLOOR ELEVATION 6. DOS SURVEY LS PREPARED FOR 1HE SOLE BEMM OF PIOW CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY ORER CNTTIY. WO • MAIL L DISK DEL WILDING SEIDACK LINE DA R/ WMONMIENT1TLBENCHMARKR OatEfton SMOWN FOR INC L004WN of WPAOKULIM NEREOM SHOULD Nor BE USED TO RCCONSIRIICr SOUNDARY LL/ES CSM L BASE BEARING ESN. CASEMENT7. BEAR11/IM ARE BASED ASAMED OAROF AND ON THE UNE SHOWN AS SAffi SEARM (B.B.) DRAIN. • DRAINAGE LL ELEVATIONS P SMX^ ARE OASW ON 94101AL GEODETIC DANM Or 1929. UNLESS OINERNTSE NOTYA. UM. UTILITY 9. CORNIVATr OF AUTNCIRECA 40N :A/. 4300. CL". COMCRCYC OLOC, C/oP.C. • POINT Or C40VATURC SCALE V- •• ,30 DRAWN BY: ••• LE 1P.T. . PaIMT Or TANGDCT IESL. OtIrURIPrION CERTIFIED BY. yA — ORDER No. L AARRCC LCNGTM PLOT PUN 06-26-17 25JB-17 LIA C CORD C.I. CHORD BEARING NORTH THIS SLOLDING/ PROPERTY OOES.NOT UE WRNIN - -• - ._.. n SINC ESTABUSNEO 100YEARFLOODPLANEASPER 'FIRM' TO X GRUSENML / 4714 ZONE XMAP / 12117C 0055 F. JAM SCOTT .41501 gECORD COPY BUILDER TAYLORIMORRISON HOUSE PLAN DARUIN6TON kLM sANFORD OFpAh 1 . EeEZieai eSE ZVi.cE3.,JRQ. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 ©) 1 ^ 0 9' 2585 SQFT GF NERAL LIGHTING X 3 VA PER SQ FT 7755 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER I EATER 4500 VA 1 OISHWA HER 1200 VA 1 CLOTHE DRYER 5000 VA 1 DISPOS L (1/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA i F GENERAL LOAD AT 100% 10000 VA REMAINDE OF GENERAL LOAD AT 40% 25201 VA x . 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 T,ON HEAT PUMP #1 HEAT PUMP #2 ELECTRIC HEAT ELECTRIC HEAT 16.5 AMP X 240 VA = 1 AMP X 240 VA = AT 65 AT 65% 3960 VA 3960 VA VA 3250 VA 2 ,ON 5 KW 5 KW NET GENERAL LOAD NET TOTAL HEAT TOTALLOAD 20080 VA VA VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 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® RECu - ,)PY RE: TBO151 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0151 Model: Darlington Tampa, FL 33610-4115 Lot/Block: 151 Subdivision: Thronbrooke 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: 45.0 psf Floor Load: 55.0 psf This package includes 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name Date 1 1 T11433514 1 C01 6/22/17 118 IT11433531IF16 6/22/17 12 1 T114335151 CO2 1 6/22/17 119 1 T114335321 HR01 1 6122/17 13 I T114335161 F01 1 6/22/17 120 1 T114335331 HR02 1 6/22/17 4 IT11433517IF02 6/22/17 21 1 T11433534 1 HR03 6/22/17 5 IT11433518IF03 6/22/17 22 T11433535 HR06 6/22/17 6 T11433519 F04 6/22/17 23 IT11433536IJ01 6/22/17 7 IT11433520IF05 6/22/17 24 IT11433537IJ02 6/22/17 8 IT11433521IF06 6/22/17 125 IT11433538IJ03 6/22/17 9 IT11433522IF07 6/22/17 126 IT11433539IJ04 6/22/17 10 IT11433523 F08 6/22/17 27 IT11433540IJ05 6/22/17 11 IT11433524 F09 6/22/17 28129 IT11433541IJ06 6/22/17 12 IT11433525 F10 6/22/17 T11433542 J07 1 6/22/17 113 I T11433526 I FI l 1 6/22/17 130 1 T11433543 I J08 1 6/22/17 114 I T114335271 F12 1 6/22/17 131 T11433544 J09 1 6/22/17 15 IT11433528IF13 1 6/22/17 32 T11433545 J10 6/22/17 16 IT11433529IF14 6/22/17 33 IT11433546 J11 6/22/17 17 IT11433530IF15 6/22/17 134 IT11433547 J12 6/22/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. 1 7 - 2 1 0 9 G 3486 •• 13 ATE OF :•/ 100 044 9 ONAI- I111111 Julius Lee PE No.34869 Mink USA, Inc. R. cert 6634 6904 Parke East Blvd. Tampa FL 33610 Oats: June 22,2017 Lee, Julius I of 2 RE: TBO151 - Site Information: Customer Info: Taylor Morrison Project Name: TB0151 Model: Darlington Lot/Block: 151 Subdivision: Thronbrooke Address: City: Sanford State: Florida No. Seal# ITruss Name Date 35 T11433548 J13 6/22/17 36 T11433549 J14 6/22/17 137 I T11433550 I J15 1 6/22/17 138 I T11433551 I J22 1 6/22/17 1 39 JT114335521J23 6/22/17 40 1 T11433553 1 R01 6/22/17 41 1 T11433554 1 R02 6/22/17 142 1 T1 1433555 1 R03 1 6/22/17 143 1 T114335561 R04 1 6/22/17 144 1 T1 1433557 1 R05 1 6/22/17 145 1 T1 1433558 1 R07 1 6/22/17 146 1 T1 1433559 1 R08 1 6/22/17 47 1 T114335,60 R09 6/22/17 48 1 T1 14335611 R10 6/22/17 49 1 T11433562 1 R11 6/22/17 150 1 T 114335631 R 12 1 6/22/17 151 I T 11433564 1 R 13 16/22/17 152 I T 114335651 R 14 1 6/22/17 153 I T114335661 R 15 1 6/22/17 1 54 T11433567 1 R20 6/22/17 55 1 T11433568 1 R21 6/22/17 56 1 T11433569 1 RF01 6/22/17 157 1 T 11433570 1 RF02 1 6/22/17 I 158 I T11433571 1 V01 1 6/22/17 159 I T11433572 1 V02 1 6/22/17 2of2 r r Job Truss Truss Type y TBO151 COt GABLE t t 1,532400, T11433514 Job Reference(optional) ounY.n rnuoYYlc., YI14rY, rwm a.R7, rRn1YY Jda00 om 1 2 28 27 26 25 3 4 O V R I41 1. —10 MII.R IIgY5111.R, ".. 1 n.. N1I r.o. 1 ID:Zf7yacff3rgf5yObDEG68uz0U16-4PtAauG8x8CfviJIUBNa0aO1 igx41fglSD 168uz3j73 0148 Scale = 1:25.5 5 630 = 7 8 9 10 11 24 23 22 21 20 19 18 17 16 30 = 12 13 30 4 29 15 14 1-4-0 2-0-0 4-0-0 5.4-0 8-0-0 B-0-0 9.4-0 10.8-0 12-0-0 13.4-0 14.8-0 156.8 Plate Offsets (KY)-- f6:G-1-8.Edae1. f20:0.1-8.Edgel LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) We n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(rL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Hor2(TL) •0.00 17 n/a We BCDL 5.0 Code FSC2014frPf2007 Matrix) Weight: 79 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing OTHERS 20 SP No.3(flat) REACTIONS. All bearings 15.6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4.0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.11M (0.131- X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verrry dedyn poramefem end REAO NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE M674" rev. 1403MIS BEFORE USE Design vdkd lox use only w1m f 4fekt® coratectors. Rlls design Is Lxaod only upon pxaarneters shown. and k for on lndMducd building crxnpxxxmt. not o item syslorn. Below use. IW Iwldng deslgnot mull vodly Ilw al:pllcatAlly of dodgii Ixaatnelors artd Ixoloily Incaloralo this design Into It to overall lxdding design. acicl ng Indlcatod is to Ixovent budding of Irndlvlduui miss web ara/or ctwtd membets only. Addiflo nal lempxxary and pemusnont lxoc t M iTe k' It always to"od for stablilty oral to rxevent co lopse wllh possible petsofxl fray o nd Ixoperty canage. Fof general guidance tegardinig he viccdkxx stotago, delNety, dxoctlan and txaclng of manes and tarns systems, soeANSUIPI I Quality Criteria, OSB-09 and BCSI Subding Component 6004 Parke East Blvd Safety Irdafmallon clvdild le Dom Ifse Rate Institute. 218 N. Lee Stfoet. Suite 312. Alexdrxddn. VA 22314. Tampa. FL 33610 Job drys es yper,- ry pry T11433515 T80151 C.02 TF,-,T 1 1 7SS324002 Job Reference(optional) Huacem r sin wrce, t ampa, ram "y, ronas 44000 01 11B 1 2 3 4 ryn .• cv.v nw.ew awva. oa, n.... w.. r yv . 10217yacif3rgtSyObOEG6Buz0U16.2cOYnEHgiSKWWsur2vupmnxCTEHHRa KtmfgKz3172 Scale a 1.17.0 5 6 7 16 15 14 13 12 11 10 9 907 907 LOADING (psf) SPACING- 2.0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) We - We 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 0.00 9 n/a n/a BCOL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 45 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc punins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flal) BOT CHORD Rigid Ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 9-0.7. Ib) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15. 14, 13, 12, 11, 10 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - VwW deslyn pamnwton and READ NOTES ON THIS AND INCLUDED AREK REFERANCE PAGE MO-7473 rev. ldit 0IS BEFORE USE Oesign valid lot use oily vAth Mllek® connectors. Ills design Is based only upon Iosarnelats shown. and Is fot an Individual Ixddhg component, not a puss systom. Befao tao, the building doslgnet tnusl vodty the epplicatAlly of design patametets and Ixopxnly trlcorrorote this design Into Itto ovotall building design. flrachg Indicated Is to rxovent txaaing of Individual puss web and/ot chotd memtots only. Additional temporary end potrrlanent Mc chg MOW b always tect lted lot slatAlty and to prevent collcgm wllh Iow"o personal " and popery dwictge. For genetal gtldcnce togtat9tlg the fatxlcatlon storage, dotivery, otectlon anal Lxcicing of hussos and truss sysremt soe"SI/rPl I Quality Cdtoda, DS8-69 and SCSI Building Component 6904 Pork* East Blvd. Safety Irlommillon avalletAo hom truss Plate Institute. 218 N. Lee Sheol Suite 312. Alexandrkt VA 22314. Tampa. FL 33610 Job rUS Truss Type Off T114335t8 TBO1S1 FO1 FloorTrusa 1 1 116612,1003 Job Reference(optional) cumen fxWAOWCe, ranpa, anal l..ay, rgaaa JA . 0.1.8 i 1 2-6-0 1.3-0 2a-6 ID:217yacft3rgf5y0bDEG6BuzOUf6.Zc6 nEHgiSKWWsur2vupmnx38E6nROMuKtmfgKz3172 2b-0 0, koali1:26A I .Sx3 11 i .5x3 11 1.Sx3 = 1.5)0 I.Sx3 = I.Sx3 II 1.5x3 II 1.56 = 1 2 3 4 5 6 7 8 w 0A Iff I/ Y wit LOADING(psf) TOLL 40.0 TCDL 10.0 BOLL 0.0 BCDL 5.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014lrPI2007 CSI. TO 0.67 BC 0.75 W B 0.40 Matrix) DEFL. In (loc) Well Ud Ven(LL) -0.15 12-13 >999 360 Ven(rL) -0.20 12-13 >925 240 Horz(TL) 0.04 9 n/a We PLATES GRIP MT20 244/190 Weight: 82 lb FT = 20%F, 11416E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=834/0.7-4, 9=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1530/0, 3.4_ 2021/0, 4.5=-2021/0, 5-6=-2021/0, 6.7=-1530/0 BOT CHORD 13.14=0/1191, 12-13=0/1839, 11.12=0/2021, 10.11=0/1839, 9-10=0/1191 WEBS 2.14=-1390/0, 7-9=-1390/0, 7.10=0/539, 6-10=-490/0, 6.11=0/502, 5.11=-293/0, 2.13=0/539, 3.13— 490/0, 3-12=0/502, 4.12— 293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "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.' WARNINO - VeAIy Cosign paramotem and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE N&T173 rev. If1A MIS BEFORE USE W-sign vdki lot use only wilh Ml lek®corvwctors. Ms dosl{ n b b asod only upon pmcvnotorl shown. and b fat on Individual building component, rat a truss systom Befoto use. the building daslgnet must verify the g4Alcab lily of design Wainalers and po{wtly Incofporato this design Into the ovofall building design. Bracing kylicatod Is to povonl bucaing of kldNklud truss web aril/ot chard mombets only. Additional lompaafy aryl lxlnncnont txacklg MOW b always tocood tot sk"lfy aryl to povGyll come with posdAo pwsoncd"and rxoMrly dcrnage For gervxal gukkrnee regardtrg the Ictmicatlom storage. doltvofy otectlon aryl braolrg of musses and truss systems soeAN51/TN I Quality Criteria, OSS-69 and 11CSI Bulking Component 6904 Parke East Blvd. Safety Information avdlable from truss Plate knsllMo. 218 N. too Sheol. Suite 312. Aloxarndfkf, VA 22314. Tampa. FL 33610 rusa runs ype ry Ply T11433517jJobT80151F02FloorTruss11I's"."I Job Reference (optional) Butldets FirstSource. Tonpa. Plant Cay, Florida 33566 0.1.8 i l 26-0 1 1.3-0 1.50 11 I.Sx3 = 1.54 = 7 640 6 Apr I9 2o16 au i ax inoustes, inc. Thu Jun 22 14:36,43 201 r rage 1 10:217yacff3rg15yObDEG6BuzOUf6.2cOYnEHgSKW Wsur2VupMnX4dE7YRORuKtmfgKz3172 I.5x3 II 1Sx3 II 15.2.12 15.2-12 26- 0 ct8 dl . 1: 26.3 1.54 11 t-50 = 3x6 = 17 R 9 PlateOffsets ( X Y)-- 111.0-1-8 Edge) (12.0.1-8 Edgel LOADING (psi) SPACING- 2-0-0 CSI. OEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.13 10-11 >999 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.70 Vert(rL) -0.17 10-11 >999 240 BCLL 0. 0 Rep Stress Incr YES W B 0.39 Horz(TL) 0.04 9 We rVa BCDL 5. 0 Code FBC2014/rP12007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/ size) 9=814/0-3-8.14=820/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/0, 3-4=-1960/0, 4.5_ 1960/0, 5-6=-1960/0, 6-7=-1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10-11=0/1606, 9.10=0/1189 WEBS 2. 14_ 1363/0, 7.9— 1374/0, 7.10=0/515, 6-10=-464/0, 6.11=-14/453, 5.11=-261/0, 2.13=01523, 3.13=-474/0, 3-12=- 3/464, 4.12=-266/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)'Seml- rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - Verrry doslgn peromotent and READ NOTES ON rM AND INCLUDED MIIEK REFERANCE PAGE 1IN0.7473 rev. faV3,2015 BEFORE USE DesW vOld lot use only vAth fAlok®connectas. rids Cosign is Ixaod only upon potarnefers shown. aril Is for an hdlvkAtal txtICIIN camporlent. not a 0uss system. 8ofoto mo. tho bxllcllrlg dosfgnot trust vodty the g)pIlcobllly of design pararneWts artrl rxop edy Irlcotpfxato Bak cle-4n Into Iho ovordl txlding design. Utochg UYJlcaled Is to rxovonl bxtcaUlg of tndNklud trust wob and/or chord mernbors only. AdcOflorwl tempotory rind pofmanont bxockV WOW Is clways taquilred Nor stability aril to pfevonl coUcTm wllh posstxe petsoms! trtlfrry and rxopody darndge. Foe genial gtltlalco regcadhg Ow labdr,atkm, stotaoo. doltvety, otectbn anti tmocing of Ifusms (aid Was sysloms, sooANSI/IPI I Quality CdtMa, D$8-S9 and SCSI Building Component 6904 Parke Coal Blvd. safely Information av(Ac"o Dom truss Nate hsllade, 218 N. too Slroel. Soto 312. Atexorlttfki VA 22314. Tampa. FL 338t0 Job Truss Truss Type oty ply T11433618 TBo151 F03 Floor Truss 1 1 755324005 Job Reference 'one Builders Ff stSoures. Tampa. Ptard City. FWM 33566 7.640 s Apr 18 2016 MITak Ir1116ides, Inc. Thu Jun 22 14:36 44 2017 Page 1 10:Z17yacfrJrglSyOb0EG68uz0Uf6.1 o_w?aISTISN69T 1 ccP2J7U9NeSHAOe2ZXW OCnz3j71 0.1.8 1 3-0 r8HI 26-0 1.11.12 2.8-0 0SeaIJ- 1:26.3 1.Sx3 II 1.5x3 = 1.5x3 II 1.5x3 = 4x6 = 3x6 = 1.5x3 II r.5x3 11 30 = 4x6 = 1.Sx3 = 30 = 4x6 = 30 = 30 = 4x6 = 36 = 2.9-0 12.5.12_ 15.2.12 2-9-0 I 9-8-12 2.9-0 Plate Offsets (),Y)-- 111:0-1.8.Edgel.l12:0-1-8.Edge1 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Ven(LL) -0.25 10-11 >723 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Ven(rL) -0.35 10-11 >507 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 82 lb Fr = 200bF, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. t(flat) TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puriins, except SOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=1201/0-3.8, 14=956/0.7-4 FORCES. (lb) - Max. Comp./Max. Ten -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1323/0, 3-4=-2626/0, 4-5=-2626/0, 5-6=-2626/0, 6.7_ 1811/0 BOT CHORD 13-14=0/772, 12.13=0/1870, 11-12=0/2626, 10.11=0/2535, 9-10=0/1033 WEBS 7.9=-1549/0, 2.14— 1191/0, 7.10=0/1237, 2.13=0/875, 6-10=-1149/0, 3.13_ 868/0, 4-12=-336/0, 3-12=0/1020, 6-11=-205/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3-0 on top chord The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9-14=-10, 1-8=-100 Concentrated Loads (lb) Vert: 6=-523(F) WARNING - Verity dedprn parametera and READ NOTES ON THIS AND INCLUDED MREK R£FERANCE PAGE MQ7413 rev. I00MIS BEFORE USE. Design valid for use only with M11ok® connectors. This design Is based only upon paanetofs spawn. and Is for an hdMdtxl buildingng canponent, nor a Iris systom. Before we. Ito txLalnrl designer t nusl verity the ar4AIcability of design paanoters a1d Ixorerly Incotlotae mb design Into Ile ovelall txBdkV daslgn. Bracing andncatod Is to buck9W of Individual Inds web and/or craw members only. Additional ternporary and permonenl bracing MOWrrevent Is always togtltod for stability and to rxevenl edlcwAo with possible personal " and rxoperty dangle. For general guldl nee tegadkng the kaMcatbn, skroge. delivery. erocllon and bracing of lames and Irtra systerns. seeANSt/IPI I Quality Criteria. 0SB-69 and BCSI Building Component 6904 Parke East Blvd Safety Information avaflatAe (tom firs Plate InsOtuto, 216 N. boo Street. Sullo 312. AlexaxuW. VA 22314. Tampa, Fl 33610 Job fuss ruse ypetyPlyCl T11433519 T80tSt 1:04 fbor True t 755324006 Job Reference(optional) Buddere FkstSource. Tamps, Rent City, Fbnda 33566 4 3 7 640 a Apr 19 2016 MiTak Industries. Inc. Thu Jun 22 14:36,45 2017 Page 1 I D:217yac(f3rgl5y0bDEG6Buz0U 16-V_YICw14 E3aEm92E9JwHrC00J2pFvyVBnBFmlDz3l70 0.1-e H 2.6-0 2.6-0 t e 4 0 1.Sx3 II I.Sx3 = I.Sx3 = 3x4 = I.Sx3 11 1.SX3 II 3x4 = 3x4 = 0-4-0IStale . 1:19.9 3x6 II 11-0-12 1,1.4.12 11-0-12 b4-0' Plate Offsets MY)-- 110:0.1-8,Edae1, (11:0-1-8,Edael LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Ven(LL) -0.12 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.62 Vert(TL) -0.2611-12 >501 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 7 rVa n/a BCDL 5.0 Code FBC2014/T'P12007 Matrix) Weight: 61 lb FT = 200SF, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD BOT CHORD 2x4 SP No.2(flal) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. ( Ib/size) 7=595/0-3-8. 12=595/0.7-4 FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) of less except when shown. TOP CHORD 2.3=-1031/0, 3-4— 1031/0, 4-5=-1031/0, 5.6=-408/0, 6-7=-416/0 BOT CHORD 11.12=0/784, 10.11=0/1031, 9-10=01784 WEBS 2.12=-915/0, 2-1 l=0/369, 7.9=0/615, 5-9=.598/0, 5.10=0/487, 4.10=-273/0 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- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) ' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6)' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q wARNWG - vanity dedfin paramefma and READ NOTES ON THIS AND INCLUOEO M/TEK REFERANCE PAGE M67473 rev. 9603MIS BEFORE USE. Design veld for use only Win Wok®corvwclors. Ms des1gr16 based only upon paanelorsshown. and Is la an htlNldtxlt bolding component. not a truss syslorn. Before uso. the IxBaltng d edgrnet must verity the glplkablIty of deskin pdeameters axl popody kicotpotato IhIs design Into the ovoialt Mmdng design. Slactrng WICatod a to buckling of WKNctual toss web and/a chord members only. Additional Iennr"ay and ponna ont Mating WOW lxevonl Isalways requited fa stability and to proven cotlaM Win possible personal 1MAy ands popony danage. For genets guidance togadng the 6904 Parke East Blvd taMlcollon, storage. dellvety, etocilon <W Mating of torsos and tnm systems. soeANSI/fPI I Quality Criteria. OSS-89 and SCSI Building Component Tampa, FL 33610 Safety InformationavailbfefromInnsRatetr1stlMe. 216 N. too Street. Suite 312. Alexcr drioL VA 22314. Job russ Truss Type ty Ply Tt1433520 T80151 FOS Flow Truss I'll I 6"'? Reference Ioptione auime's runmurce, i anpa, rmm wy, -- - 2 t a10 H 26-0 1........................... ..... .... .... .. ..-...__.. W. 1 D:Zl7yacf f3rgf SyObDEG68uz0Uf6-V_YI Cwf 4 E3a Em92E9JwHrCOO?2pOvyoBnBFm IDz3f70 1.10-12 1-3-0—i t Se e.1:196 i.5x3 11 t.5x3 II1.5x3 = 1.5x3 = 3x4 = 1.50 II 1.Sx3 II 30 = 1.Sx3 1 2 3 4 5 6 30 = 3x6 = R,7 11 4-12 11.4-12 Plate Offsets MY)-- f8.0-1.8 Edgel f9.0-1-8 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.15 9-10 >917 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(rL) -0.28 9-10 >468 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(rL) 0.02 7 rVa Na BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 61 lb FT = 20%F, I It' E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 7=603/0.3.8, 10=610/0.7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=-1079/0, 3-4— 1079/0, 4.5_ 1079/0 BOT CHORD 9.10=0/808. 8.9=0/1079, 7-8=0/827 WEBS 2-10=.943/0, 2.9=0/404, 5-7=-954/0, 5.8=0/499, 4.8=-295/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vedly design pwamsfsn and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE tUIF7473 rev. 144K 0IS BEFORE USE. DedWt valkl for use only with fAtek® connectors. this design Is based only upon pa amelors 91OWn. and Is to an Individual building component. not a truss systotn. eoloto use. the tnmWtg designee must verify the ap?pxlcab111y of design pacxnotors and plopetly Incwlxxalo this design Into lho overall twldlg design. Brachg Indicated is to lxovont bucalllg of Individual truss wob and/or chord mornbets only. Additional lemlxxary and pormulanl Ixadrlg M iTe k' Is always tagtLed far stab6lty and to rxovent eollc4me wnh pozi to personal ary aid propurly dcrnage. For (ysnecat GukWICe iegadkV Iho fatxlcallon, stwa0o, delivery, otocllon and bracing of tnrssas and truss syslems. soeANSI/IPI I Quality Criteria. DS6-89 are SCSI Building Component 6904 Parke East Blvd. Safety Information avallable lean Irtm Rate Insilkno. 218 N. too Shool. sure 312. Aloxandria, VA 22314. Tampa. FL 33610 I runs rues ype ty TI1433521 TB0t51 F06 floorTwas t 1 755324008 Job Reference I optiona outwm rauawnc. arrya. r,am .a7. ran uv a.vv a1•a 2.6-0 2.6.0 1-11.6 1.3-0 2.6-0 2-" 28 27 1.5x3 11 I.Sx3 If 1.50 II 4x6 = 3x6 FP= 2 3 4 5 6 7 8 9 ID217yacff3rgf5y0bDEG6Buz0Uf6•z88g0FJi?NiSNJc0j t RW 00ZWTS78eL7K0r?KHfz317? 1-9-81F-2 2IS ly e - 1:52.0 1.50 11 I.Sx3 II 10 11 12 13 I.Sx3 II 1.50 = 1.50 = 14 3115 26 25 24 23 22 21 20 19 18 17 16 3x6 = 3x6 FP= 4x6 = 30 29 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) 0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) 0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154 lb FT = 204eF, 114bE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1.8: 2x4 SP No.I (flat) end verticals. SOT CHORD 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 16.22: 2x4 SP No. 1(flat) 6.0.0 oc bracing: 24.25,23-24. WEBS 2x4 SP No.3(Ilat) REACTIONS. (Ib size) 16=945/0.7.4, 23=1802/0-4.0, 26=498/0.7-4 Max Grav16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-992/165, 3.4=-992/165, 4-5=-992/165, 5-6=0/1022, 6.7=0/1022, 7.8=-1498/0, 8-9=-1498/0, 9.10-2306/0, 10.11=-2715/0, 11-12=-2715/0, 12-13=-2715/0, 13-14=-1855/0 BOT CHORD 25-26=0/774, 24-25=-165/992, 23-24=-443/685, 22-23=0/956, 21.22=0/956, 20.21=0/2007, 19-20=0/2589, 18-19=0/2715, 17-18=0/2273, 16.17=0/1401 WEBS 6.23=-299/0, 2.26= 903/0, 2-25=-206/255, 5-23=-1099/0, 5-24=0l734, 4.24=-444/0, 14-16=-1635/0, 14-17=0/721, 13.17-664/0. 13.18=01628. 7-23-1830/0, 7-21=0/911, 9.21=-863/0, 9.20=0/522, 10-20=-50810, 10-19=-66/485, 11-19=-251/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code.' A WARNING . Verily datlgn peremeten and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 11111-74" rev. 1602,201S BEFORE USE Design valid lot use oily w101 to 1018 connectors. this design Is based only 14bn lmunolers Y1owt1, and IS la or i I dlWkAxf buldhg component, riot a truss systein. Soloro use, Itd+ txNdrg deslgnot tnusl verify the appllcatAlty of design tlmotnotots rind ptoporia yIncotpalonit design Into Ito ovetdl bldldrlg design. erackV Irdlk:ated Is to rxovent IwcidI g of Individual truss wet) and/or ctdxd members only. Addllorul tetnWoiry and permanent txoctrlg MiTek' is atways tact dtod for skd•Abty arid to fxevont collapse wAth possMe patsond "wy and properly cktnugo. Tot Qonotal gtdrknco te(adrg Oki lalxbatlon, stotage, delivery, etectlon and txachg of tnmes ardl tnts: systems. s0eANSI/1PI I Qua61y, Criteria. OSS-89 and 11CSI 8u0ding Component 6904 Parke East Blvd. Safely Information avallobte from buss Plate fruilMe. 218 N. too Street. Stdto 312. Alexendrim VA 22314. Tampa. FL 33610 1 o ruSS ruse ype y ply T11433522 T80151 1:07 Floa Truce t I 7SS324009 Job Reference(optional) am raaraource, Tampa, ram t.ay, r.w.aa a t,w 0.1-8 H 26-0 2-" 11 I 13-0i t.5x3 II I.Sx3 = j I.Sx3 = cj 28 91 27 26 t............,... ..,,.....,. ... ,.., ..v. . ID:Z17yacff3rgf5yObDEG6BuzOU16-z86gOFJr4Ni5NJcOj 1 RW 2OOZX6tS5eeM7KfOr? KHiz3f7? 60 21— -0 0 2 i $ cVia •. 1:520 1. 50 II 1.60 II 1.50 II 3x6 FP= 1.50 11 1.50 11 2 3 4 5 6 7 89 10 11 12 13 14 25 24 23 2221 20 19 to 17 16 3x6 FP= 3x6 = 30 29 LOADING ( psi) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.25 17.18 >784 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.86 Ven(TL) -0.38 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 16 rVa n/a BCOL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No. 1(flat) end venicafs. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6. 0.0 oc bracing: 22-23,20.22. REACTIONS. ( lb/size) 16=82610.7.4, 22=1796/0-4-0, 26=623/0.7.4 Max Grav 16=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1359/0, 3-4=-1359/0, 4.5=-1359/0, 5-6=-1006/28, 6.7=0/1040, 7.8=0/1040, 8. 9=-1297/0, 9.10=-1297/0, 10-11=-2105/0, 11.12=-2105/0, 12-13=-2105/0, 13. 14_ 1606/0 BOT CHORD 25-26=0/928, 24-25=0/1359, 23-24=0/1262, 22-23=-154/728, 21.22=-87/876, 20. 21=-87/876, 19.20=0/1727, 18.19--0/2105, 17-18=0/1930, 16-17=0/1228 WEBS 7-22=-262/0, 2-26=-1083/0, 2-25=0/504, 6-22=-1343/0, 6-23=0/555, 5-23=-539/0, 5. 24=0/424, 14-16=-1433/0, 14-17=0/601, 13.17_ 515/0, 13-18=-39/276, 8.22=-1606/0, 8. 20=017l7, 10.20=-743/0. 10-19=0/755. 11-19=-409/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) ' Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNING . Verify dealyn Paremetan and READ NOTES ON THIS AND ANCLUDED M/TEK REFERANCE PAGE M11•7473 rev. IOWMIS BEFORE USE Design valid lol trso only with Ml loW conneclors. Ibis design Is based oruy upon paranotors shown. and Is ror on ntdlvkAKl twldln0 component. nor a truss systwn. Below use. the building doskpvx must verity the Cy1 icablltv of design palarnotem and gopedy Incorporate this design Into the ovetail dktg design. Blachg Indicated is to povenl bucNntg of Int]Mduxl truss wob axl/a chord rnernbots only. Additional lempaay and pomalenl bltacntg Welk' k c wa" fepWod for stabBlly axl to rxevonl edlapw with possble persotKl W Waxl propeAy danage. Fa rp:netal gtldatew regarding the kaxlcatkxL stooge, dellvety. erection axe bracing of tnrsses atcl tear systems sectANSI/IPI I Cuotly Cdh tint. OSB-89 and BCSI 8uilding Component 6904 Parka East Blvd. Safety Irdof a n avWable from truss Nate Institute, 218 N. Leo Street, Suite 312. Aloxcn dda. VA 22314. Tampa. FL 33610• t Job russ ryTB0151TFl-,ST,,!! 1755324010 T11433623 Foe t t Job Reference Bone ouaaem rustziource, tamps, ream cay, ranee JJ000 al -a H 2$-0 2-3-11 I.Sx3 II t.Sx3 = 1.Sx3 = 1 26 25 24 1.50 II 1.50 II 2 3 4 WVe Apr tr[VI gM16R 1ng—FIG{.Inc. I ng Jun ZC I1:Jo:1I N I I rays. 10:217yaclf3rgl5y0bDEG68tu0U16-RNg3dbKKmggy?TBcHkylwd5inrR_No2UF V ktp5z3i 7_ 1.3 3-0 1-5-5 1.3 3.01 salea 6 t: s2.o 4x6 = 1. Sx3 II 34 FP= 1.5x3 II 1.Sx3 II 5 6 7 8 9 to 11 12 13 23 22 21 20 19 18 17 16 3x6 FP= 4x6 = 3x6 = 12. 10-7 29.10-8 EA.. 28 27 1s Plate Offsets (XY)-- 117:0-1-8.Edael. 118:0-1-8.Edael,122:0-1.8.Edoel. 123:0.1-S.Eduel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(fL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 15 n/a rVa BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 151 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6- 0-0 oc bracing: 21-22. REACTIONS. ( Ib/size) 15=853/0.7.4, 21=1791/0-5-11, 24=602/0-7-4 Max Grav 15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1231/0, 3.4=-1231/0, 4-5_ 1231/0, 5-6=0/1048, 6-7=0/1048, 7.8— 1491/0, 8. 9=-1491/0, 9.10=-2351/0, 10.11=-2351/0, 11.12=-2351/0, 12.13_ 1687/0 BOT CHORD 23-24=0/876, 22-23=0/1231, 21.22=-245/646, 20-21 =0/1 039, 19-20=0/1039, 18- 1 9=0/1 912,17.18=0/2351, 16-17=0/2049, 15-16=0/1287 WEBS 6.21=-281/0, 2.24_ 1022/0, 2-23=-38/414, 5-21=-1233/0, 5.22=0/836, 4-22=-351/0, 13- 15=-1501/0, 7-21=-1681/0, 7.19=0(797, 9.19=-768/0, 13-16=0/637, 12.16=-575/0, 12- 17=-30/428, 9.18=0/718, 10-18=-276/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3)' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc; and fastened to each truss with 3-1Od (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO - Verllr design pommtenr and READ NOTES ON THIS AND INCLUDED MINK REFERANCE PAGE Me-7473 mv. MAUMIS BEFORE USE Deslgrn valkl lot use only elm Mllek® corUM101S. it* design is based only upon Ixnameten shown. and Is la an ko0vldtoll building component, nor 0 truss system. 80f0r0 use. Ira Wilding designer must verity the applfcabltty or design pcoometefs and prope:tty Incott"alo this design Into the overall design. Ikocing indicated Is to Ixtclding of lndWual truss web and/ot chard membots only. Additional temporary and poimarenl toaci ng MiTek' buildingpovenlis always nogJtod km stability and to prevent collapse vAth possible personal th ry and property damage. Fa gwmal guidance rogcndilng the 6904 Parke East Blvd. k4rfcallon. storage. delivery, election (W bracing of misses and truss systems weANSI/TPI I Quality Criteria, OSB-89 OW BCSI Building Component Tampa. FL 33610 SafetyInformationavoabletomfussPlatoinstitute. 218 N. Lea Street. Salto 312. Alexdndit VA 22314. I Job fu56 pe city 77JRf.ence FOG u- ouT80151t optionall ouaaen rastaaume, ,anpo. ream wy, rwlwa aaaoo o-141 H 2.6-0 2.6-0 . 11--611 1.3-02-" f 2-" 1. 50 II 1. Sx3 = 1. Sx3 = j 1 28 27 26 I. Sx3 I! I.Sx3 11 1.Sx3 11 4x6 = 3x6 FP= 2 3 4 5 6 7 e 9 10: 217yaci13rgl5yOb0EG68uzOUf6-v2E RgxLyX_ypddmorST_TretkFIE6EKdT9UOKYz3j6z 2- 2-5 1i 2 kt e . 1:52.0 1. 5x3II 1.5x3II 10 11 12 13 14 25 24 23 22 21 20 19 to 17 16 36 = 3x6 FP= 4x6 = 10. 10.7 _ 29.10-6 1a- Q1 30 29 Plate Offsets (X Y)-- 118:0-1.8.Edgel. 119:0.1-8.Edael, 124:0-1-8.Edael.125:0-1-8,Ed0el LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Ven(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 16 We rJa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20*SF, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end venicals. WEBS 2x4 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. ( Ib/s!ze) 16=948/0.7.4, 23=1864/0-5.11, 26=434/0-7-4 Max Grav 16=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3-4=-859/305, 4-5=-859/305, 5.6=0/1198. 6-7=0/1198, 7.8=-1307/0. 8. 9_ 1307/0, 9-10=-2187/0, 10.11=-2698/0, 11-12=-2698/0, 12.13=-2698/0, 13- 14=-1851/0 BOT CHORD 25.26=-57/710, 24-25=-305/859, 23.24= 612/563, 22-23=0/728, 21-22=01728, 20. 21=0/1854, 19-20=0/2509, 18-19=0/2698, 17-18=0/2267, 16.17=0/1398 WEBS 6-23=-299/0, 2.26=-828/66, 2-25=-290/174, 5-23=-1162/0, 5-24=0/765, 4.24=-456/0, 14- 16=-1632/0, 7.23— 1897/0, 14-17=0/720, 13.17=-660/0, 13.18=0/621, 7.21=0/956, 9. 21=.908/0, 9.20=0/562, 10-20=-552M, to- 19=0/561, 11-19=-316/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) ' Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI i as referenced by the building code.' WARNING - Verify dedyn pammetwo and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67472 tev. 10119/20IS BEFORE USE. Design valid for use ordy wOh MI Iek®conroctots. lints design It based only uffon tuamelea shown. and k fot m h dtWM al IxAding component, not a hus systom. Boloto wo. Iho txAlding doOgnor must vodfy the oW1CatlAltyof dos0i tx3o natots pt once opotlyincomotate Ih11s doslgn Inlo tto oval i. Btachlg Indicated is to bucatrlg Individual liuss an d/ot chord memtwts ordy Additional tompaary and permanent Iyocing M iTek' txAdhlg design. prevent of wob 6 always tecphed iot stabAlly and to prevent collapse with postAe petsorKd h11fy and properly damage. rat genotd gukknce tegardhlg the 6904 Parke liest Blvd. falxicatim slotage, deltvoM erection and tracing of Oases and muss systems. socANSI/IPI I Quality Cdtefb, OSS49 and SCSI Buwhg component Tmnpa. FL 33610 Salety informationovolkrihofromIngPlateInstitute. 218 N. too Street. Stlto 312. Alexarxhla. VA 22314. o ruse Truss Type y i11433525 TSO151 Flo FloorTrulta 1 1 755324012 Job Reference (optional) ouwen rusiocurce, rorripa. ron1 may, rwrion aaa99 0.1-8 H 246-0 1-"2 t 1I 2-" —i 26-0 29 28 27 ID:2I7yacff3rgf5yObDEG6Bt1z0Uf6-Nmop2HMall4gEnL?09?D0281tf8OrgcnipD t z3i6y 2.8 0 1 5 2-6-0 0- 8cye . 1:52.0 I.Sx3 If 1.Sx3 11 46 = 3x6 FP= 1.60 II 1.50 11 2 3 4 5 6 7 8 9 10 11 12 13 1.Sx3 II 1.5x3 = 4x6 = 1.50 = 14 3216 31 q 30 26 25 24 23 22 21 20 19 I8 17 16 1.5x3 II 3x8 = 34 FP = 4x6 = 3x6 = 4x6 = a-10.7 29.10.8 r 0-1 A7 91 41,-1 ' Plate Offsets (X,Y)-- 14:0-1-8.Edge).119:0-1.8.Edgei.120:0.1-8.Edgei.126:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.27 20-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vart(TL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(rL) 0.09 16 n/a rVa BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 155 lb Fr = 21MV, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc punins, except 1.8: 2x4 SP No.I (flat) end verticals. BOT CHORD 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-22: 2x4 SP No. 1(flat) 6-0.0 oc bracing: 26-27,25-26,24.25. WEBS 20 SP No.3(flal) REACTIONS. (Ib/size) 16=1079/0-7-4, 24=1847/0.5-11, 27=319/0-7-4 Max Upllft27=-38(LC 4) Max Grav 16=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-543/369, 3-4=-543/369, 4.5=0/1059, 5-6=0/1059, 6.7— 171510. 7-8=-2751/0, 8.9=-275l/0, 9.10_ 3500/0, 10-11=-3500tO. 11-12=3500/0, 12-13=-3019/0, 13.14=-2171/0 BOT CHORD 26.27=-138/533, 25.26= 369/543, 24-25=-369/543, 23.24=0/1072, 22.23=0/2328, 21.22=0/2328, 20-21=0/3145, 19.20--0/3500, 18-19=0/3331, 17.18=0/2697, 16-17=0/1614 WEBS 2-27— 623/161, 4-24=-1160/0, 2.26=-356/15, 14-16=-1883/0, 6-24— 2114/0, 6.23-0/1060, 7.23=-1015/0, 7-21=0f702, 9.21=-660/0, 14-17=0/886, 13.17=-835/0, 13.18=0/511, 12-18— 496/0, 12.19=-132/554, 11-19— 280/17, 9-20=0/688 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at Joint 27. 4)'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any panicular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' wARNDIG - verily dadyn pararrlefers and READ NOTES ON 7NIS AND INCLUDED MREK REFERANCE PAGE N067473 rev. 1602MIS BEFORE USE. Design void for use only with MlleW corvette s. finis design, is based only upon parameters shown. and Is for an individual IxRdlrng component, not a Iwss system. Before use. the txlldrlg designer must verify the ar4ftoblly of design Ixnarnelors and plop orgy kncoq"ofo this doslgn Into the overall txfic design. Bracing indicated is to txucldlrlg of IndMcdual truss wob ad/or enact members only. AckJlmrel lempway and penny nenl txackv MOWftPxavenl S always reapLod for stability and to Prevenl collapse with pwsskllo personal kdlay and property carnage. For general guk]ance regadklg the 6904 Parke East Blvdfalxicatlorl, stacvjo. delivery, erection and btacing of trusses and thus systems, seeANSI/1PI I Cually Criteria. DSB-89 and SCSI Building Component Tempo, FL 33610SafetyInformationavdlalNokernbrasPlatonsllMe. 218 N. tee Strool. Sutto 312. Alexandria. VA 22314. r Job fuss rusa ype ty ply T11433526 T80151 F11 Floor Truss 1 1 755324013 Job Reference(optional) ourrwrs rasraoume, 1 arrpu. rem A.Y. rwnaa aoaoo 0.1.8 H 2F -6-0 1 26 30 = 3x4 = 30 = 2 3 4 I0:Zl7yacff3rgf5yObDEG68uzOU16-ryLBFdM03bCXswwBytW TYGjHY3WoaCKwx7zXPOz3j6x 2 1-11-0 rSea- 1:50.7 30 3x4 = 3x6 FP= 3x4 = 3x4 = 5 6 7 a 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 to 17 16 3x6 = 30 = 3x6 FP= 3x6 = 30 = 30 = 3x4 = 30 = 8.10.7 17.4.12 29.10-e to e • 19-5-19 Plate Offsets (Y Y)-- 12:0.1-8,Edge 1. 13:0-1-8.Edael, 117:0-1-8.Edael.l18:0-1-8,Edael, 121:0-1.8.Edge1.122:0-1-8.Edael LOADING (psf) SPACING- 2.0.0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Ven(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven(TL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(fL) 0.03 16 n/a Na BCOL 5.0 Code FBC2014/fP12007 Matrix) Weight: 152lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. All bearings 0-7.4 except Qt=length) 23=0.5.11, 19=0-5-11. lb) - Max Grav All reactions 250lb or less at joint(s) except 16=652(LC 13). 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3.4=0/334, 4-5=0/334, 5.6=-871/0, 6.7=•871/0, 7-8=-871/0, 8-9=0/521, 9.10=0/521, 10-11=01521, 11-12=-1249/0, 12.13_ 1249/0, 13-14=-1249/0 BOT CHORD 25. 26=-12/364, 24-25= 12/364, 23.24=-12/364, 22-23=0/637, 21-22=0/871, 20-21=-26/ 674, 19.20=.26/674, 18-19=0/764, 17-18=0/1249, 16.17=0/879 WEBS 4-23=- 281A 10.19=-282/0, 2-26_ 422/14, 3-23=-623/0, 5.23— 827/0, 8-19=-870/0, 8-21=0/ 405, 5.22=0/348, 7-21_ 258/0, 11-19=-1116/0, 11.18=0/668, 12-18=-288/0, 14-16=-1026/ 0,14.17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3)'Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131- X 3-) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verify desryn Parameters and READ NOTES ON THIS AND M CLUDEO AVTEK REFERANCE PAGE 01111-7473 tsv. IdONNIS BEFORE USE. Oe*p valid for use only wpm Mltek®corulecton. BYs design Is based orgy upon paamoters shown, axd IS lot an trWMdlal building component. nor a truss systaun. 8efae use. the building designer roust verily the app111cablify of doslgn lofanotors and rxoporty Y rcorrotale nits design Into the overall building ing design. BrachgIndicatod Is to prevent Iwckltrlg of hdivdual truss web and/of chord met nbw only. Additional temporary and permanent btachg M iTek' Is always toc" ed fa stability and to rxovent cdtdpso with possible petsurxil hpfy and pnopedy damage roc palatal gukdaneo reWdIng tle k"Icatbn. storage. dellvoty, etoctbn and bracing of trusses and Inns systems. WeANSIfM I Quality Criteria. OSS-69 and OCSI Building Component 6904 Parke East Blvd Safety Information avalklAo from truss Plate Institute. 218 N. Leo Street. Salto 312. Alexandria, VA 22314. Tampa. FL 33610 Job truss cuss I ype 0ty ply T11433527 TBOtSt F12 fkxx Truss 1 1I 17SS324014JobReference (optional) Sunders FlrstSource. Tamps, Ram City, Fbnda 33566 i 1-9.12 1 1.Sx3 II 6 2 3x4 = 7. AO s Apr 19 2016 MrTek Industries, Inc. Tnu Jun 22 14:36.60 2e17 Pays 1 IDZI7yacf t3rgl5y0bDEG68uz0Uf6-ryLBFdMD3bC XswwSylW TYGIE W 3bPaEewxTzXPOz3i6x 3 1Sx3 II Scale . 1.10.0 30 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 " * 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(fL) 0.05 4.5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (Ib/size) 5=523/Mechanical, 4=665/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4.5=0/563 WEBS 2.5=-684/0, 2-4=-684/0 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 2011oF, 1 I%E Structural wood sheathing directly applied or 3.10.8 oc puffins, except end verticals. Rigld ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder cables lie -in span(s): 11.4.0 from 0.9-0 to 3-10.8 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-6=-100, 3-6=-353 WARNING - Verify deNyn peremstsrs and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE A111.7473 rev. I&MMIS BEFORE USE Design valid la use orgy vAlh Mllek®connoctars. tt1B deslWl is based orgy upon paa rneton shown. and blot an indMdual bilWtg component, blot a truss system. Before use. the buidrtg designer inust verity Ile og0kcabGlly, of design paearnolors aryl property Incogerato this design Into the overall building design. Macho Iridlcated is to prevent buckling of hdMdLK t IRM web and/or ctxrd members only. Additional lempofo y and permanent Ixachg M iTek' Is always recruited fa statAllly and to peveni collapse with possible peisoca hpay and property damage. rat general gtildance regarding the fatxlcalkxt storage, delivery, erection and bracing of taesas and Irlm systems, soeANSI/IPI I Quality Criteria. OSS-89 and SCSI 9uilding Component 6204 Polls East Blvd. Safety Information avdlalxe from truss Rate hsllMe. 218 N. too Street. Suite 312. Alexandria VA 22314. Tsnpa. FL 33610 Job NSs Truss Type Oty Ply T11433628 TWIS1 F13 Flom Ttusa 1 1 7SS32401S Job Reference (optional) Budders FItsl3ource, Tempe, Plar6 Cay, Awdo 33S66 1.10.8 1 1.6x3 11 2 3x4 7.640 s Apr 19 2016 MITak Industnes, Inc. Thu Jun 22 14 36.50 2017 Page 1 ID:Zl7yacff3rgf5yObDEG68uz0Uf6-ryLBFdMD3bCxswwBytW TYGjEv3c7aDlwxTzXPOz3j6x 3 1.Sx3 II Scale - 1:10.0 30 = 30 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 VBrt(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25I Vert(TL) 0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO W B 0.23 Horz(rL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD BOT CHORD 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 4=648/Mechanlcal, 5=863/0-7.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.5— 342/0 SOT CHORD 4-5=0/753 WEBS 2-4=-904/0, 2.5=-904/0 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20%F, 114eE Structural wood sheathing directly applied or 4.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Refer to glyder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 14.10.0 from 0.0-0 to 3-2-0 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 4-5=-10, 1-6=-449, 3.6=-100 WARNING- Vedry design pammetars and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MR-7473 rev. I&W,2016 BEFORE USE. Design wild lot use only vAth Mllok®connoctors. Ms design b based only upon pmornotofs shown. and Is for an Indh4dual txAcBno component. A0, a truss system. Bofoto use. Me Wldng deslgnof mull vodly the opplicallllty of design txaanelors orKI pfopoily incerlxxate this design Into Iho overcdl txAdIng design. bacing Indicated Is to rxevont txlcdb Vd of hdWucr truss web and/or chord memtxxs only. Mt9lbnal IomperaY and parmanonl txadng MiTek' Is atwoys tegJred to statAlty and to ptovenl collctrne wtlh poss"o petsotld tdrsy c+nd rxopeny dunage. Fof (p.netal g ldance fogcsding the loixkalloix stotago. delivery, erection and txacino of threes and truss syslams. seeANSI/IPI I Quality Criteria, DSB49 and SCSI Sultding Component 6904 Parke East Blvd. Salary Intamahon avolkshlo from Ifuss Plate Institute. 21B N. Leo Street. Suite 312. Alexcsndtkl. VA 22314. Tampa. FL 33610 Job TruSS runs ype ry Ply Ttt433520 TWIS1 F14 Flaot Tessa 1 1I 175SX4016JobReference(optional) rw— —aa . i -Wu. r—, —Y. r—.. aa000 0.1.8 Fi 2.6.0 1.3-0 1.5x3 II 1.5x3 = 1 Sx3 = 2 ID:Zl7yacft3rgf5y0bDEG68uz0Uf6-KSvZTzNrpvKOU4 VN W a 1 STGVLTsDJdy3A7i5xtz316w I le. 1:26.2 1.5x3 11 I.Sx3 It 3 4 5 6 4x6 = 1.50 li LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(rL) -0.12 14.15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 9 rVa rVa BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 81 lb FT = 20V%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudirts, except BOT CHORD 20 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 9=787/0-3.8, 18=787/0.7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1416/0, 3-4=-1812/0, 4.5— 1812/0, 5-6=-1812/0, 6-7=-1409/0, 7.e=-589/0, 8-9=-596/0 BOT CHORD 15-16=0/1112, 14.15=0/1687, 13-14=0/1812, 12.13=0/1688, 11-12=0/1110 WEBS 2-16=-1298/0, 9.11=0/888, 7-11=-827/0, 7.12=0/476, 6.12=-442/0, 2-15=0/482, 3.15=-431/0, 3-14=-41/383, 6-13=-43/386 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING- Vedry dedyn paramofors and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE 61I1-7472 tev. MOMIS BEFORE USE Design vaild for rise only whin MlleM connoclots. this design Is txnod only t4)on parcenelefs shown. and fs la an Individual buldng component. not wtanusssystem. Bogota tao. the btAding daslgnet tntal verify One a1K7I1ceabBry of doslgn lxxasnoters otxd ptolwdy Incorf"ato this design Into the overall IxAdrsg design. &acing indicated Is to prevent hxsdd4lg of Individual Inss web and/ot chard members only. Atldilognal lempogary and potmarenl Ixocing WOW tsdwaA got}ltod got stcMity and to rxevcnl edlgne vAlh posM petsorlat k#jry amid Ixopedy damage. For garietal ijukknee Hsgardng de kRxlcotlorl, stomoo, dollvory, otection and txacMg of Irttsosand fats system; SceANSI/fPll Qtrafrly CAIefW, OSS-69 and SCSI BuUding Component 6904 Paske East Blvd. safety INonnatlon available from Ituss Plate InstlMe. 218 N. lee Sttoal. Su to 312. Alexandsla. VA 22314. Taupe. FL 33610 Job runs TrUSS Type oty Ply Tt1413530 TBOISI F15 Floc Truss 1 1 76=4017 Job Reference (optional) UUMMS resl=ffCo. I ampe. mam,i". PON= JJ000 0.1.8 1 i 26-0 1.3-0 I." tnPl 1•[VIOMIIOR IIaIViillq,lfi. Iffy JYII6L 11'JO it [VI/-9e1 ID:217yacff3rgf5y0b0EG68uz0 16•KBvZTzNrpvKOU4VN Wa I15TGRBToHJYc3A7Sxlz3j6w 26-0 1-9-4 26-0 oaufs Sr:dlS. 1:32.5 1.5x3 II 1.Sx3 = 3x8 = 1.Sx3 II 1.5x3 = 06 = 3x6 FP = 1.5x3 11 1.50 ,1 30 = 4x6 = 5x6 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 20 le 17 4x6 = 16 15 3x6 = 30 = 14 13 12 % q 3x8 MT20HS FP = 5x6 = 4x6 = 3x4 = 21 49 Plate Offsets KY)-- 111:Edge,0.1-81, 115:0.1-8.Eduel, f 16:0-1-8,Ed0el LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.34 14.15 656 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Ven(TL) 0.51 14-15 432 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.07 11 IVA n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 100 lb FT = 20- F. 11*SE LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) Except' TOP CHORD 1-3: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 31(flat) *Except* BOT CHORD I I.13: 2x4 SP No. I(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 18=1151/0-7.4.11=1521/0-4-0 FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2301/0, 3.4=-2301/0, 4.5_ 3769/0, 5-6=-3769/0, 6-7=-3769/0, 7.8=-3620/0, 8.9=-2325/0 BOT CHORD 17-18=0/1709. 16-17=0/2884, 15-16=0/3769, 14-15=0/3851, 13.14=W3329, 12-13=013329, 11-12=0/1314 WEBS 2-18=-1994/0, 2.17=0/940, 4-17=-926/0, 4.16=0/1202, 5-16=-397/0, 9-11=-1971/0, 9-12=0/1606, 8.12=-1594/0, 8.14=0/463, 7.14 366/0, 7-15=-445/477 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) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 sirongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection devfce(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 F Floor Uve (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10,1-10=-100 Concentrated Loads (lb) Vert: 8=-648(F) 0 WARNING • Vedly dedpn Petemeters end READ NOTES ON TNIS AND INCLUDED M?EK REFERANCE PAGE MIF7479 rev. IOMMIS BEFORE USE DesIgn vuikl for use only wpm Mitek®connoctom Ms de*fn Is based only upon parametors Mown. and h rot on Individual lxdd ng component. not a truss system. Solaro Lao. the tx9dlnp designer must vodfy the aplxk;ablity or do*jn txaomolots crud Ixopotly tncogotala this design Into Ito ovaroll Wding design. Bracing Indlcaled Is to 1xocOV of InclMdud truss web ond/ot chord members only. Additional lernpotary and permanent btochlg MOWprevent Is always raglhed lot stability and to rxovant collapse wllh posst Ao patsonal flltey and property darnage. for gonwal guldtnce toWdIng to labricatIM slorage, dellvory, etectbn and Lxaclrlg of tames and Mars syslems seeANSf/IPI I Cuallry Criteria, DSO.89 atld SCSI Bulldln9 Component 6004 Pork* East Blvd. Safety Irdormation avatiablo Noon Inns Plato Institute. 218 N. lee Snore. Suite 312. Alexandria. VA 22314. Tompa, FL 33610 Job Truss Truss Type ry Pry T u 43353t TBOf51 Fi6 Floor Truss t t 1,5S3240, 1 Job Reference(aptionall Buddem FdstSoutce, Tampa, Plain Cdy. Fonda 33S66 7.640 a Apr 19 2e16 m t ex inausrrles. Inc. Chu Jun 22 14:36:S2 Cut r rage 1 10:Z17yacff3rgf5yOb0EG6BuzOU(6-oLTygJOTaOSE5E4a41Yxdhpegsf 27yDOnSeTJz3j6v 0.16 26-0 1-3-0 2-56 1 3-0 I 1.5x3 II t.Sx3 = 1.5x3 = 3x4 = 1.Sx3 II 1.Sx3 II 3x4 = Scale . 1:18.2 s.5x3 II 77 L 3x4 Lo Q• 8 8 are = 3x4 = 106.14 106.14 3x4 = Plate Offsets ()I%Y)-- 18.0.1-8 Eduel 19.0.1-8 Edgel LOADING (pSf) SPACING- 2-0.0 CSI. DEFL. In loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.08 9-10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(rL) 0.01 7 rVa rVa BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 55lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) 80T CHORD REACTIONS. (lb/size) 10=568/0.7-4, 7=568/0.3.15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 922/0, 3-4=-922/0. 4-5=-922/0 BOT CHORD 9-10=0/736, 8-9=0/922, 7.8=0/736 WEBS 2-10= 859/0, 5.7=-859/0, 5-8=0/410, 4.8=-252/0, 2-9=0/410, 3-9=-252/0 Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - ~fy design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M67Q3 rev. #=MIS BEFORE USE Deslgl vaikt lot use only with MIIekb corowctors. I1* closlgt R basod orgy upon f arnetors shown. and Is for a1 IndlWitrd Lmldhlg component. not a truss system. Beloro uso. Iho "cRW deslgnw must vodry the c"AlcalAiry or dosW paornotors arW lxopolly Irtcorporato this design Into the overall flracirlg Inckatod is to txrcklhV of Individual truss web arld/ot chord members orvy. A.rddtiond temporary and pormonenl Ixacing MiTek' busing dosign. Ixovenl is always ta"ed for stability and to prevent coltgxe w11h Possible pasond "AY and prorxrny damage. Fot general g klalco tegadrl0 the fatxlcallon. storage, csativery. etoction anti bracblg of busses and buss systems. saeANSI/TPI t Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Stvd. Salary Information avdiotAe from truss Plato institute. 218 N. Loa Strout. Srlto 312. Alexandria. VA 22314. Tampa. FL 33610 Job I russ ype yPly T11433532 T80151 I. runs HR01 Diagonal HQ Godor 1 1 1755324019JobReference(optional) uurrasts ransmrrce, r ampa. rrem cay, rtonaa aawe r.o+v a npr rr zvio m i ec maucrrms, rnc. i nu aun zz ri.:w az N r rage r ID:Zl7yacH3rgf5yObDEG68uzOUf6-oLTygJOTaDSE5E4a41Yxdhpd3s9o28vD0nSeTJz316v 1.5-0 7.1.5 9.9-5 1.5-0 7-1.5 2-0-0 Scale. 1:21.0 20 11 3x6 = 3x8 = 8.9.5 B•9.5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.15 5-8 >771 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vera fl-) -0.49 5-8 >238 ISO BCLL 0.0 ' Rep Stress Incr NO W B 0.19 Horz(rL) 0.01 5 We n/a BCDL 10.0 Code FBC20141rP12007 Matrix-M) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc punins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Iblsize) 2=491/0-10.15, 5=667/Mechanical Max Horz 2=137(LC 4) Max Upl1112=•148(LC 4), 5=-204(LC 8) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-750/212 BOT CHORD 2.5=-293/702 WEBS 3.5=-766/361 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=5.Opsf; h=2511; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope); 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.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 148 lb uplift at joint 2 and 204 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face 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- 70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, 8=-51), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING . Verily deNgn pare nerers and READ NOTES ON THIS AND INCLUDED MlfEK REFERANCE PAGE MO.7472 rev. I&CMIS BEFORE USE DosIgn valkf for kw only vAm Ml1040 connoclors. Iris design Is based only upon parametors shown, and Is lot m IndividualIxrldng compononl. not a truss sysloin. Below uso. trio txAdtrng doslgnot must vony the aWicatAly of dcWjn paranlelots and proporly Yrcotpotale this desl0n Into tho overall bulalrvj design. Bracing indicated It to rxrckling of hdNklual taus wob anal/or chord memrxxs only. Acklltlonal lernWary and peuna nont bracing M iTek' lxovent It always regaled for skrtx9ly and to fxovonl eollUlM vrlth possible personal "and property dernag0. For gonotal eukkneo regcrcft Ifw 6904 Parke East Blvd. latx1collon. slorogo. delivery, erecllon arK1 dating of trusses and Inrss systems. socANSI/TPI I Quality CdlerW, OSB49 and BCSI BuOdkng Component Tompa. FL 33610SafetyInformationavalic"o from truss Plate k%slllute. 218 N. too Street. Srlto 312. Alexandria. VA 22314. Job ruse Truss Type ty T11433633 Taoist HRa2 OiagonelHip Gitder t t 1,65=4= Job Reference (optional) evilaera Flrosaurce, Tan". Plata city. Fltxraa MN5 r.MV { Nx 1v wit, Mi i ex inausine{, inc. t fur Jun C[ m7 :w [ i r rage t 10217yacff3rgf5yObDEG68uzOUf6- GX 1 KufPSLW aSjOfmd93AAuLohGaxnd2MdRBBOtz3i6u 1. 5-0 6.11.6 1- 5-0 6.11.6 3x4 II 30 = 2x4 II LOADING ( psi) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 TCDL 15.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 ' Rep Stress Incr NO WS 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. in (loc) Well Ud Vert( LL) -0.06 2-4 >999 240 Ven( TL) -0.16 2.4 >488 180 Horz( rL) 0.00 4 n/a rVa LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb(Slze) 4=329/Mechanical, 2=301/0-11.5 Max Horz2=115(LC 4) Max Uplift4=- 1 09(LC 8), 2=-111(LC 4) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale. 1:17.9 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end venicafs. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( e) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 13CDL=5.Opsf; h=25fC Cat. 11; Exp C; Encl.. GCpl=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 4 and I I I lb uplift at joint 2. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). e) ' 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) Van: 1-5=-70 Trapezoidal Loads (pit) Van: 5=0(F=35, B=35)-to-3=-122(F=-26, B=-26), 2= 2(F=9, B=9)-to-4=-35(F=-7, B=-7) A WARNING- Verily design peranWera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE iI11I1-7473 eay. 160MIS BEFORE USE Doslgl vdkl for use only with MI lek6 connoclors. Rls doslgn is Ixaed only upon pxaomelon shown, and Is for an hndlvIcW buldirlg component, nol a buss systoin. Before tw. tho building deslgfot Inusl vodfy the a Icci lliN of dokn Mconelon oncl pxoporly Incorlorato Mb dosign Into the overdl building dcalgn. Bracing Indlcalod Is to bucMing of tndvidtiad tam web ana/a chord members only. Ackltlonol lornpotc ry and peirnononi bracing Welk' poventIs always teclulted tof si ibohy aril to povent collgno wllh roulble rxefsorld"arK1 poporty danage. For gc vNd gtlUcnce regcnrdtrtg th o 6904 Parke East Blvd. icanlnallon, slorcgo, deltvoty, otecBon aril bxocing of htmos and trim syslems, sooANSVIPI I Quality Criteria. OSS-89 and SCSI Building Component Tarrga. FL 33610 SafetyInlamunlanavallcdxohornTrussPlateInstltulo. 218 N. Leo Shoel. Sulto 312. AlexorrJrW. VA 22314. Job T russ type ryply T11433534 TBO1 S 1 1. r.ss HA03 Olagonal Hp Girder 1 1 1766324021JobReference(optional) tsulloara Hrslboufca. 1 orlpa, rant udy, f10flaa 33bee r "U a APf 1 V ZU10 MI1SK 1nQUilllea. 1M. 1 nU JUn ZZ N:J0 DJ L 1 / rage 1 ID:Z17yacff3rgf5yOb0EG6BuzOUf6-GX 1 KufP5LW aSlOfmd?3AAuLoyGU W nagMdRBB0Iz3i6u t-54 6.2.1 t 99.5 6-2.1 t - 3-6.10 20 11 3x6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) 1/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.17 5-8 697 240 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) 0.51 5-8 226 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Hor2(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=482/0.5-5, 5=676/Mechanical Max Horz2=207(LC 4) Max Uplift2=-116(LC 4), 5=-242(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-625/135 BOT CHORD 2.5=-275/562 WEBS 3-5=-614/327 Scale . 1:23.1 PLATES GRIP MT20 244/190 Weight. 43 lb FT = 20% Structural wood sheathing directly applied or 5.2.7 oc pudins, except end verticals. Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=25ft: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 nonconcunent 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 116 Ib uplift at Joint 2 and 242 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-2=-70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, B=-51), 6=0(F=10, B=10)-to-5=-49(F_ 14, B=-14) O WARNWG - Varlly datlgn pantnWaro and READ NOTES ON THIS AND INCLUDED NrTEK REFERANCE PAGE MD-7473 rov. I&OZ209S BEFORE USE Design valid lot use only wtm Mliokib connectots. IMs design Is based only upon pmatnelois shown, and Is lot an hdivicktat txddbV component. rot a truss system. Befao use. the building deslgrat must verify the aprAlca bli fy of design paiconolors atd IxopaAy hlcogoroto this design into the OZC. txlding design. Dochg trdkated Is to bucaing of MMWca Inns web and/a chotd members only. Addllioral lornpotary and potmo enl lxochg WOWIxevenl Is sways requited lot stability and to rxevont collgm With possible personal k*.ffy chid fxotx ty d ainago. For genoral glyddnce togadrlg the Iatxkallom storage, deltvoty. etocten and btachg of musses and hiss systems seeANSI/IPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety INormotlon avdkble from ftuss Plate truBMe. 218 N. too Sheol. Stllo 312. Aloxar0rict VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Ply TI1433535 TB0151 HR06 Diagonal Hp Girder 110 11 JISS31.11 Job Reference tiona tfudde t "aluource. t ampa. Flatll {;0y. IOrraa ;M66 r.Mv S Apr rY Lvia MI I eK IngvSIrIGS. IIIG. I nv Jvn 44 1-.W [v I / r099 I ID2t7yac113rgf5yObDEG68uzOU16-GX 1 KuIP5LWa5jOtmd?3AAuLoyGUW nagMdRBBOlz3j6u R1•s•o 6.2.11 9.9.5s66.2.11 3.6.10 Seale . 1:23.1 2x4 11 3x6 = V• - 9.9.5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Verl(LL) -0.17 5-8 >697 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Ven(TL) -0.51 5.8 >226 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.22 Horz(TL) 001 5 n/a We BCDL 10.0 Code FBC2014/TP12007 Maldx-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/slze) 2=482/0-10.15, 5=676/Mechanical Max Horz 2=207(LC 4) Max Upl1112=-1 16(LC 4), 5=-242(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-625/135 BOT CHORD 2.5=-275/562 WEBS 3.5=-614/327 NOTES- (8) 1) Wind: ASCE 7-10: Vult=139mph (3•second gust) Vasd=108mph; TCDL=4.2psf: BCDL=S.Opst; h=25(1; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope); 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 nonconcurrenl with any other live loads. 3) ' This thus 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2 and 242 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face 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_ 70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, B=-51), 6=0(F=10, B=10)-t0-5=-49(F- 14, 8=-14) A WARNING . Veulfy daHgn Pantrttaters and READ NOTES ON rNIS AND INCLUDED AUTEK REFERANCE PAGE M111.7473 rev. Id0Y20rS BEFORE USE Design %did for use only with MRoM Connecfem this design Is lxised only upon pcacaneters sflown. and Is fol an kK lvldttd IxMirtg component. nor wtatrusssyslem. Wrote use. Ir10 IxNc ng doslgrwr must voriry the appltcaW Ily of design pxcunutois and properly Incorporalo itlk design Into the ovotail txidng Bracing Irldlcated Is to bucidi individuct truss web and/or chord members only. Addllond temporary and permanent txocbV MiTek' design. pevonl g of Is always tocµod fa stcMlty end to pevenl collapse with pess"e potsorxd Irri ry cind proporfy dunago. For genetd guidance tegardkrg fhb lcdxlcalkxi storage. ddNo fy. election and Wicklg of trusses and tuts systetns. socAN51/IPI I Quality Criteria. OSS-69 and SCSI BulkIN Component 6204 Polka East Blvd. Safety Information avolk"o Iran truss Role tnsllrrie. 218 N. too Street. Sidle 312. Alocarldria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty T11433536 TBO151 JO1 JACK -OPEN TRUSS 1 1 7SS324023 Job Reference(optional) Builders Fus18ource. Tempos. Plard Cdy. Fbnda 33566 7 640 a Apr 19 20161ATek In IUSIftes. Inc. I hu Jun 22 14.36.54 2017 rage 1 10:217yac113rg15yObDEG68uz0U16•kjbi5?Pl6giyLYEyBiaPj6u5Wg 1 iW41 W s5xlYBz3j6t 1.0.0 1.5.15 1.0.0 1.5-15 Scale . 1:7.0 20 = 1.5-t5 1.5.15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well ' Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(rL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 6 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=21/Mechanical, 2=167/0-8-0, 4=14/Mechanical Max Horz 2=40(LC 8) Max Uplilt3=-17(LC 12), 2=-92(LC 8) Max Grav3=2l(LC 1), 2=167(LC 1), 4=28(LC 3) FORCES. (Ib) - Max. CompJMax. 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=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3 and 92 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code WARNWO . Varlly dedyn Pararrlemre and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE II/IF7473 mv. 160"IS BEFORE USE. OosW valkl la use orgy wpm Mllek® connectors. this design Is based orly upon parameters Yawn. and Is la on IndMd al "ding component. root a buss system. Before rso, the lxBdrKI doYgnrx must verify the apfilccttAly of doYgn lxxanolors and ptolorty Incogorale this design Into the over,, txddt ng design. BrockV tndcated is to txocidbV of IndNldbl fr ss web and/or crowd members onty. Additional temtxxoy and pomsanent lxadrV M iTek' provens ls,ways rcxlukod fa skdxllly aril to rxevonl cdlcssse with possble personal Injury anti lxoperly damage. For gamer, guldalce togadng the l,xlcalkxi stotago. ddlvety. erocten mcl txacing o1 irtmes and lRns systems, sooANSI/IPI I Coolly CdtarW, DSB-&9 and &CSI luBding Component 6904 Parke East Blvd. safety Itdwirmlion avallat cr (torn buss Plate Mitute. 216 N. Leo Street. Srlto 312. Alexaxlda VA 22314. Tarrpa. FL 33610 o1.02 fuss ruse ype ty ply T11433537 T80t51 Jack -Open Twss 1 1 765324024 Job Reference (optional) Buildent First$ouree. Tampa. Plant City. Florida 33566 / 64u s Apt 1v zula mi i ex inauslnes. Inc t nu Jun zz 1 zul / rays 1 ID:217yacff3rg15yObDEG68uzOUf6-P4bi5?Pl6gryWLYEyBiaPj6ngOwW41 WsSxIYBz3j6t14-0 2.10.15 1-0- 0 2.10.15 20 = 2. 10. 15 Scale . 1: 9.4 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.14 V@rt(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15. 0 Lumber DOL 1.25 BC 0.07 Vert(rL) -0.01 2-4 >999 180 BCLL 0. 0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.00 3 rVa n/a BCDL 10. 0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc purlins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/ size) 3=63/Mechanical, 2=231/0-8-0, 4=25/Mechanical Max Horz 2=59(LC 8) Max Upliil3=- 40(LC 12). 2=-111(LC 8) Max Grav3= 63(LC 1), 2=231(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=4.2psf; BCDL=5.Opsf; h=25ft; Cat. It; Exp C; Encl., GCpl=0.18, MWFRS (envelope) and C-C Exledor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10.3 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) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3 and 111 lb uplift at joint 2. 6) ' Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' wARmwo - vodfy dodyn pentmatero and READ NOTES ON rNrS AND WCLUDED UMFK REFERANCE PAGE A11167473 rev. 166MIS BEFORE USE. Design v ld lot use only whh MIIoW connectors. Ms design Is Ixtsed only upon pxxaneters stlown. and Is tot an Indivlducl building component. not o truss system. Bofae use. Iho txAdlrlg doslgnot must verity tlo oppOcobllty of design pxaanotors aid ptororiy laorl"cufe this design Into Ito ovorall buldlrg design. Bioelnlg kxilcated Is to txickling of IrxlMdual truss web aid/or craw mernWs only. AcklOoncA lomlonay and permanent lxocing M iTek' Ixervent isalways required for stabllty and to rxevent collapse vAtn p ossItAe poisonal trlltay t1fx1Ixopeny danage. rot general guidance regarddg the 6904 Parke East Blvd. tabrlcalbn storage, dedvory, election and bnackg of trusses and truss systems SoeANSI/TPI I Quality Criteria. 036-E9 and SCSI BulWing Compomnt Tampa. FL 33610 Safety Information ovaltablofromtrimRateInstitute. 218 N. Leo Shoot. StAto 312, Aloxaxlria. VA 22314. Job Truss Truss Type oty ply T11433538 Taoist J03 Jack -Open Truss 1 1 17SS124MJobReference Gona Burgers FsstSource. Tampa. Rant City. Fbtlda 33566 r wu s Apr 1v ano mi rea mousmss. inc. i nu .ruff " t rage . 10:217yacf13rglSyObDEG68uzOU16-Cw941 KOLtSgpyio9lO6eFJRAD4KM F XYf41gl4 ez3i6s 1-0-0 4.10.15 1-0-0 4.10.15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.02 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FSC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No-2 REACTIONS. (lb/size) 3=144/Mechanical, 2=31OM68.0, 4=45/Mechanlcaf Max Horz 2=87(LC 8) Max Upliil3=-82(LC 12), 2=-121(LC 8) Max Grav3=144(LC 1), 2=310(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10.15 oc puffins. SOT 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=5.Opst; h=2511; Cat. II, Exp C; Encl.. GCpi=0.18: MW FRS (envelope) and C-C Eldedor(2) -1.0.0 to 2-0-0, Interior(1) 2.0-0 to 4-10-3 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 121 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI I as referenced by the building code' A WARNING - VwW design pansmaters and READ NOTES ON THIS AND INCLUDED AlfFEK REF£RANCE PAGE M67472 rev. 160Y101S BEFORE USE. Design vcfld (of use only with MI IekA connectors. hits design Is based only upon pmornelets Yawn, and h for cn indIvlchx>I lwlding component. not a huss systorn. Before use. tie Ixllcing dosklner must vodly the alllxlco1Ally of deslgl rxaanotets axl ptopody incogxxalo Ihls doslgn Into the ovetoll Brachg Ind Is to txxIding kKlMduu[0 in=web oncf/or ctald memtxxs only. Addlbrsd tempofary and 1>oimawnl Ixacing Welk' Ixldnlg doslgn. caled prevent of is a ways tec"od for sUAlly and to {event collapse wllh possIlAo persorvil Injury avJ ptor>orty ckanogo. For general g ld nce todadIng Me 6904 Parke East Blvdktxlcallon. Yotoge. doltvary, otecllon ax1 txachlg of tames and truss systems. soeANSI/IPl I Quality Criteria, OSS-89 and SCSI Building Component Tampa. FL 33610SafelyInlonndttonavaadefromTrussRateInstitute, 218 N. Lee Streel. S Ito 312. Alexancift VA 22314 Job Truss Truss Type City Ttt133539 TB0t61 J04 Jack -Open Truss 1ply 1 Job Reference (optional) Job Reference tsunaers 1-1r6mource, tartpo, rram cny, monaa aaaoo .. w• . cvw... v. wv..wv. .ti. ,. .- - w . ID:217yac113rgt1 y;bDEG6Buz0U16-Cw941K0Lt8gpyio9l06-aFJR5s4F4FXY141p14ez3j6s I -04 7-" 140 7.0.0 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.09 2-4 837 240 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.27 2.4 295 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0.8.0, 4=83/Mechanical Max Horz2=116(LC 8) Max Upliit3= 104(LC 12). 2=-137(LC 8) Max Grav3=205(LC 1), 2=400(LC 1). 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 3/4'-V N N nfV N PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Ops1; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) -1.0-0 to 2-0.0, Interlor(1) 2-0.0 to 6.11.4 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) 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.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 137 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Yerrry design paremeters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO-7413 rev. /AWMI5 BEFORE USE DeOM valld la use only wim FAIola Commtom Inls doslprl It txaod only upon paralletors shown, and Is for an IncRAAal 1xAdlrl0 component. nor a truss system. Wore tao. Iho txAdkl0 deskjnot must vorify fhe afxAlcablilly of do0gn rosanolon and rxotorly Incorporolo Ih is doslgn Inlo the overall lxdcko desgn. {lacing kdlcatod Is to ptovonl txakling of trKlMdual Irum wob and/of chord mornbots only. Adcilkxlal IernpoKlty and perrnalonr txocklp M!Tek' Is always iequkecl tot sklbAfty orW to rxovonl collapw wllh rwssUo riersawl Irlpay orxJ property t1CAnaUe. For Orenrxal Ordcfcmo te(ptaalflj Me lobticatkxi storcige. <Mlvory, otocf on and txacing of tntsses and buss systomA sooANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Pltke East Blvd. Salary INormallon avadic"o ban fruss floto IF41IMo. 218 N. too Strool. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job T russ Trusts Type 0ry ply T11433640 Mist J05 Jock -Open Truss 1 t 17SS324027IJobReference (optional) Buddent FhatSource. Tampa. Plant City. Florida 33566 7.640 a Apr 19 2016 sdtTek Industries. Inc. Thu Jun 22 14 36 55 2017 Page I I D:217yacf f3rgf 5yObD EG6BuzOUf6-Cw941KOLt6gpyio9106eFJ R Ft4LG F XYf4lgl4 ez3i6s 14.0 0.1045 1-0-0 0.10.15 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 15.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. pb/slze) 3=4/Mechanical, 4=146/0-6-15 Max Horz 3=35(LC 12) Max Uplilt4=-59(LC 12) Max Grav3=17(LC 16).4o146(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale . 1:6.9 20 = OEFL. In (loc) I/dell Ud PLATES GRIP Ven(LL) 0.00 7 n/r 120 MT20 244/190 Ven(rL) -0.00 7 fVr 90 Horz(TL) -0.01 4 We We Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=2511; Cat. 11; Exp C; Encl , GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 4. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MB-7473 rev. 1003r1015 BEFORE USE Design vdkl to use only with Mliek®conrwetors. Ills cleslgn k Lxaod oly upon p asanelea shown, and is fo an In ilvdtwl brldhng component, not a hugs systotm. Bototo use. Iho hUking deslgnot must vedty, the gxxlcalAlly of design paanotets cind pxgorly incogototo thts deslpn Into the oval, IxACN1g doslgn. Bracing hnclk:ated Is to ptovenl txtcldmg of IndWLKA lrtra web and/or chord membots only. Ad llkund temporary and petma nont Ixachp M iTek' Is dways teq*,jd for slubllly and to prevent Collapse wtih possRAe personal hnfury and property dunage. for gunotcl guidance regarding tite kAxk:ofkxL storage, dellvery, erection and txachtg or trans anal Inca systems. soeANSI/tPI l Quality Criteria, OSS-69 and SCSI Butidl ng Component 6904 Parke East Blvd. Safety Information awdledro ion lam Plate Institute. 218 N. Leo Slnoot. Sullo 312. Alexandda. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply Ttt433541 TBOISI J06 Jack -Open Ttuss t t 7SS324028 Job Reference a bona audders FmtSource, ranpa. Picini Lay. I•Iowa 73beti --inin .aums. uw. I . n cl W. . I D:217yacff3rgl5yObDEG6BuzOUf6•g6jSW gRzeRzgarNLJ7dtoXzONUiO_opJPOrc4z3j6r t-0-0 2.10.15 1.0.0 2.10-15 Scale: V-V v d 20 = 0-4.0 2$15 LOADING (psf) SPACING- 2.0-0 CSI. DEFL in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.07 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=63/Mechanical, 2=231/0.8.0, 4=25/Mechanical Max Horz2=76(LC 12) Max Uplilt3=-49(LC 12), 2=-54(LC 12) Max Grav3=63(LC 1), 2=231(LC 1). 4=50(LC 3) FORCES. ( lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. 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; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) -1.0-0 to 2-0-0, Interior(1) 2-0.0 to 2-10.3 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3 and 54 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Verify dedpn pammtera and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Na7473 rev. 11103,2015 BEFORE USE Design vdkl tot use orgy vA01 MI lek®Connoclors. this design B Uasod orgy ulwn twiamoloa stlovm, and Is lot an Individual Wilding component. not a Irtm system. Boloto use. the txNldhg designer must verify the ar.01calAify of dosign lxnconetofs and Ixopot fy Incerlwtale this; design Into the ovetdl lxIDdhtg design. Brac&V Indicated is to rxovent bucklhlg of Individual truss web and/or chord members only. Addillonal fornlwrary, and Ixxmamnl Ixacing MiTek' is always tecltlted lot skriSlty end to rxevent eellegm Wth poss8xe pcasondi Inji-ay and rxopuly dunnage. for genotal aukl nee tegcadrtg mo laxk: albn storago. delivery, etoctbn anct Ixocing of Inmesand Inrss systems. seeANSI/IPI I Quality COterla. OSS-89 and SCSI 8uitding Component 6904 Parke East Blvd Safety IMomatlon avcLc"o from Ituss Nato InstiMe, 218 N. Lao Sttoot. Suite, 312. Aloxcndda. VA 22314. Tampa. FL 33610 Job Truse rues Type ry T t t 433542 TBOiSi J07 Jack -Open Truss 1 t 755324029 Job Reference(optional) tsusaem hest iaurce, i anve, rant t:ay, lotus 3:A6a /. nP. i. zv _6.. mausu,... ice. . W ID:Zl7yacft3rgf5yObDEG6BuzOU16-g6iSW gRzeRzgarNU7dtoXzKSUIO_opJPOrc4z3j6r S-0_0 1-PO 6-0-0 Scale. 1:17.3 2x4 014-0' 4-e-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Ven(rL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 rVa Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=148/Mechanlcal, 2=314/0.8-0, 4=46/Machanlcal Max Horz2=119(LC 12) Max Uplilt3=-99(LC 12), 2=-63(LC 12) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=S.Opsl; h=2511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) -1-0-0 to 2.0-0, Interior(1) 2-0.0 to 4-11.4 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 Wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 63 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vetlry design pammetwo and READ NOTES ON I M AND INCLUDED AMEK REFERANCE PAGE 1MI11-1473 rev. 1403MIS BEFORE USE. IONnign valid lot tree only With MIlok®conneclom. 11%design Is basod only trim pmametorsallown, cool k poi an Individual lxddlng component. not a truss syslem. Solaro use. the txAding dosl0net mtal verify thec"AicatRlty of design potarnoters and Ixopefly Incogwtoto this down Into th ovetUl txiding tleslUn. DOCK Irldicatod is to Ixovont txicklfrip of kldlvldual truss woU arxl/or chid membots only Adtalkxial lernpaary and px nnonent txacktg MiTek' It always regWod fax skdAlly and to proven collapse wllh possmlo petsorx9 klkay and property, darnoge. rat gehtal guidance regac ing the radxIc< r1I l skuatge. delivery, otocllon anxt Waekip of Maws and IRMS systetns. aoeANSt/1PI t Quality Criteria, 056-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information avallatblo from hues Pluto kts0lute. 218 N. Lee Stmot. Sullo 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply T11433S43 Taoist Joe Jack -Open Vuu 1 1 75S324030 Job Reference bona Buddaa Ftrat80urCe. Tanya. Plant Day. Florida 33566 7 640 t Apt 19 2016 MtI*it Industnes. Inc. I hu Jun 22 14:36:57 2017 Papa 1 ID:Zl7yacff3rgtSyOb0 G68uzOU16.81HrjOScP15XC?yXsr86KkWbgt2cjRtyY39P9Wz3f6q 14}0 0-t0-t s 1-0-0 0-f0-ts Scale . 1:6.9 20 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 leO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a n/a BCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-13/Mechanical, 2=154/0-4-0, 4=9/Mechanical Max Horz2=35(LC 12) Max Upl1113=-13(LC 1), 2=-49(LC 12) Max Grav3=15(LC 8), 2=154(LC 1). 4=17(LC 3) FORCES. (lb) - Max. CompJMax. 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=5.Opsf: h=25ft; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS (envelope) and C-C Extedor(2) 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 13 lb uplift at joint 3 and 49 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vedly dadyn paromaten and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE AW7473 nev. IMMIS BEFORE USE Design wild for use orgy With Mlfek®connectots. Tnls design 6 Lxwd only upon paarnetors shown. and h (of on Individual bxAding compomnl, not u truss systom. Boloto use, the Ixlldhng deslgnet must verity the cgKxia uBlly of design "onnotors and ixopualy hcoilxxoto "design Into the overall bxAdho design. Bracing Indicated Is to ixevent bucklir g of i ndIvlduct! fnmwob ad/of chord members only. Addltlonci tomtxuary axl petma ent Ixming MiTek' Is always tegiLed tot skit9lly and to prevent coltgxe wtlh possde potsonal k#xy csnd properly clanago. Foe perked gelrJance tcQcze& g ete lalxlocttbn. storago, delivery, elocitorn and bracing or irttSSes and tntss systems socANSI/IPI I Quality Criteria, DS949 and SCSI Building Component 6904 Parka East Blvd. Safety Irdomnallon avcOcfile horn Truss Plctle Institute. 218 N. Lee Street. Suite 312. Aferandro. VA 22314 Tampa. FL 33610 Job I ruse I ruse I me ty T11433S44 TIMSI JOe Jack•OpenTruss t t 7SS324031 Job Reference tional Bu1108M 1`0615W(Ce. Tanga, Plant Gdy, Fbrtda 33566 7.640 a Apt IV 2016 n6IaK ul0uarlae, Inc. 1nu Jun 22 14:36:57 2017 raga I I D:Zl7yacif3rgf5yOb0EG6Buz0UWSIHri0ScP15XC?yXsr86KkW bGt1 TjR 1 yY39P9Wz316q 1-0-0 2-10.15 1.0-0 2.10.15 Scale: I *-V 2x4 = 2-10-15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 8C 0.08 Ven(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 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 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=76/Mechanical, 2=220/0.4.0, 4=27/Mechanical Max Horz 2=76(LC 12) Max Uplifl3=-53(LC 12), 2=-51(LC 12) Max Grav3=76(LC 1), 2=220(LC 1), 4=54(LC 3) FORCES. (Ib) - Max. CompJMax. 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=4.2pst; BCDL=5.Opsf; h=25f1; Cat. II; Exp C; Encl.. GCpi=0.18: MWFRS (envelope) and C-C Exterfor(2) -1.0-0 to 2.0-0, Interior(l) 2-0-0 to 2-10.3 zone; cantilever tell 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 taus 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 53 lb uplift at joint 3 and 51 lb uplift at joint 2. 6) 'Semi -rigid pitchbleaks 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 WARNWO - Vodfy dasIgn parameters and READ NOTES ON THIS AND INCLUDEO UITEK REFERANCE PAGE MIF7473 rev. 10011=015 BEFORE USE Design vall d for use only vAm Mffek® corinoctas. thh co Is based only upon patomelers shown, and Is lot an IrwMcAtal Ixddo-lg component. not a Ituss system. Below tao. the lwlldr,p doslgnof must voAty, Ito applicatAlry, of design pmat norm and propody Incotpotato Ihb doslgn Into Iho ovetcdt Ixddng design. Bracing Indicalod Is to tjwldkV of Individual tntss web a cl/a chord memrAxs only. Additional temporary and pesmonenl txacing M iTek' prevent Is always teqtrod lot slatAlly and to prevent collapse with possible personal "and! ptopmly damage. For gmwal gJdcnee tegadng the fatxIcatlon. slotage, dellvefy. erection and bracfrg of Mrsses and Mrss systems, woANSI/IPI I Quality CANda. 039.89 and SCSI Building Component 6904 Parka East Blvd Safety Information avedable sour Inns Plate kutlMo. 218 N. Leo Smoet. StAto 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss russ Type ry Ply T11433545 TBO151 Jt0 Jack -Open Truss 110 t1 17SS324032JobReference(optional) Buddars FaalSounce, Tempo. Plant Gay, Flonaa 3M66 i.".. npr 'x cv io m i.. 4 .6- w.. 4 - T 1 v. y. . I D:Zl7yactl3rgtSyObDEG6Buz0Uf6.cUgDxMT EA3DOg9XIOYf Lty3tfHKkSuH5nivyhzz3f6p 1-0-0 4.10.15 t 1.0.0 4-10.15 2x4 = 4-10.15 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 0.52 Vert(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.07 2-4 780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 SOT CHORD 2x4 SP NO.2 REACTIONS. (lb/slze) 3=154/Mechanicaf, 2=303/0.4-0, 4=47/Mechanfcal Max Horz 2= 1 17(LC 12) Max Uplif13=-100(LC 12), 2=-60(LC 12) Max Grav3=154(LC 1). 2=303(LC 1), 4=94(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purllns. 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=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0. Interlor(1) 2.0-0 to 4-10-3 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 60 lb uplift at Joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vedly daafgn pantarefert and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MD747J rev. 101,03,2015 BEFORE USE. Design veld for use only vAth Milek®connecloiL Ms dos gn is based only ui)o n pcoomoters shown. and h for m indlviductl tAddtrng component. not a truss system. Wrote use. the I"dkng doslgncr must vodry the appllca1Alty of design paanefors orta ixotxxly Incorporato this design Into the overall only. Additional tompotory and permanent Ixocing MiTek' building design. I iocing Wicatod is to Ixevoni IxscldUtg of lndWual truss wob anti/a crKxd members ti aiwoys requited lot stability cM to rxovoni eoticlim with possible rxalsorxf trnpay aril p OrX-(Iy dunnage. Rx genrxul gticknee regmc9rtg Itte randcotlom storage. delivery. erection oW bracktg of Masses and lass systems $oeANSI/rP1I Quality Criteria, DSO.89 and SCSI Building Component 6904 Parke East Blvd Safety Informanon avallcfile horn truss Plato i nsIIMe. 218 N. Lao Street. Srlle 312. Alexanudcf. VA 22314. Tampa. FL 33610 Job cuss I russ I ype ty TI u33se6 T80151 ill Jack -Open Truss 1 1 1 I 75532/003 Job Reference (optional) ramers rnaSOYrce. lamps. mart uny, t-wran &,-A* ryn — .- V. 10:Z17yacff3rgf SyObD EG68uz0Uf6-cUgDxMTEA3DOg9XjOY1LyJbH HG7SuH5niWhzz3i6p 1-0-0 7-0.0 1-0-0 7-0-0 3x6 = 700 A Scale. 1:22.2 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.12 2-4 >660 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(rL) -0.31 2-4 >266 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 24 Ill FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC pudIns. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=210/Mechanlcal, 2=393/0-4.0, 4=87/Mechanical Max Horz 2=161(LC 12) Max Uplift3=-124(LC 12), 2=-72(LC 12) Max Grav3=210(LC 1), 2=393(LC 1), 4=131(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10: VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0.0, Interlor(1) 2-0-010 6-11.4 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.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 124 lb uplift at joint 3 and 72 lb uplift at joins 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manulactured 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 • Verify dearpn pommefere and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MIF7473 rev. IM3,2015 BEFORE USE Design vdkl too use only calm Mliok® connectors. Ihh design Is based orgy ut)on paanelon shown, and Is for an Individual lxddkV component, not a truss systom. Bofao uso. Iho building designer must verify the aWlcalAlty of design laranotors and proprxly hncorpaate thisdesign Into the overall IxBdhlg design. Bracing hdlcotod is to lxevent bmi ing of kdNkAsd trim web acl/or chord rnembels only. Addllkxal tem"ary and permanent txocing WOW Is always retlWod tot atabUBy and to rAevent eollap6e wtlh possble personal InIlay and ptorx-dy ckanage. for g:nardl gtkio neo regadkng Me ktAcallom staago. delivery. etocllon and txackng of trusses and tnm systems, seeANSI/IPI I Quality Criteria, 018-89 arrd 6CSI fluOding Component 6904 Parke East Blvd. Safely IMoemollon avallahla from Iran Plate InstlMo. 218 N. Lea Strout. Srlto 312. Aloxdlydrkx VA 22314. Tampa, FL 33610 Job ruse ruse Type ty ply Ttt433547 T80i5t jj12 Jack -Open Truss t tI 17SS324034JobReference(opbonaQ Medan; "stSource, rarrpa, Plant Gay. FIM108 73565 t."u a npr re zuro mi roc mausmes. mc, i nu sun cc i+ — — r ray. ID:217yaclf3rgf5yOb0EG6BuzOU16-cUgDxMTEA300g9xIOYfLty3YpHDOSUOSnjvyhzz3j Sp 7-0-0 7-0-0 Seale . 1.22.4 Us = 20 11 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.15 1-3 >519 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(rL) -0.41 1-3 > 189 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.06 Horz(TL) 0.00 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 33lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1281/0.8.0, 3=1134/Mechanical Max Horz 1=140(LC 8) Max Uplift I= 220(LC 8), 3=-266(LC 8) Max Grav l=1345(LC 15). 3=1191(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3.9-12 oc purlins. Rigid ceiling directly applied or 6-11.7 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=5 Opsf; h=2511: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 220 lb uplift at joint 1 and 266 lb uplift at joint 3. 6) Girder carries tie-in span(s): 15-8-0 from 0-4-0 to 6-4-0 7)'Seml-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-70, 1-4=-325(F=-305), 3.4=-20 WARNING - VeAry deslyn parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MD-7473 rev. 1601,209S BEFORE USE Do*pt valid for use only with fAlloit® connoctors. Ihh d esIW1 Is based only t4>on rxaarneters shown. o W Is tot an Individual IxAdbq comporwnt. not a truss syslom. 8efao tso. the txAdfng deslgndy musl vodiy thto cy>IAfcalAllry of doslgn fx:aarnoteis and ixolxxiy Incorporato Ihk deslgn Into rho ovorall t)iAdtng design. Bracing Ind scaled Is to tmidbV of IrWNklual Ines web chid/ot chord members only. Additional lempaay, and pwmanont txoclrg M iTek' rxovent Is always required lux stalAlfty and 10 rxevent colitigm with pos*Ao personal InBay cad rxopedy ddanogo. For fpmoral guidance terlaidIV 1ho 6904 Parka East Blvd. kAxicoliom storage, detivery. erection and LxocbV of cusses and Inter sysloms, sooANSI/IPI I Quality Cdteda, OS&49 and SCSI Building Component Tanya, FL 33610SafetyInlormarionavallaMofromtrimPlatobariluto. 218 N. Wo Stroot. Stlto 312. Alexandria. VA 22314. Job T fus5 Truss Typo ty ply T11433548 TBOt51 J13 Jack -Open Truaa Ila 1I 17SS324035JobReference(optional) Builders FaatSoutce, Tampa, Plant Day, Fbnde 33566 7.6406 Apr 19 2016 NU 16K IMUtifrea, Inc. 1 nu Jun zz 14.7aAe 2u11 a ID:Z17yacff3rgf5yObDEG6Buz0Uf6.5hOb81TsxMLFRJ6w_GAaPMwShx4BEeF?NerW• P1z316o 4.1.7 7.0-0 4.1.7 2-10.9 Scale . 1.22.4 30 = O10D tit 3x6 = 4.1-7 7-0.0 4.1.7 2-10.9 Plate Offsets (KY)- t5:0.4-4.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Ven( L) 0.05 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 4 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=878/0.4.0, 4=1360/Mechanical Max Horz 1=140(LC 8) Max Uplift I=-190(LC 8), 4=-384(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-1488/305 BOT CHORD 1-6=-363/1269, 6-7=-363/1269, 5.7=-363/1269, 5-8=-363/1269, 4.8= 363/1269 WEBS 2-5=-290/1326, 2.4=-1575/451 Structural wood sheathing directly applied or 4.7-6 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0ps1; h=25ft; Cat. II; Exp C; Encl.. GCpl=0.18: MW FRS (envelope); cantilever left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord to 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 190 lb uplift at joint 1 and 384 Ill uplift at joint 4. 6) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 1 lb down and 28lb up at 1-0-0, and 191 lb down and 49 lb up at 3.0-0, and 1334 lb down and 342 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-3= 70, 1-4=-20 Concentrated Loads (lb) Van:6=-111(F) 7- 19l(F)8=-1334(F) WARNING - Verdy dealpn parameters and READ NOTES ON THIS AND INCLUDED 1t//7EK REFERANCE PAGE AIP703 rev. IOW,20/5 BEFORE USE. DoAp valid lot use only Win MllekD connoctas. lllh design IsIxroed only upon paanofers shown. and Is for an Individual building component not a truss system. Bofoe use. the IxAdng doslgrat must verity Ilte app9Cabllty of design lwtalnetots and poperiy Irtcotporote tints design Into Iho ovotoll txAdng doslgn. f4acing Indicated Is to budding of Individual It1E1 wob and/a Chad rnernbets oNy. Addlllonal temporary and potmanent tlractng MOWrxevent Is always reputed lot slctAlty and to povent collapse wtih possRAO porsorxi Irlpry and popery dunago. For goncral guick lee togdttvtng Iho 6904 Pauke East Blvd. fcdxtcotkx\ slotcKp, delivery, election cull Ixac6ng of trlrsses and truss systems. swANSI/IPI I Quality Criteria. DSB-89 and SCSI Building Component Tanya. FL 33610SafetyinformationavadkAefromtrimPlatoInstitute. 218 N. Lee Streot. Sulto 312, Alexandria VA 22314. Job Truss Truss Type oty pry i1143354g TBO151 J14 Jack -Open Truss 1 1 1151324036JobReference(optional) Buedets FirSt$ourca. Tonpa. Pant Gay, Flonda 33556 20 = 2.10.15 2.10.16 2-10-15 1. 0 s opt's<v'o w, row !. . .+ - v.. ID:tl7yaclf3rgf5yObDEG68uzOUf6.5hOb6iTsxMLFRJ6w GAaP9bwthjg8LXF4NeWDPz316o Scale: V. V LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.09 V@rt(TL) 0.01 1-3 999 1e0 SCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 9lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib(Size) 1 = 125/Mechanical, 2=98/Mechanical, 3=28/Mechanical Max Horz 1=61(LC 12) Max Uplift 1 =- 1 6(LC 12), 2=-62(LC 12) Max Grav 1=125(LC 1), 2=98(LC 1), 3=56(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. 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: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opst; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a five 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 16lb uplift at joint 1 and 62 lb uplift at joint 2. 6) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 pemnoters and READ NOTES ON This AND INCLUDED MTTEK REFERANCE PAGE Mg-Tp3 rev. M413MIS BEFORE USE DesIgn Valkl lot use only wllh Mn08 COnnoC1015. fhls design h Lased only upon parameters Yawn, and 6 for an tW WKK9 Ixddhg Component. not a truss sWtom. Befofo use. the 1xlldi g designer roust vedy the cglplcatAlty of design potarnelors and IxopotW I lCorporaW Ihb design into the ovotall IABd o design. Racing IndlCoted Is to prevent buClding of IndNkAxL truss web and/or chord members only. Additional temporary and permanent bracingg MiTek' It always secured lot slcm6lty QW to proven) eollaim Win possbie personal"and properly damage. for gunerd gukknee regarding If1e fabrlcollon, slorogo, delivery, eroetlon and txacklg of Inures and truss systems, seoANSI/Ipl I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Salary Information available from buss Plate trlslllute. 218 N. too Street. SUIo 312 AlexarWrkl. VA 22314. Tampa. FL 33610 Job Truss Truss Type ry T1t433550 T8015n AS Jack -Open Truss I'll 1 6",7 Reference(optional) Builders FirttSourCe. Tartan, Plant CRY, Fonda 33556 ."V a war ry z.ro W., k nwusuas, mc. a w c W. , 10:II7yacf13rgf5yOb0EG68uz0Uf6.2tyzM2UUigT63Th6YzhpyN8?W 50?wonOE 103mrz3j6n 20 = 4.10.15 4.10.15 4-10-15 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 0.57 Ven(LL) 0.03 1.3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 1.3 730 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 16lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/slze) 1=215/Mechanical, 2=168/Mechanlcal, 3=48/Mechanical Max Horz 1=102(LC 12) Max UpIil11=-29(LC 12), 2=-105(LC 12) Max Grav1=215(LC 1), 2=168(LC 1), 3=96(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 puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; 8CDL=5.0psf; h=2511; Cat. 11. Exp C; Encl.. GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0.12 to 3-0-12, Interior(1) 3-0-12 to 4-10.3 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 105 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNING . vedil, deagn pdnmeten and READ NOTES ON THIS AND NCLUDED AffrEK REFERANCE PAGE Ma7477 mv. tdO MIS BEFORE USE. Doslgrn valld for use only w1m Mllak®connoClors. Ihts doslgn Is Lxned only upon paanelem shown. and b (a on kxlh4ducd Ixildi ng compononl. not a Irus system. Boloto uso. Ito txAldi ng doslgnei must vodty the ar4)1IcaMIry of design pxaanetors and propxxly IncorlxMale this design Into Ito overall txAcIng design. Bfacing Inckoted is to prevent budding of IrldNklucd truss web and o /ot chd mernbets only. Additional loinprcaoy and permanent txacEND M iTe k' 6 always feWted lot stability trod to rxevenl collapse wilh posTble peisornal kVu+y and property damage. rof gernotcd guidance togaidi ng Ito kstAcaflort, stotago. dolNaty, ofecdon and tx<tcMg of tntssas and miss sysloins, soeANSI/IPI I Quality Criteria. DS6-69 and SCSI Building Component 6904 Parks Ease Blvd. Safety Information a"cVe from truss Plate Institute. 218 N. Leas Street. Suite 312. Alexandria. VA 2231A. Tampa. FL 33610 Job ruse I Truss Type tyP`y T11-433551 T8015t J22 Jock -Open Twse I'll 1 I'S"m4 Job Reference (optional) BWders FlrstboarCe. Tampa. Plant Gxy. Fbnda 33555 t.o4v a Apr iv zvio w i ox mausmes. mc, i nu dun zz —c ucw zv i i aye i I D:Zl7yacff3rgf5yOb0EG68uz0Ut6-ZtyzM2UUigT63Th6YzhpyN8Om51 XwonOE 103mrz3i6n 1-0-0 4.10.15 1.0.0 4.10.15 2x4 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 15.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=144/Mechanical, 2=310/0.8.0, 4=45/Mechanical Max Horz 2= 1 17(LC 12) Max Uplift3=-97(LC 12), 2= 63(LC 12) Max Grav3=144(LC 1), 2=310(LC 1). 4=90(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale. 1:17 1 DEFL. In (loc) Well Ud PLATES GRIP Vert(LL) -0.02 2-4 >999 240 MT20 244/190 Vert(TL) -0.06 2-4 >869 180 Horz(rL) -0.00 3 n/a n/a Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc pudins. 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=5.Opsl; h=2511, Cat. II: Exp C; Encl , GCpi=0.18: MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2.0.0, Interlor(1) 2-0-0 to 4-10-3 zone; cantilever left and right exposed :C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 63 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' miwa . verity design perameten and READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE MD-7473 rev. 1402MIS BEFORE USE. Desks vdkl tot use only wlbl Mllck®conreclom Iffls deggi is Ixnod only u11on parameters stown. and Is (of m I WNkAx9 lxAdIng component. nOt a Was system. Wrote me. Ile IxLdhtg design must verity the applicabelty of dusign pxaamolers and rxopedy Incorr)orote link design Into Ita ovoid. biding design. Bracing hdicoted Is to piovenl Welding or VKUA duel hues web and/oi crwtd momtxxs only. Addlioral lompmaty and rxnmanent lxodng M iTek' Is always totRAetd for stckAlty and to rxevonl eellarno with rrnsbxo petsoral Inb+y and plonorty damage. For general guidance iegcedny itw ratxlcallon stotago. delivery, etoclbn and batting of hisses and miss systems, weANSI/rPI I Quality Cdtoft. OSB-89 and SCSI building Component 6904 Parke East Blvd. Safely Information avtllado horn lug Plate h1sllluto. 218 N. Lee Street. SUIe 312, Atoxancift VA 72314. Tampa. FL 33610 Job Truss ype ty Ply Open Open Tn433552 T80151 J23 Truss 1 1I 765324039 Job Reference tione Bu4dem FtrstSoutce. Tampa, Plant Coy. Florida 33566 7.640 s Apt 19 2016 Wait Industries, Inc. Thu Jun 22 14:37:00 2017 Page I ID:Zl7yacff3rgf5yObDEG68uzOUf6-ZtyzM2UUfgT63Th6YzhpyN8yb5y7wonOE 103mrz3l6n 144 74.0 3x6 = 7-0.0 Scale . 1:22.2 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.11 2.4 >708 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.53 Vert(TL) -0.27 2-4 >290 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 rVa n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Obtsize) 3=204/Mechanical, 2=400/0.8.0, 4=84/Mecttanical Max Harz 2=161(LC 12) Max Uplift3=-123(LC 12), 2=-74(LC 12) Max Grav3=204(LC 1), 2=400(LC 1), 4=128(LC 3) FORCES. (lb) - 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=5.Opst; h=25ft; Cat II, Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerlor(2) -1-0.0 to 2.0-0, Intedor(1) 2-0-0 to 6.11.4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 74 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verity dadgn penrnofen and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M67473 rev. IMMIS BEFORE USE Design valid for use only with Mllelr® connectors. this design Is based only upon parameters sheM4t, and Is got an IndMdtial building component. ref a (russ system. Bo(oro taro. Ire bunting deslgner inust vodty Iho olXAleattlllyof dosVi parcx netors cud popedy ktcorpaote this design Into the overall brldng design. bating Indicated Is to prevent b uclding of Individual truss web and/or ctetd members only. Ad ieonal temrerary and permanent bracing MiTek' Is always tecObod for stability and to prevent collafm with possible personal Ys}ay and porerly damage. Foe gareral guldanco regarding the l bdcolbn, storage, delivery, etoction and bracing of Russes and truss systems. seeANSi/fl)l I Quality Cdteda, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety information available horn truss Plato InsllMe. 218 N Lee Street. Stile 312. Adoxordna. VA 22314. Tampa, FL 33610 Job Truss russ Type Oty ply it1433553 T80151 RO1 Hall Hip Truss t t 7SS324040 Job Reference(optional) uusaars t rstbource, tampa, rtom tdry, nonce aaaoo w• •- •- •^• -^ • ^ --• - - ID:Zl7yacff3rglSyObDEG6BuzOU16.13WL20V6T bzhdOl5hC2Vah4bVCnf4NYTh7clHz3j6m 11 -o-O 1 7-0-0_ t0•SB 14.2.E iz 7-" 3.5.8 5-9 .0 Scale . 1:26 3 Sx6 = 2x4 = 3x6 = 3x6 = 3xB = LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 0.93 BC 0.95 W B 0.75 Matrix) DEFL. in Ven(LL) 0.08 Ven(rQ -0.37 Horz(TL) 0.06 loc) Wall Ud 2-7 >999 240 6-7 >440 180 6 We rVa PLATES GRIP MT20 244/190 Weight: 63 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3.5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-13 oc bracing. BOT CHORD 2x4 SP No 2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1220/0-8-0, 6=1465/Mechanical Max Horz2=117(LC 4) Max Upllft2=-356(LC 4), 6=-404(LC 4) Max Grav 2= 1 220(LC 1), 6=1490(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2777/602, 3-4=-2514/607, 5-6=-253/124 BOT CHORD 2.7= 60512544, 6.7=-532/1735 WEBS 3-7=0/518, 4.7- 109/932, 4.6=-1992/645 NOTES- (11) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCOL=4.2psh BCDL--5.Opsf; h=25ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope); 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 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356lb uplift at joint 2 and 404 lb uplift at joint 6. 7) Girder carries hip end with 0.0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. e)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 735lb down and 135 lb up at 7-0.0 on bottom chord. The design/selection of such connection deViCe(S) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3- 70, 3-5=-155(F=-85), 2-7- 20, 6.7=-44(F- 24) Concentrated Loads (Ib) Van: 7=-578(F) WARNING • vedry dedf in parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. I044 MIS BEFORE USE Design Mlellot use only With Mnok® connectors. thisdesign h bawd only tgwn Ixuantoters shown. and h (of at hdh*.Axd Ixldklg component. not a truss system. Below use. Itw txldlrtg doslgrat must voflfy ifa appllcCUIIy of closkPI pcacAnolots aril Ixotxody alcogxxato INs cleslgn Into Ina ovordl only. Additional tomporary and IN rtrKff unt txacing WOW building design. Biocfng Uxacalod Is to rxevonl Ixrckltrlg 0101dMduol truss wob and/ot chord monnbets Is anvays te"ad tar slabWty and to rxevenl collapse with r.Km*Aopersoncl rYirl' and ptopeay darnago. Rx general guidance roWscirlg the fatxlcollm stotoge, dolNory, erection and txacklg of Irises and truss systems. soeANSVIPI I Quallry Criteria. DSB-69 and SCSI Buftno Component 6904 Parka East Blvd. Safety Information aveliable from bras plate InsBMo. 218 N Lee Street. Suite 31Z Alexandrim VA 22314 Tampa. FL 33610 Job uss fuss ype tyT11133551Ply TB0151 1,., 02 Mad Hip Truss .t tI 75532/0/1 Job Reference (optional) ouaaers "61boutce, 1anpa, mint .ay. Flaflao s706b 1. a npr '. ¢v,o --M."...,V.V. , ID:ZI7yactl3rg15yObDEG6BuzOU16.13WLZOV6T bzhdGIShC2Vah6oViltAOYTh7clHz3i6m 7.2.7 8-0-0 14-2.8 1-0-0 7.2.7 1.9.8 5-2-8 30 = Scale . 1:26.1 30 = 3x4 = 2x4 II axa - LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.66 BC 0.57 W B 0.32 Matrix) DEFL. In Vert(LL) -0.06 Vert(k) -0.19 Horz(TL) 0.03 loc) Wall Ud 6-7 >999 240 2-7 >865 180 6 n/a IVA PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.9.10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7.8.9 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS. (Ib/size) 2=716/0-8-0, 6=613/Mechanical Max Horz2=145(LC 8) Max Uplif12- 219(LC 8), 6=-169(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-8=-1169/456, 8.9=-1099/460, 3.9=-1025/470 BOT CHORD 2-7=-557/1036, 6.7=-557/1036 WEBS 3.7=0/319, 3.6=-1043/560 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph-, TCDL=4.2psf; BCDL=5.Opsl; h=2511; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) -1-0-0 to 2.0.0. Interlor(1) 2-0-0 to 9-0-0, Exterior(2) 9.0-0 to 13-2-15 zone; canillever 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) 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) Refer to girder(s) for truss to truss connections. , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at Joint 2 and 169 lb uplift at joint 6. 7)'Seml-dgld pltchbreaks 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 - Vedly dedgn paromefan end READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE NO.7479 rev. 10031015 BEFORE USE Design wild for use only Win MlloM conrwclors. Inls design Is based only u{»n parameters shown and Is for an ltdvldual bulding component. not a Ituss system. Below use. tho lxLdrtg deslgnot must verify tho g4AIcabllty, of design Iwramelots and prorwriy hco4xxa.o this design into the ovoid. tx6dng Wslgn. Brachg trWk:aled Is to bucMtrp of Inalvldual Ituss web aria/ot chord membets only. Additional lorn"o y and pwmanont txochg WOWprevent Is always roquited tot slablilly and to prevent eollarm wllh possible persorwl hiuy and rxopeny darnctgo. for Dental guidance regaldhg itxr 6904 Parke East Blvd. fabrication slotago. delivery, etocilon and txackV of trusses and truss systerns. sooANSI/IPI I Quality Criteria. 03" and SCSI Building Component Tampa. FL 33610SafetyInfotmallonovcBablotramtarsPlateIns9Me. 218 N. too Slieet. Sulle 312. Aloxalxhla. VA 22314. Job runs I russ I ype ty T114335S5 TWIST R03 Special True I'll t 1,532404, Job Reference (optional) Budders FestSoutee. Tampa. Plant City. Florida 33566 7.640 a Apt le 2016 MITek Industries. Inc. Thu Jun 22 14:37:02 2017 Fag! I ID:217yac113rgf5yObDEG66uz0U16-VG4knkW kEHiglmrVlOM 1 oOtHuakOVlhhLtAgkz3l61 r1.0-Q 6.9.14 10.8-0 16.40 20.62 21-04 25-0-0 3040 31-0-0 k-0-0-0 8-9.14 3-10.2 5-0-0 4.4.0 0 o 4-0-0 I 5-0-0 140' Scale . 1:54.4 ax6 = 3x6 = _ " 3x4 = 3xe = 4x6 3x8 = US II t08-0 16.4-0 21-0-0 25-0-0 t 1" 3q-01 10.9-0 5.9-0 dA-0 4-0-0 4$0 Q4-0 Plate Offsets (Y Y)-- f7:0.3.0.0-2.01 LOADING (psi) SPACING- 2-0-0 CS1. OEFL. In loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ven(LL) 0.22 2-13 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Ven(rL) 0.66 2.13 377 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.03 8 We We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 154 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.1 'Except' 8.12: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/slze) 2=905/0.8-0, 11=2992/0-8-0, 8=506/0.8.0 Max Horz 2=-97(LC 6) Max Uplilt2=-198(LC 8), 11=-763(LC 9), e=-165(LC 9) Max Grav2=905(LC 1), 11=3131(LC 15), 8=555(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/251, 3-4=-863/185, 4-5=-874/177, 5-6=-153/793, 6.14=-153/793, 7.14=-I54l792, 7.e=-829/226 BOT CHORD 2.13=-214/995, 12-13=-68/605, 11-12=-68/606, 11-15=-131/635, 10-15_ 131/635, 8-10- 140/685 WEBS 4-13=-52/481, 7.10=-148/855, 6.11=-401/206, 7-11=-1510/426, 3-13=-405/232, 5.11_ 1580/377 NOTES- (11) 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=5.0psf; h=25It; Cat. 11. Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurtent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 2, 763 lb uplift at joint 11 and 165 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22.0-0 left side setback, and 5-0-0 end setback. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 347 lb down and 78 lb up at 25-0.0, and 1526 lb down and 345 lb up at 22-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) - This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on oaae 2 O WARNING . Verity dedgn parameter and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE MD7473 rev. IOO M S BEFORE USE Design valid for too, ony wllh kliek® coruloclots. thh closlgt Is Lxaod only t4xxt paranotors shown. and Is lot art haMdtkl Ixddktg component. not a bias system. Before uso. Ito txlc6rtg dosigror must vedty the c"Alcabilly of design al pr Ixxanletetsanoperlyhor eogote thiscosign Into the overall building doslgn. Wading hdlColed a to rAovenl txrcahg of Vl OVIal ad MM web and/or ctxxd members only. Addlorol lemporary and permanent txac v MOW Is always required for s#atAly and to waveni collapse with pessM rersorxd it*" and rxoPerly damage. for gemnal gulckince iegcad W the 6904 Parke East Blvd. lafxhatlon. storage, delivery- orucllon dnd backtg of frtrsses and miss syslerns. soeANSVIPI I Quality Criteria, DSB-69 and BCSI Sullding Component Tempe. FL 33610 Safety InformationdAMlablefromLarsPlateInstitute. 218 N. Loo Street. Sulto 312 AlexdaKma. VA 22314. Job N65 I runype ty T11I33555 Mist R03 SpectalTruss t t 1,5S32404, Job Reference (optional) Waders 1•asl59utce. Ianpa. dent cay, t-lonaa 33565 7.640 a Apr IV Zeta MI14K 1f10UMIGS. raC. 1nU Jun 22 1437:UZ rot 7 Ya9e 2 10:217yae1f3rgf5y0b0EG88uz0U18-VG4knkWkEHlglmrVlOW IoOlHuakOVlhhLtAgkz3i81 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-70, 4-5=-70, 5-14=-70, 7-14=-111(F=-41), 7.9-70, 2.15=-20, 10-15=-32(F=-12). 8-10=-20 Concentrated Loads (lb) Vert: 10— 263(F) 15=-1155(F) WARNING - VeA7y deLyn Poramefara and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 1r111-7477 rev. 140MIS BEFORE USE Design vcdld lot tr50 Wry wpm Mrek® conneclas. IMs design Is lxned only upon paamoters shown. and Is for an IrldMdtur b ildUng component. nor a truss systan. Before use. the btBNng designer must vority the cgAA1cat101ry of design loranotors and Iropetly Incotpowto this design Into the ovotoll bilding design. Bracing Utdlcated Is to prevent welding of IndNkhud truss wob and/W chord members only. AcklUonal tompottay and pormarant Irtr_I v MiTek' is always recltLed lot stability axI to prevent conctpae with rossfblo persona Injury and property danger. pW gW moral gtrdtnce regard* tho IaGIca110n, storage, doltvery, mocdon and bracing of Mrsses and truss sysIems. seoANSI/fPl1 Gtra0ly Cntoda, DS649 and SCSI Building Comoonenl 6904 Parke East Blvd. Safety Information averlabfe from Irtrss Rote Institute. 218 N. Leo Street. Stdto 312. Alexandria, VA 22314. Tonpe. FL 33610 Job Truss Truss Type oty ply T11433556 T80iSI R04 Common Truss t t 7SS324043 Job Reference(optional) Budders First5wree, Tampa. Plant udy, 1-lorrda 3W66 4 • ^p iv 4viu m.v- 1- 4 'aw ID:Zl7yacff3rgf5y0bDEG66uz0Uf6-zSe6 3WM7brhww0hDSFWa?mVllv975wrw?cIMAz3j6k 1-0-0 6.9-13 101" _ 14.6.3 21.4-0 t 10-0 6.9.13 3.10-3 3. 0.3 6-9.13 4x6 = Scale . 1:38.3 S d LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP NO-2 BOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 SPACING- 2.0.0 CSI. Plate Grip DOL 1.25 TC 0.64 Lumber DOL 1.25 BC 0.83 Rep Stress Incr YES W B 0.30 Code FBC2014/TP12007 Matrix) REACTIONS. (lb/slze) 6=927/0-8-0, 2=1026/0.8-0 Max Horz 2=99(LC 11) Max Uplift6=-188(LC 13), 2=-222(LC 12) 698 = DEFL. In (loc) I/dell Ud Vert(LL) -0.19 2-7 >999 240 Vert(TL) -0.57 6-7 >433 180 Horz(TL) 0.05 6 n/a We PLATES GRIP MT20 244/190 Weight: 91 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5.10 oc purtins. BOT CHORD Rigid telling directly applied or 9.5.5 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1495/546, 3-8=-1403/569, 3-9=-1138/459, 4-9=-1108/472, 4.10=-1109/493, 5-10=-1139/479. 5.11=-1401/587, 6.11=-1479/574 BOT CHORD 2.7=410/1238, 6.7=-405/1246 WEBS 4.7=-292/776, 5.7=-412/302, 3-7=-402/296 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUI1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C. Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1.0-0 to 2-0-0, Intedor(1) 2-0-0 to 10.8.0. Extedor(2) 108-0 to 13.8.0 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 188 lb uplift at joint 6 and 222 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNNG - vot1ty destyn parameters and READ NOTES ON THIS ANO INCLUDED Mfl EK REFERANCE PAGE MO-7413 rev. fATYlOfS BEFORE USE Desllpt valid nor trw only w191 M11101t9connoctors. 111h clesign Is based only upon Wriametors shown. and Is for an kWlvld ctl building canponent. not a truss syslern. 8010(e Lao, Iho txlldng deslgral roust vodfy, Ina arVicc"Ity, of design parameters and Ixofody, lncogoralo this design Into Ilse overall buRdng doslgn. BrockV Indlcalod Is to rxovont bucIdIM of individual trussweb taw/of chord memlxns orgy. ltddlloncd fomporcny and pomnanenl txacing MiTek' is always teed fa slabmty and 10 rxevent coBgno with possUe personal"ancl poperry danage. For genetal U ldanco regac6ug the kbricallon. stoiogo, dolNary. eiocllon ancf fxcickng of trusses text trrss systems. woMS11MI I Quality Criteria. OSS-69 and SCSI BulWing Component 6904 Parke East Blvd. Safety Information avdic"o from truss Plato Ins1IMo, 218 N. Leo Sheet. SLlle 312, Nexandrim VA 22314 Tampa, FL 33610 Job f fuss runs ype y T11433557 TBO1S1 R05 Common Truss 1 1 1755324044JobReference (optional) fiudders 1`96150utee, Tampa. Plant Gay, Fbnaa 33566 r.wa s npr to zuto mnertmausmes. enc. tnu gun zz i4;w:w zut r rage t ID217yacff3rgt5yObDEG68uzOUf6• zSe6_3W M?brhwwOhDSF W a?mV UIvG75_rw?cjMAz3j6k 1- 04 , 6.9.13 10.8-0 14b•3 21.4.0 1 0-0 &&13 3 103 3.10.3 6 9.13 1 0 0 Scale . 1:36.3 4x6 = 6K9 = LOADING ( psf) TCLL 20.0 TCDL 150 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.59 BC 0.62 WB 0.29 Matrix) DEFL. in Ven( LL) -0.19 Ven( rL) -0.55 Horz( rL) 0.05 toc) I/dell Ud 6. 8 >999 240 2- 8 >447 ISO 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 93lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 9.11.14 oc bracing. WEBS 20 SP No.3 REACTIONS. ( Ib/slze) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz2=-97(LC 10) Max Upliit2=-222(LC 12), 6=-222(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.9=-1487/529, 3.9=-1395/551, 3-10=-1130/455, 4.10— 1100/468, 4.11=•1100/468, 5. 11=-1130/455, 5.12=-1395/551, 6-12=-1487/529 BOT CHORD 2.8=•357/1232, 6-8— 376/1232 WEBS 4-8=-264/766, 5-8=-402/297, 3.8=-402/297 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25f1; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0.0 to 2.0-0. Interior(1) 2-0-0 to 10.8-0, Extenor(2) 10-8-0 to 13.8.0 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 pst 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 222 lb uplift at joint 2 and 222 lb uplift at joint 6. 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.' I& WARNING • Verify design panunaners and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE MIF7473 rev, 1411 MIS BEFORE USE Design valkl for use only w11h IAliek® connectors. this doslgt Is based only upon parameters shown, and Is for at Wvk'Ata1 building component, not o truss systom. Below use. the building dtalgnot roust verify tho cyTificobllty, of clasfgn Wainolors and Iropody Inctglototo this design Into Ito overall clho design. ®acing Incilcotod is to tAteaing of Individual truss wen and/a chord membols only. Acklaond lemporoty rind permanent tracing MiTek' preventis always tocpdrecl for statAlty dxtcl to rxovenl coliclxe vAh possltle pet"Kil Proxy and prorxsriy ckarnago. for genera gtddcnce tega sing the 6904 Parke East Blvd fabrication. stomoo. delivery, aoclion and brctcing of tnrsses cW frtm systans. feoANSI/TPI I Quality Criteria, 038-69 and SCSI Building Component Tampa. FL 33610 salaryInlormononavcllcbleIanIrtlaWifeIu0luto, 218 N. lee Street. SUB 312, Adocondrlo, VA 22314. Job runs I russ I ype oty Ply TI1433556 T8015t R07 Hip Truss t 1 17SS324045JobReference (optional) 6uddars FastSoufda. Tampa. Plan Orly. Flonda 33566 t.640 s Apr iv zuro mu en muusu,es. inc. , nu run zz ,• m:w w, r rove , ID217yacif3rgl5yObDEG6BuzOUf6-ReCUSPX?NzYY4?tnpml6DJiRiEnsYE 91MHvcz3i61 t-0-0 7-0-0 _ 6-0 158.0 16.8-0 1-0 o 7-0-0 18-0 7-0-0 1-0-0 8 Scale . 1:29.5 5x6 = 5x6 = 3x6 = 3x6 11 3x6 II 3x6 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.12 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.28 2.8 >650 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(fL) 0.07 5 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 62 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except- TOP CHORD Structural wood sheathing directly applied or 3.9.7 oc purlins. 3-4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. SOT CHORD 2x4 SP No 2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1444/0.4.0, 5=1444/0-4-0 Max Horz2=-66(LC 6) Max Upli112=-369(LC 8), 5=-369(LC 9) MaxGrav2=1531(LC 15), 5=1531(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2730/614, 3-4=-2286/572, 4.5=-2730/614 BOT CHORD 2.8- 475/2363, 7-8- 471/2327, 5-7=-477/2365 WEBS 3-8=-156/918.4.7=-156/918 NOTES- (11) 1) Unbalanced root live loads have been considered for (his design. 2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2pst; BCDL=S.Opsf; h=25ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope): cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 5. 7) Girder carries hip end with 7.0-0 end setback. 8)'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 763 lb down and 172 lb up at 8-8-0, and 763 lb down and 172 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25. Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 70, 3.4_ 155(F=-85), 4-6=-70, 2-8= 20. 7-8=-44(F=-24), 5.7=-20 Continued on gage 2 0 WARNWG - Vedfy design parameters end READ NOTES ON THIS ANO B/CLUDED MrrEK REFERANCE PAGE AM67472 rev. rAWW I$ BEFORE USE Design valid for use only v41h fAllok® connectors. Bnh design Is Lxaed only upon parameters shown. aril Is la at Individual "ding component, not a truss system. Before use. the building designer must verify the g)FllcatAlly of design paranotors andl prolorly I ncorlofato this design Into the overall tbu8drng design. Bracing Indicated is to rAovent txtckfl ng of kxlNkkK d Mors web and/or cnerd members only. Addilernal temporary and permanent bracing WOW Is always tact lted er slertbtitty and to rxovent edlapso with possible persmcd I nM+y anal rxoperty damage. For genefal guidance tegardrnd to 6904 Parka East Blvd. ktdcallm stooge, delivery, oroctkun ornd txackng of tlusses and tans systems seeANSI/rP1I Quality Criteria. DSB-69 and SCSI Building Component Torrpo. FL 33610SafetyInformationavolk"e hen truss Nate Institute. 218 N. Loa Street. Suite 312. Aloxatdria. VA 22314. Job rUSS Truss Type aty Ply T11433559 MiSi R07 Hip Trues 1 I 755324045 Job Reference (optional) tsuaeetl "61bource. t arnpa, mans "y. Plena jjzDuu LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-578(F) 7=-578(f) W V 7 Fp! 1Y [u l0 MIIaR IIIaYbitga, InC. I nu Jun LL 19:Jr:W [ul r raga L 10:217yacff3rg15yOb0EG68uz0Uf"eCUBPX?NzYY4?tnpml6DJlRtEnsYE 9fMHvcz3j6j WARNING • yedfy d"n paremeton and READ NOTES ON THIS AND INCLUDED M(TEX REFERANCE PAGE M1117479 rev. 10003,2015 BEFORE USE. Design valkl lot use ordy wtln MI lok®connectais M design h bawd"upon parameters shown. and Is for an kxINk0.al btldtrq component, not a nuss system. Before use. the building designer must verity the oWicatAlfy of design parameters aid pxopetty tncorporato this design Into the overall building design. Wacing indicated Is to rxovont bucMUp of Individual miss web and/or trend members ordy. Additional temporary and petmoneni bxocing M!Tek' Is always tegJtad Ida stability and to rxovont eollcpso Win possible personal Ir"y and rxoMrly dknnago. For gcrwral gldeneo rogarung the 6904 Parka East BNdkrixlcallon. storage, dlolNety. election and btacing of trusses and tnrss systems, socANSI/IPI I Quality Criteria, 038-69 and SCSI Building Component Tarnpa, fL 33610SafetyInformationavailablelabletrainInesPlatoInttiMo. 218 N. too Street. State 3M Alexandria. VA 22314. Job fuss truss type Oty Ply T1t433559 TBOISI Rea Common Truss t 1I 17SS324046JobReference (optional) aurlllers Firsizource. Tampa. Han Gay, FISm 33555 r.vrus Apr rtrcvro 1ts. 10:Zl7yacif3rgf5yOb0EG6BuzOUf6-ReCUBPX')IvzYY49ttaxnl60Ja8iG4saU OIMHvcz316j t-0-0 7.10-0 15.8-0 t 0 0 7.10-0 7.10-0 Scale . 128.7 4x6 = 3x6 = 20 11 315 7.10-0 7-10-0 LOADING(psf) SPACING- 2-0.0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 VBn(LL) 0.11 4-5 999 240 MT20 244/190 TCOL 15.0 Lumber OOL 1.25 BC 0.72 Vert(TL) 0.31 4-5 602 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 4 We n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 57 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/Size) 4=692/Mechanlcal, 2=779/0.4.0 Max Horz2=76(LC 16) Max UpIIft4=-141(LC 13), 2=-171(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1009/358, 6.7= 887/366, 3.7=-860/380, 3.8=-854/398, 8.9=-885/382, 4. 9=-1005/380 BOT CHORD 2-5=-220/789, 4-5=-22Of789 WEBS 3-5=0/385 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; TCOL=4.2psf; BCOL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-", Interlor(1) 2-0.0 to 7.10.0, Exterior(2) 7-10.0 to 10.10.0 zone; cantilever left and right exposed ;C-C for members and forces 6 MW FRS for reactions shown; Lumber OOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 4 and 171 lb uplift at joint 2. 7) ' Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verify deglin pnrmsten and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M467473 nv. IOAi/2015 BEFORE USE. Design void la tree only wlm Mffok* Connoclas. INS design Is based only upon painters shown. and is to at f WMdudLkddl 10 component. not a truss system. Before use. the building designer must verily the apilk:anUly, of design paanolets and pop atly trlcorporato this design Into five over,, building design. Ltracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and pornnanent btacfng MiTek' is always togrJrod for slablit y and to prevent collapse wllh possible petsond tMay and property danago. for general guidance negadlng rite fabrication, storage. delivery, eroclion and Lractrlg of fnrsses and truss systems. secANSI/pW I Quality Criteria, OSS49 and SCSI aullding Component 6904 Parke East Blvd Safety Informallan available, from truss Plato tru11Me. 218 N. Lee Shool. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job fuss Truss Type ry Ply T11433660 TBOtSt 1'-09 Hip Truaa 1 1I 1756324047JobReference (optional) ausaem t•rmwotrrce. t ampa. want city, mono u7aoo r.—. a nP, ...— w,....w.a.w., ..:. .... a... « . • .y. . 10:Zl7yacfr3rgiSyOb0EG68uzOUf6•vrtsPlYdW C509EZ4KW H_tOrgH66bst7015gR3z316i rt-04 7-0-0 11.11.3 16.0.13 23.0.0 + 30.0.0 31-0.0 1-0-0 7.0-0 4.11.3 6.1.10 4.11.3 700 1-0-0 Sx6 = AM171-0- Us = US = Sx6 = Scale . 1:53.5 SxS = 6x8 ^ 6x12 MT20HS = 6x8 _ 5x8 = 7x10 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.22 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.57 Vert(fL) -0.70 9-10 >502 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.78 Horz(TL) 0.15 7 n/a rVa BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 173 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 31 Except' TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc puffins. 3-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at nlfdpt 4-12. 5-9 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2298/0.4.0, 7=2870/0-8-0 Max Horz 2=66(LC 7) Max Uplift2=-407(LC 5), 7=-482(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4406/805, 3-4=-3772l745, 4.13=-6795/1228, 5.13=-6795/1228, 5-6=-4839/850, 6-7=-5649/927 BOT CHORD 2-12=-691/3837, 11.12=•109315892, 10.11=•1093/5892, 10-14=-115716504, 9-14=-1157/6504, 7-9= 747/4923 WEBS 3.12— 242/1569, 6-9=-266/2041, 4-12=-2641/573, 4.10=-151/1390, 5-10=-13/484, 5-9=-2090/555 NOTES- (11) 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=5.Opsf; h=25ft; Cat. 11; Exp C; Encl.. GCpi-0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 407 lb uplift at joint 2 and 482 lb uplift at joint 7 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 132 lb up at 23.0.0, and 1102 lb down and 283 lb up at 15-8-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 uontlnuea on page z Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PACE MO-7473 tev. IWr MIS BEFORE USE Oeslgn valid tot use only vAth W1109 connectors. this design is based only upon lxvamoters shown. and Is too an trtdlvldtal building component. not a truss syslern. 8otote use. Ito bxBcirtg dosignot must verity Iho appllcalAlty of design paanetors and poopooty trtcalxxate this doslgn Into the overall building design. Bracing Indicated Is to ptevenl budding of lydavldtml mass web and/or chord members only. Adt911onal eompaaty and posmanont MaCUV MOW Is always togtLed for stability and to ptoveni collapse with possible perYJnd INt+y and ptolxedy danago. Foe (ylrxnal guidance toguc9ng the 6904 Parke East aNd. Iab ricallon• slotoge, doltvory, otoctlon and bracing of Inassos and Ituss systems. weANSI/IPI I Quality Criteria. 0S649 and SCSI Building Component Tampa. FL 33610SafetyInformationavallabllofromleasRatetruliMe. 218 N. too Street, Stlte 312. Alexcadala. VA 22314. Job Truss Truss Type oty pry Tit433560 780151 ROB Hip Truss 7 t 17SS324041JobReference (optional) UU1106M r&stsource, Ion". ram Lary, r10two 33bbb LOAD CASE(S) Standard Uniform Loads (pal) Vert: 1-3— 70, 3-13— 70, 6-13— 143(F=-73), 6.8=-70, 2-14=-20, 9-14=-45(F=-25), 7.9— 20 Concentrated Loads (lb) Van: 9=-513(F) 14=-1102(F) Us NP, l l 4wo.., aR ..0 JVII.. I7.JI.Vi N1I aye. ID:Zl7yactf3rgf5yObDEG68uzOUf6-vrtsPIYdWC509EZ4KWH IOrgH6fibst7015gFt3z3f6i 4L WARNING • V4,11Y dodgn panwwtero and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO-7472 rov. IaaD MIS BEFORE USE Design valld for use only vA1h KloW connectors. n* design B Lwsod C"y upon p aramelols Shawn. and Is for an lndlvkAral L**ddktg comporwnt. rat a truss system Before use. Oa IxAdhg designer must verify the opplk;c"Ity of design folamofots and popedy Incoi orate fads design Into the overall txldrtg design. (tracing Indicated is to I=Iding of IndlvldaKO buss web arW/a Lined members only. Additional temporary and Ixmnanent bracing MiTek' proven) Is always required lot statAlty Lori to pxovetd calcM wtih pose personal rtpay arW p>topedy dranago. For gerdnal gukksrd:e togading frw 6904 Park& East Blvd. fabrlccdbn. storage, dellvery, otocllon and tstacing of Irtwes and tuns systerns, soeANSI/TPI I Gualily Criteria, DSB-89 and SCSI Bubding Component Tarrpo, FL 33610SafetyIMomt~ emLatAo from fnm Plato trOltule, 218 N Lee Slreol. Su110 312. Alecandda. VA 22314. Job rse Truss Type y Ttt433581 TB0151 1'1-0 Hip Truss t 1 7SS324048 Job Reference(optionall tsuaaem rasmoucce, t anpa, rrant terry. I-tonae roue r.wu is Apt 1Y zuta waxax tnausines. tne. 1 nu Jun zz N:7r:uo zul r rage t ID:Zl7yacff3rgf5yObDEG68uzOU16-N 1 JEc5ZFH W DFn08GuEoDCeOJ WvhKOHHeyrNzVz3j6h rt-0-0 66.6 8-0-0 15-0-0 21-0-0 23 5 t0 30-0.0 31-0-0 14}0 6$6 2•S 10 6-0-0 6002.5-I0 6.6-6 4x6 = 30 = 06 = Scale . 1:53.5 I4 0 3x6 = 4x8 _ ,,. 3x6 = 3x8 = 3x8 = LOADING ( psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCOL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber OOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2OO7 REACTIONS. ( Ibtsize) 2=1417/0-4.0.8=1417/0.4-0 Max Horz 2=-83(LC 10) Max UpII112=-255(LC 12), 8=-255(LC 13) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.71 Vert(LL) 0.3210-12 >999 240 MT20 244/190 BC 0.91 Vert(rL) 0.8810-12 >404 ISO WB 0.51 Horz(rL) 0.11 8 n/a n/a Matrix) Weight: 142 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bracing. FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2416/961, 13-14=-2322/966, 3-14=-2268/978, 3-4=-2146/924, 4-15=-1884/854, 5. 15— 1883/854,5.16=-1883/854,6.16=-1884/854.6.7=•2146/924, 7.17=-2268/978, 17- 18=-2322/966, 8-18= 2416/961 BOT CHORD 2- 1 2=-755/2061, 11-12=-767/2194, 10.11— 767/2194, 8-10=-762/2061 WEBS 3-12=-315/295,4-12=-268(719, 5-12=479/282, 5-10— 479/282, 6-1O= 268/719, 7- 10=-315/295 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=5.Opsf; h=25ft; Cat. It: Exp C; Encl., GCpl=0.18: MWFRS ( envelope) and C-C Exledor(2) -1-0-0 to 2-0-0, Interior(1) 2-0.0 to 9-0.0. Exterior(2) 9-0.0 to 25-2-15, Intedor(1) 25-2-15 to 31. 0-0 zone; cantilever left and fight exposed ;C-C for members and forces 6 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 2 and 255 lb uplift at joint 8. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) - This manufactured product Is designed as an individuai 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.' tl WARNING- VeAfy deelyn peremefere and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE ND7472 ttty. 1MMIS BEFORE USE Des1At vclld rot use only with Mflok® convectors. this deslM Is based only talon paamotots shown. and Is for an YxiMdual txAdktO component, not a truss syslorn. Wfoto uso. lho txAdmg designer eusl vody Iho alHAlcobilry of dusign pararnofefs and pro(xoly incogxxolo Mis design Into the ovorall lxdc& V design. Bracing aWlcaled I: to pevent bucMV of UxBvldtta mm web and/or chord mernbets only. Addllo d temporary and pormanonl lxocing MiTek' Is always wcp bed lot stabUlly and to povent collarx a wllh possible potsord Utfuy aril lxoperty dtanalle. For gorteral gold nce mWdirtg ere falxlcalkxi slorago, delNery. erection and lxacUtg of Intsses and Iruss systatns. sooNSI/IPI I Guallry Cdtodo, 03849 wW SCSI Building Component 6904 Parka Eml Blvd. Safety Inlormallan available from trim Plato trssllMo. 216 N. Leo Street. Srllo 312, Aloxarxakt. VA 22314. Tampa. FL 33610 Job Truss Truss Type F' Iyt T11433562 T80151 R11 Hip Truss t 1755324049JobReference(optional) eueders Fes150urca. Tampa. PIard Gay. 1-101108 33556 a.— is npr w —6 mnaa irwusuwis, i— , w r.ivs, , I D:7J7yactl3rgf5yObDEG68uz0Uf6-sOtdgRat2gL6PYjSSxJSkrw67vHb3vHOrcaxVxz3l6g r100 7.6.0 1100 19-0-0 22 6.0 430-0-0 310 i 1 .0 7-"36-0 8-0-03 6 0 744 I-0-0' Scale . 1:53.5 6x8 6x8 2x4 // 2x4 \\ 4 5 16 6 7 u OIT 0 3x6 = 3x4 = 06 = 30 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 I SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rPI2007 CSI. TC 0.93 BC 0.80 W B 0.21 Matrix) DEFL. In (loc) I/dell Ud Ven(LL) -0.46 11-13 >775 240 Vert(TL) -0.98 11-13 >362 180 Horz(TL) 0.10 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 4.7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7.2.7 oc bracing. BOT CHORD 2x4 SP No.1 , WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1417/0.4.0, 9=1417/0-4-0 Max Horz2=98(LC 11) Max Uplift2=-271(LC 12), 9=-271(LC 13) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.14_ 2307/906, 14-15=-2187/913, 3-15=-2099/927, 3-4=-2046/904, 4-5=-1821/864, 5.16=15501780,6.16=-1550/780,6-7=-1821/866,7-8=-2046/907,8-17=-2099/929, 17-18=-2187/916, 9-18=-2307/908 BOT CHORD 2.13=-694/1943, 13-19=-465/1550,, 12-19=-465/1550, 12-20=-465/1550, 11-20=-465/1550, 9-11=-704/1943 WEBS 8-11= 249/267, 3.13=-249/267, 5-13=-156/567, 6-11=-155/567 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=5.Opsh h=25ft; Cat. it: Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0.0, Interior(1) 2-0.0 to 10.10.7, Exlerlor(2) 10-10-7 to 23.4.8, Inlerlor(1) 23-4-8 to 31-0-0 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 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 2 and 271 lb uplift at joint 9. 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 - Verily ded9n parametwe and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MD7472 rev. I&WMIS BEFORE USE Design valld lot use c"y Wirt Mnek®conneclors. Rtls dedW Is basod oNy ulxm paomotors shown. and Is Not an Individual txdding Component. not a inns systarn. Below Lao, tho IxAc&Q desldnei must verify the cyXxlcabllly of desIM Ixtrarwters and rxorx:dy Incogwtate U* doWn Into rho overall t1LBding design. Bracing fncllcated b to provonl Weldli g of individual truss web orw/or chord members only. Additional temporary and pormanonl txaclttg MiTek' Is ahvays tegihed kx skilxllty aril to fxovonl collaim vAlh possUe rwrsort l "Ay aril Worxxly damage. For oenoral gulcl nce lwjcsd ng Rw lalxk:alkxt slot000. delivery etWlon and bracing of lassos artcf lam systoms. soeANSl/IPI I Quality Criteria, DSB-69 and SCSI Sulldfrly Component 6904 Parke East Blvd. Safety Information avalk"o from truss Plato UisIIMo. 218 N. Lee Sfrool. Suite 312. Aloxandda, VA 2''M4. Tampa. FL 33610 Job cuss Truss Type oty ply T11433663 T80r51 Al2 Hip Truss 1 1 7553240SO Jab Reference (optional) tsusaers rtresoures. I ampa, ram tray, rasa auaoa wv . W. ., • +. V. 10:2J7yacf f3rgi5yObDEG68uzOUf6-sOtdq Ra12gL6PY)SSxJSkrwBxvHt3uAOrcax Vxz3)6g ct 0-0 7.6-0 13-0-0 17-0-0 22 8-0 30-0-0 31 0 0 1 PO' 7-6-0 5.6-0 4 0 0 5 8 0 7-6-0 1-0-0' Scale . 1:53.5 4x6 = 3x6 // 3x6 \\ 4116 = 3x6 = 3x6 = I 3x4 = 4x6 = 30 = LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 CSI. TC 0.81 BC 0.79 W B 0.28 Matrix) DEFL. in (loc) Wait Ud Vert(LL) -0.40 11-13 >884 240 Vert(TL)-0.7311-13 >490 180 Horz(TL) 0.10 9 n/a rVa PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20-. LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puffins. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3.6 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0.4.0, 9=1417/0-4.0 Max Horz 2=- 1 16(LC 10) Max Uplill2=-288(LC 12), 9=-288(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.14= 2353/904, 3.14=-2249/925, 3.15=-2065/879, 4-1 5=- 1908/898. 4.5_ 1730/858, 5.6=-1379/735, 6.7=-1730/858, 7-16=-1908/898, 8-16- 2065/879, 8.17=-2249/925, 9-17=-2353/904 BOT CHORD 2.13=-700/1998, 13-18=-375/1379, 12-18=-375/1379, 12-19=-375/1379, 11.19=-375/1379, 9.11_ 709/1998 WEBS 8.11=-443/353, 3.13=-443/353, 5-13=-237/748, 6-11=-237/748 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=S.Opsf; h=25111; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) -1.0.0 to 2-0-0, Interior(1) 2-0.0 to 13-0.0, Exledor(2) 13-0-0 to 17-0.0, Interior(1) 21.2.15 to 31-0-0 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with SCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2 and 288 lb uplift at joint 9. 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. Vedly design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AKF7473 rev. la03WIS BEFORE USE Oeskpl vdkt for tsw oNy vAth Mllolr®connectots. Inls design Is basod only upon PM0m0fef5shown. and h la at IrK9vldsd Liulclin0 component. not o hue systom. Boloto tao. Ihu IxAdIng daskjrm must vodty tfto c"AlcatAlty of drnlgn Imxnalets and Ixoporly htcogxxale this dosldn Into Ito ovetcll Wdtrtg deslgnt. Btachg tndlcalod Is to ptovent twcafng of IndWucd truss wet) aril/a chord members orgy. Addlfontd lempolary and permanent txadng MiTek' Is dwcrp uoclultod for skstMy aril to txevent colicwith possUa personal hVf+y aril rxopeny damag0. For gencxd gulcknco wgcxc&Q M ladicatlorl storage. delivery. etecDon and txacing of trusws and truss systems. soeANSI/IPI I Cualty, Criteria. DSB-69 and SCSI Buu tg Component 6904 Parks East Blvd. Safety INormatbn avaldMe horn teas Plato huLMe. 218 N. too Street. Suite 312. AloxarxLki VA 22314. Tampa. FL 33610 Job ruse Truss Type T/1433564 TBOt51 A13 Common Truss 10ty1 1 755324051 Job Reference(optional) twWaraf-&stsourca. ramp&, mamury,ay.. I D:L7yacff3rgf5yOb0EG6BuzOUf6-KOR? 1 naVp7TzOhleOtghH3THfJdtoJOa4GKU2Oz3f6f r I 0 0 7.6-0 15-0-0 226-0 30-0-0 31-0-0 r1.0-0' 7.6-0 7.6-0 7.6-0 76-0 1-0-0 4x6 = 6.00 12 Scale . 1:52.6 Y 0 3x6 = 1 3x6 = 3x4 = 4x8 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SPACING- 2.0-0 CSI. Plate Grip DOL 1.25 TC 0.94 Lumber DOL 1.25 BC 0.80 Rep Stress Incr YES WB 0.41 Code FBC2014/TPl20U7 Matrix) DEFL. In (loc) 1/dell Ud Vert(LL) -0.39 8-10 >901 240 Vert(rL) -0.67 8-10 >535 180 Horz(rL) 0.10 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. REACTIONS. (lb/slze) 2=1417/0-4-0, 6=1417/0.4-0 Max Horz 2=- 1 33(LC 10) Max Uplift2=-300(LC 12), 6= 300(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-2382/818, 3.11=-2285/839, 3.12=-2083/809, 4.12=-1940/822, 4.13=-1940/822, 5-13=-2083/809, 5.14=-2285/839, 6-14=-2382/818 BOT CHORD 2-10- 608/2030, 10.15=-276/1322, 9.15=-276/1322, 9-16=-276/1322, 8-16=-276/1322, 6-8=-628/2030 WEBS 4.8= 257/821, 5-8=-519/373, 4-10_ 257/821, 3-10=-519/373 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=4.2psh BCDL=5.Opsf; h=2511; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exlerlor(2) -1-0.0 to 2-0-0, Interior(1) 2.0.0 to 15-0-0. Exledor(2) 15.0.0 to 18-0-0 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, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 2 and 300 lb uplift at joint 6. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Vodfy dedyn p&rer WW* and READ NOTES ON THIS AND INCLUDED AIrTEK REFERANCE PAGE MO-7473 rev. 111103 0fS BEFORE USE. Design vdkl fa use only wUh Mllok® connectors. ItYs design Is txno f oNy upon Ixaamelers shown. and b for an hclvldral txAdhg can{wncnl. not o Ilusssysfem. Boloco use. Ih0 txAding deslgnot must voilly lino al?1111catAuy at design Ixranolors and IHopofly IRcogxxoto rots doslgn Inlo Ifw ovolal buildingdesign. IAochg Indlcatod b to Ixovent hucalrlg of IralMdrxl fruss wob aid/a chord mornbers orfy. AdcOliow temlxxary cnd porrnanont txoculg MiTek' is always rogcLocl lot stab0lly and to prevent colldIm with poss011e personal Injury and property darnage. roc goranal grldalce tog ocIN the fatxicalkxL stocago. deRvety. ococtbn and LVOcing of Moses and Inrsa systoms. soccANSI/IPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Pack& East Blvd. Safety Information avcAudo nan Ituss Plato 0ns01uto. 218 N. toe Stroot. Suflo 312. Alexandria, VA 22314. Tanpa, FL 33610 oITruss Truss Type yply rt „3356s T80151 R14 Special Truss 1 1 765324062 Job Reference (optional) ouaaam rast6ource, i atrpa, warn coy, krona 33566 7 640 a Apr 19 2016 MiTek Industries. Inc. Thu Jun 22 14 37 09 2017 Pape 1 I D:Zl7yac113rgf 5yObDEG6BuzOU f6-oc7NF7b7a RbgertrZMMwpGOV IjvXXeH1I w32agz316e l-0 Q 7.0-0 13-10.0 20-8-0 21.10 0 25.3-5 1 30-0 0 31-0-0 1-0-0 7-PO 6.10-0 &10-0 ' 1.2-0 3-5.5 4.8.11 '100' 1, Sx6 = 3x4 = 4x6 11 6x8 = 8 5x8 = 1:1I 12 10 3x8 Site = 7x10 = 8x8 = 6xe = 13.12 3040 7M M Scale . 1 S4.4 Plate Offsets (KY)-- 12:0-1-11,Edael, 13:0.3.0,0-2-71,15:0.4-0,0-2-81.18:0-2.10.0.1-81,112:0.3.8.0-4-121,113:0-3-0,0.3-81 LOADING ( psi) SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.24 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.96 V@rt(TL) -0.71 10-12 >502 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.17 8 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 180 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 'Except' 1- 3: 2x4 SP M 31. 3-5: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 'Except' 8- 11: 2x6 SP No.2 WEBS 2x4 SP No.3'Except' 6. 10,4.13,5-12: 20 SP No.2 REACTIONS. ( lb/size) 2=2906/0-4.0, 8=2325/0-4-0 Max Horz 2=76(LC 7) Max Uplift2=-610(LC 8), 8=-425(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2.4.14 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-7-7 OC bracing. WEBS 1 Row atmidpt 4.13 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5824/1136, 3-14=-5028/1060, 4-14=-5030/1060, 4.5=-726a/1557, 5.6=•4163/878, 6- 7=-4255/877, 7.8=4512/907 BOT CHORD 2-13= 981/5108, 13-15=-1467/7264, 12.15=-1467/7264, 11-12=-937/4819, 10. 11=-937/4819, 8-10=-758/3953 WEBS 3.13=-249/1896, 6-10=-713/3442, 5-10=-3304/779, 4.13- 2487/645, 4.12=-5/433, 5- 12- 594/2827 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=5.Opsl; h=25111; Cat. If: Exp C: Encl., GCpi=0.18; MW FRS (envelope); cantilever eels and fight exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610 lb uplift at joint 2 and 425 lb uplift at joint 8. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 132 lb up at 7-0.0, and 1326 lb down and 340 lb up at 13-8-0 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10)' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on oaae 2 Q WARNWO. Vvelfy deetpn parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE MD-7473 rev. I602MIS BEFORE USE. Design valid for use only wllh MIIek®connectots. Inls deslgrl 6 baaod only ut»n "amotets shown. and h lot an ha0vldlxri txRdhtg component not a truss system. aetoro use. Otto IxLdhrg aeslgnin roust verity Itai c WicatAly of closlgn lxstanolets attd peopody Incotpotato Ih6 doslgn kilo tlw ovotall Ix9dhtg cblgn. Wacing Indbalod h to Ixovont txsckling of Individual truss wob and/or chord membets only. Adclillorwl leinrxxaiy and wmanent txocing WOW Is always asqultod lat skdAtty and to revent collgnee with possible personal"an d property danage. Foe gwtetai gJdatce regadirq the latxlcatbn, storage, delivery, otectbn anal txackw of tnrses and Itus systems, soaANSi/IPI I Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalk"a from Truss Plato institute. 216 N. Loa Street. Sulto 312. NexandrkL VA 22314. Tampa. FL 33610 Job IVS Truss Type Qty pry TII433565 Moist R14 Special Truss 1 1 7SS324062 Job Reference(optional) utswers r-"IN face, t arrpa. rrara %,By. rWo oo 1 D: Z17yacff3rgl5yObDEG6BuzOUf6-oc?N F7b7aRbgertrZMMwpGOVfjvXXeHj l w32agz3µ3e LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1.3=-70, 3-14=- 1 43(F=-73), 5.14_ 70, 5-6=-70, 6-9=-70, 2-13=-20, 13-15=-45(F= 25), 8-15=-20 Concentrated Loads (lb) Vert: 13_ 513(F)12= 1326(F) Q WARNING - Vadfy deslyn parumtan and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MAF7472 Mv. I&M2016 BEFORE USE Design valid for use only vAM MRek®comteclas. tnls ded®t IsLxwd only upon "ornalers shown. and Is too an individual b ulding comporont, rot o trusssyslarrf. Bef000 too, the txAdW* dospgnat must verify the aIXIIIcalAtl fy of design parameters and txopotty trtcogorato Olt design into the overall txaalng drslgn. Dating Indicated is to rxevent txrckltrtg of IrtfiWLKd truss wet> ad/or chard momUels only. Addllkxwl tomporary and pauncownt txoctrtp MiTek' is always rocphod for sfaMty rind to rxovenl cdlcpse wlth poamle potsorKA tllfay and properly ckanago. ra gerw-tial dLkkfftco roOcrdWQ Ile krixicatIM storage, dalNory. election axl txcicIng of Inrssas altd IsM sysfetns. sooANSI/IPI I Quality Catedo. OS8-89 and SCSI Building Component 6904 parka East Blvd. Safety Inlormallon avalic"o mom truss plate trtsilluto. 218 N. Loa Shoot. SUB 312. Alexcndfks. VA 22314. Tampa. FL 33610 ouss Truss Type ry T11433568 TBDISt J.."S Hp Truss 1 1 1,66324063 Job Reference loplionall sowers Fustswrca. Tampa. rtam city. e•fonaa csaae , v. . I D:ZI7yacf 13rg15yObD EG6BuzOUf6-oc?NF7b7aRbgertrZMMwpGOX4jvJ XoMjlw32agz3iSe 1-0-0 7-0-0 9•a'o 16.4-0 I 7 GO 2.4-0 7-" Scale . 1 ,29.0 5x6 5x6 = I40 3x6 = 314 II 4%6 = 3x6 II 3ft6 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.58 BC 0.97 W B 0.30 Matrix) DEFL. In Ven(LL) -0.15 Vert(TL) -0.35 Horz(TL) 0.08 loc) I/dell Ud 5-6 >999 240 5-6 >547 180 5 n/a Na PLATES GRIP MT20 244/190 Weight: 63 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3.8.3 oc pudins. 3-4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1426/Mechanical, 2=1523/0-4.0 Max Horz2=69(LC 12) Max UpllftS=-356(LC 9). 2=-369(LC 8) Max Gravy=1525(LC 16), 2=1606(LC 15) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2897/658, 3.4=•2434/612, 4-5=-2865/652 BOT CHORD 2-8=-519/2502, 7.6=-515/2465, 6-7=-515/2465, 5-6=-521/2503 WEBS 3.8=•150/940, 4-6=-145/926 NOTES- ( 12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=d08mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Reler to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 5 and 389 lb uplift at joint 2. 8) Girder carries hip end with 7-0-0 end setback. 9)' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(S) 763 lb down and 172 lb up at 9- 4-0, and 763 lb down and 172 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the lace 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 Uniform Loads (pit) Van: 1-3=-70, 3-4— 155(F=-85), 4-5=-70, 2.8= 20, 6-8=-44(F=-24), 5-6— 20 Continued on Cade 2 WARNING . Verity dedyn perarmten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE 01,10.7473 rev. 1602MIS BEFORE USE. Doslgn valid for use only vAas Mrek® Connoclors. Ihis de31G1 Is based only upon paanoters Yawn. and Is for on individual building component. not a Iftm system. Before use. Ira b didino d must verity Ilia all 4ftcdlllty of design rxzanoters aKd rxoperiy Incalxxoto INs design Into the overall txAdJtrlg design. 8tocing Incilcoted is to rxovonf txaktb Q of Indlvkkat truss web and/ot cMtd members only. AcdAlort<d lomporay rnd permanent backv MiTek' Is always recakwi foe stabllfy arKd to fxevent collapso wah posstAe putsorK/ tryiy arvJ fxopedy dkznago. For geratal gulcknce togad&tg the 6904 Parke East Blvd. kttxlcatbn, slaage. delivery. erection anti tx Ictrlg of IRfS1e6 OW tens systems, soeANSI/IPI I Quality Criteria, OS!-89 and SCSI flullding Component Tango. FL 33610 SafetyInformationovcLablofromtreeRateInsOtuto. 218 N. Lee Street. Sidle 312. Aloxatcltics. VA 22314. Job I russ TrUSS Type ty T11433566 TB0151 R15 NpTtuss 1 t 756324053 Job Reference Bona Buldara 1`0615arrce. Tampa. Ptant uny. Fiend& 73a5ti LOAD CASE(S) Standard Concentrated Loads (lb) Ven: 8=-578(F) 6=-578(F) t.o+ve r rcrio mites nuus nrs. Inc. m n - i vrc I D:Zl7yaclf3rgt5yOb0EG6BuzOUf6-oc7NF7b7aRbgertrZMMwpGOX4jvJXoMjlw32agz316e O WARNING • V&Aty dedyn pw m tws and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. I&WMIS BEFORE USE. Design valid for use only with fMOM connectors. this design S based only uten paramotors snown. and S tot an Ww# AMKil btddMng component. not o huss system. Rotate use. the Ix1Mnrl aoslgner mml verity the q:o1cobliry, of dostgn liwometets and IxoredY hcorlerate 0% design Into the, overall txBdng design. atochg Indicated b to plovont bucMhng of Individual Muss web and/at chotd members ordy. Additional tomnatary and retmonent txock* MiTek' S always ICKltltod for stability and to prevent collepso wllh nossrAo relsonof k*fy cvyj rxopeny damage. FOI general gtkJunce tegarding OW ktxlcatlotx slorago. delivery, moctlon and btacMng of busses and Bus systems. seeANSI/TPI I Quality Criteria. DS849 and SCSI Building Component 6904 Parka East Blvd. Safety Information ovtOatAe Motu bias Plate InslihAe. 216 N. Leo Sheet. SJte 312. Alexandria. VA 22314. Tampa. FL 33610 Job I fuss Truss Type Oty TtT433587 TBOt51 R20 Hip Trust 1 1 766324064 Job Reference (optional) uumert Fdst5aurce. Tanya. Plant Gdy, Rattail 33565 7 640 t Apt 19 2016 Wak Indusinat, Inc. Thu Jun 22 14.37.10 2017 Page 1 ID:ZI7yacf13rg(5yObDEG6BuzOU16-GoZISTclLlihG')S t 73t9MUYe?7lzGGbsXepb6Gz3i6d 1-0-0 6.9.13 9-0-0 10-a-0 12 0 14.6.3 21.4-0 22d-0, t..0 6.9.13 2.2.3 1$-0 2.2.3 69 13 1-0-0 Scale . 1:39.0 3x6 = 2x4 II 3x6 = Ig 5ka = 9-0.0 106-0 12d-0 21-4-0 9-0-0 1— 641-0 Plate Offsets (Y Y)— 12:0-2.10.0-1-81,14:0-3-8,0-2-41.16:0-3-8,0-2-41.18:0-2-10,0-1-81.110:0-4-0.0-3-41 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.21 8-10 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) 0.62 8-10 398 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code F802014/fP12007 Matrix) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid telling directly applied or 9-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0.8.0, 8=1023/0.8.0 Max Horz 2=-83(LC 10) Max Uplilt2=-21 1 (LC 12), 8=-211(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.11=-1468/605, 11.12=-1370/616, 3.12=-1323/628, 3.4=-1157/532, 4.5=-999/494, 5.6=•999/494, 6.7=•1156/532, 7-13=-1323/628, 13.14_ 1370/616, 8.14=•1468/605 BOT CHORD 2-10=-436/1209, 8.10_ 442/1209 WEBS 7-10= 296/289, 3.10=-296/289, 5-10— 221/617 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsl; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0.0 to 9-0-0, Exterior(2) 9.0-0 to 12-4.0. Interior(1) 16.6-15 to 22.4-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber OOL=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.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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 211 lb uplift at Joint 8. 7) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' O WARNING • Veft design pamnletert and READ NOTES ON THIS AND INCLUDED A EK REFERANCE PAGE AI1117473 rev. IOW,2015 BEFORE USE. Design valid fat use orgy vAlh MI lek®eonnoctors Irgs desIM h lensed only upon "arnolors shown, a KI blot on hdMcAal lXddkng component, n01 a trim system. Before we. the IxAdrvj designer must verity the aprAlcedAlty, of design parcmoters crM ptoporiy, Incogxxoto this design Into the over... btldi ng design. Bracing Inrdicatod Is to txovent Iwcld,ng of Udivict al tnra wob and/ot Chad momton orgy. Acldtforvd lempotuy and permanent Macbv WOW Is..wap tedRlted la sictAy and to ptovonl edldpse wllh r osstxe potsomd"and rxopedy Ocimage. for gonoral gtkkffvice teWdIng the Ic"Icallon, storage, delivery. election <W Utactng of hU13es and truss systems, soeANSI/IPI I Quality Criteria, OSS-69 and SCSI 9ullding Component 6904 Parke East BNd. Safety Irgarmatlan avallablo from trim Rate Institute. 216 N. tee Street. Sulto 312, Alecdancala, VA 22314. Tanya. FL 33610 Job Truss Truss Type y ply T114335fie T801S1 A21 Hip Tfusa 110 1 1 17SS324OSSJobReference Gonad 6uddem Frrelboufce, 1afrVa. riant txy. monaa imba r.wv. w... cv.. M.-.waanwa, 1- .... ... cc .+.a... ID217yacff3rgl5yObDEG68uz0Uf6-k477fpdO62rYtg 1 DhnOOvh5skXdx9ROmE Y6eiz316c 1-0-0 7-0-0 10-0-0 14.4-0 _ 21.4-0 . 22-4-0. 7.0-0 3-8-0 3.8.0 7-0-0 1-0-0 ' Scale . 1:39.0 Sx6 = 3x4 = Sx6 - o_ b 3x6 = 6w8 = 3x8 MT20HS= 3x6 6xe = LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/1-PI2007 CSI. TC 0.63 BC 0.84 W B 0.45 Matrix) DEFL. in Ven(LL) 0.10 Ven(TL) -0.46 Horz(TL) 0.12 loc) Well Ud 2-10 >999 240 8-10 >536 180 6 n/a We PLATES MT20 MT20HS Weight: 94 lb GRIP 244/190 187/143 FT = 20°e LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3.0.15 oc purlins. 3.5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.5-13 oc bracing. BOT CHORD 2x4 SP No 1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1994/0.8.0, 6=1994/0-8-0 Max Horz 2=-66(LC 6) Max Uplift2=-511(LC 8). 6=-511(LC 9) Max Grav2=2050(LC 15), 6=2050(LC 16) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-3810/887, 3-4=-3216/816, 4-5=-3216/816, 5.6=-3810/887 BOT CHORD 2.10_ 761/3344, 9-10=-904/3584, 8-9=-904/3584, 6-8=-708/3304 WEBS 3-10=-242/1338, 4-10=-508/296, 4.8=-508/295, 5-8=-242/1338 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psl: BCDL=S.Opsf: h=25(t; Cat. 11; Exp C: Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511 lb uplift at joint 2 and 511 lb uplift at joint 6. 8) Girder carries hip end with 7.0-0 end setback. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 172 lb up at 14-4-0. and 763 lb down and 172 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 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 Uniform Loads (pit) Ven: 1.3=-70, 3-5=-153(F=-83), 5-7=-70, 2-10=-20, 8-10=-44(F=-24), 6-8=-20 Continued on Daoe 2 O WARNWG - Verity datign parametare and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE AIIF7473 rev. 16OZ2016 BEFORE USE De*P valid lot use, only with Mllek®cottrloclas. Ifds doslgn is basod only open puanoloa shown. and h la an IrldivkAtal building comporml, not a truss syslom. 8olao uso. Iho building desigrlot must vonfy One al)rAlcabliN of doslgn Ixald pt arnoletsaropoilyincogxxato this design Into it. overall building design. 6rocing Indicated Is to rxovenl Ixtekling of UWNklual truss web atW/a chord members only. Acfdillortal tompofary and rxomarlent txoctng MiTek' Is always toquired rot stability and to pfovani coligxso with possible pasoncd trdjry arid dxorxsrty darnago. ra genital guiautce regcadWQ the Icoxlcatlon, storage, delivery, erection and bracing o1 lasses and truss systofns, seeANSI/IPI I Quality Criteria. OSS49 and SCSI Sulldlitg Component 6004 Pafke East Blvd. Safety Information available from trim Rate trullMe. 218 N. Lee Streol. Suite 312. AlexancifkL VA 22314. Tampa, FL 33610 Job Truss ruse typery Ply T1t433566 780151 R21 Hip Truss 110 11 175532,11055 Job Reference(optional) nuaaers Ireelbource. snipe, rant ,ay. rtorran:rsobb LOAD CASE(S) Standard Concentrated Loads (Ib) Van: 10=-578(F) 8_ 578(F) ID:ZI7yacff3rgf5yObDEG68uzOUf6-k?77fpdO62rYtg 1 DhnOOvhSskXdx?fTOmEY8eiz3l6c WARNING - Vedry desgn pan metere and READ NOTES ON THIS AND INCLUDED AI/rEK REFERANCE PACE W?473 rev. laWMIS BEFORE USE Design valid for use orgy w11h Mlfek®conneclors. Ole design It Ixnad only upon paramoters shown. and is lot an IndlAdual Ixdding component, net a Russ system. Wore Lao. Ito Walling dosigrdn t n11s1 verity the af)l6ccmally, of design rxxartetefs and ptolxnly InwPorctlo thh design Info Ito ovctall txldkng design. Oacing Indicated is to ptovent txrckli ng of IndNldual tons web and/or chord momtxxs orgy. Additional temporary and prxmaneni Ixacting M iTe k' 6 always tocpLed for slaMIRy, and to prevent collapse with possible personal tVuey and propody, damage. For geneaal gtldarnco regarding fine kAxk:ation . storage, delivery, eneclion and bracRtg of tntssrss and tares systems, aceANSI/TPI I Quality Criteria. OSS-69 and SCSI Building Component 6904 Parke East Blvd. safety Irdamtotlon awfic"o Rom Rtas Nate Institute. 218 H. Lee Street, Stlto 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty Ply T11433669 Miss RFOI Flat Truss t 2 5532406lJobRefsence o tlon9 Buddere R1e15aette. Tampa. Ptah Cdy, Fbnda 33566 7.64e s Apt In zom as l ex Inauslltes. inc. 1 nu JYn ZP mit:11 Put I raga 1 ID:2t7yacff3rgf5yObDEG6Buz0Uf6-k?771pdO62rYt9I DhnOOvhSvaXh09gwOmEY6etz3i6c i 2.1.12 4-I-t2 fr1.12 B-6d 11.2•f1 13.2-tt 15 e•3 18-5-7 2.1.12 2-0-0 2-0-0 2.64 2.6•B 2-0-0 2b 8 2-8-4 3x4 = 3x6 = 19 8 20 3x4 = Scale . 1:3I .S 3x4 = 3x4 = 3x4 = 3x4 = I I a .l .a .c .A 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) -0.05 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.16 12 >939 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(rL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.4.14 oc puriins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid telling directly applied or 6.0.0 oc bracing. REACTIONS. All bearings 6-3-6 except Qt=length) 11=0.4.2. lb) - Max Uplift All uplift 100lb or less at Jolnt(s) except 11=-138(LC 4) Max Grav All reactions 250 lb or less at Joint(s) 18 except 11=1535(LC 1). 17=1000(LC 1). 16=383(LC 1). 14=285O(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6.7=-4567/151, 7.19=-4567/151, 8-19=-4567/151, 8.20=-4567/151, 9.20=-4567/151 BOTCHORD 13-14=0/2919, 12.13=-151/4567, 11-12=-233/2619 WEBS 2.17=-856/0, 3.16- 472/0, 4-14=-1014/0, 8-12=-1028/62, 7.13=-838/45, 6.13- 173/1874.6-14=-3443/0,9-12=0/2215,9.11=-2906/261 NOTES- (13) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 20 - 1 row 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 It noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf: h=25ft; Cal. 11; Exp C: Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 4) 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. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 20 MT20 unless otherwise indicated. 7) Gable studs spaced at 2.0.0 oc. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at Joint 11. 11)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 217 lb up at 13-7-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 13) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - LOAD CASE(S) Standard Continued on Daae 2 0 wARNwo . verity dadgn pwam4twe and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE 610-7473 rov. 10022015 BEFORE USE. Design valid for me only wim Mltek®connoclors. Inls cleslpt Is bawd ordy upon parameters shown. and Is lot an Individual tx"ng component, not a truss syslan. Belao aso. Ito building dleslgnes mast vcnity Ito d l4ftahBty of design paiarnulers arxl Ixopotly Incddiotalo this design Into tie overall building desgn. Bracing indicated is to buciding of Individual truss web aria/ot toad members only. AddilloMO fern Wary and pomlarent bracing MiTek' proven Is always ruquirod for statAlly and to woven) callgne wlih Possible personal holy and properly drrnage. For gddesal guidance regarding IW 6904 Parke Easl Blvdlabilcalkxl. sfotage. delivery. erocllon tint txacing of trusses and truss syslonx, seoANSI/iPI I Quality Criteria. OS649 and SCSI BulWing Component Tampa. FL 33610SafelyIrdamwitonavotabtotrantrussRatetrisllMo. 218 N. too Slruof. Suite 311 Atexarxhkt VA 22314. Job fUSB Truss Type ty y T11433569 780t51 IRFOi flat Truss t 2 75jo'b'R`ere'rence Gona Budda0 Fustsoufce. Tanya. Plant O4y. Flonda 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-19— 340(F= 96), 19.20=-188(F=•96), 10.20=a0, 11-18=-20 Concentrated Loads (Ib) Vert: 20= 845 7.640 s Apr 19 2016 MiTak Industries. Inc. Thu Jun 22 14:37A 1 2017 Page 2 10:Z17yactf3rgf5yObDEG68uz0U16.k?77(pdO62rYtg I OhnOOvhSvaXh07gwOm EYSeiz3j6c 0 WARmwo - verry dawon paramaten and READ NOTES ON THIS AND WCLUD£D AUYEK REFERANCE PACE 6111-7473 rev. 1002MIS BEFORE USE. Design valid let tno only vAm Mile" conrwclots. fhb design b based only upon paranolets stxwm. cW Is la an 1xIMCAral Ixddkng component. not wtobusssystem. Below use. the building designee must vodfy Ito cp pilcdMlly of design pmomotans csrnd pxorody hncotlxxato this design Into Ilw ovesall lidding design. Bracing Indicoted Is to peevonl budding of trK6vlducl buss web c nd/a chard members only. Addilan d lompxxory and pwnxmne bocing MiTek' is dways roc4tod tot skm0hy and to rxevonl colleting wllh possible poisoned hyuy aryl properly cicimage. rot goneid gslckme reWdhtg the fcdxkotlon. stotogo, dWNoty. erection and biochng of fnrsses and mass systems, sac:ANSI/IPI I Quality Warta. DSB-69 and BCSI Building Component 6904 Parka East elvd. Safety InformaBan avdlatAo note Buss Role Institute. 216 N. Lao Stfool. SsAlo 312. AioxoWfks VA 22314. Tanya, FL 33610 o ruse ruse Type ry ply Taoist RF02 Haft Hip TrussT1143357011J65324057obReferenceobone Budder FkatSoutcs. Tampa. Plant City. Florida 33666 7 640 a Apr 19 7016 Mr 1 ek InCUS111e8, Inc. 1 nu Jun 22 14:31:12 411 rage 1 ID:217yecf13rgf5yObDEG68uz0U r6-CBh Vt8dOtM_P VJCOFUvdRveOK VRNk2n9?uliB9z3i6b 1-04 , 7-0-0 10d-0 138.0 f 15.10.7 18.2.10 20.8.9 1-0-0 ' 7-0-0 3.4-0 3 4-0 2T-1 2.4.3 2.5.16 6x12 MT20HS i 5x8 = 2x4 II Seale . 1:38.1 ry0 3%4 = 3x4 = — Us = 2x4 II 3x8 = 20 11 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.64 Vert(LL) 0.06 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Ven(TL) 0.21 13-14 >757 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.03 17 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 4.0.14 oc puffins, except 4.6: 2x6 SP No.2, 7-10: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4.2.11 oc bracing. WEBS 20 SP No.3 SLIDER Left 20 SP No 2 3.7.5 REACTIONS. (lb/sfze) 11=1511/0.4-15, 2=-526/0-8.0, 17=2745/0-11.5 Max Horz 2=272(LC 8) Max Uplilt2=-744(LC 20), 17=-29(LC 5) Max Grav 11=1562(LC 15), 17=2745(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1975, 3.4--0/2018, 4.5=0/1793, 7-14=0/467, 7.18=-1274/32, 18.19=-1259/30, 8-19=-1254/37, 8-20 1771/0, 9-20=-1771/0, 9-21=-1771/0, 10-21=-1771/0, 10.11 o— 1567/0 BOT CHORD 2-17— 1743/0, 16.17=-592/0, 15-16=-29/1112, 14.15= 29/1112, 13-14=0/1771, 12.13=0/1771 WEBS 4.17=-1302/103, 5.17=-1775/0, 5.16=0/686, 5-7=0l734, 7.16_ 1805/0, 8-14=-644/0, 9-12=-839/0, 10-12=0/2011 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=5.Opsf; h=2511; Cat. 11; Exp C; Encl., GCpi=0.18: MW FRS (envelope); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 744 lb uplift at joint 2 and 29 lb uplift at joint 17. 8) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) Is the responsibility of others. 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 a& WARNING - Votrry daargn perimeters and READ NOTES ON THIS AND INCLUDED NrrEx REFERANCE PAGE 41111-7479 Nov. /6MOIS BEFORE USE Desllyl Wki la use only wkh MIIok19 CVVWctors. Inls de$ Wt S basctd only (Ilion pmamoton shown. and Is (of an lrXI10clual bukdlno compertenl. nol a truss systom. Before uso. Ile IxAc lrtg doslgrtat must vedly the applk;c"Ity of design parameters aril Properly Incolnotcno IM doslgn kilo tho overall txddtng dosign. Sating Indicated Is to prevent t=kllrld of k(UNklurb tt18 web and/ot chord members only. Atlmllorxl lemporary and permanenl lxocfrg WOW h always tuclthad to stc"lly axl to pevent Cdt(lpeo with poss9Ae pxnsoncd k#jry artd properly dornayo. Fo( genteral gukknco togardktg the k"Icalbn, stotago. delivery, erection arlcl btocktg of ttltssos and In= systems, WoANSI/fPI I Quality Cdhe(lo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlonita6an avallahle Rum hues Plate Mlluto. 218 N. lee Skeet. Srdto 312- AlexarxNka. VA 22314. Tonga, FL 33610 Job T fuss Truss Type oty ply T11133570 Mist RF02 Had Hip Truss 1 t 756324057 Job Reference(optional) Burden FRstSoutca. Tanya. Plant city. Fbnda 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4— 70, 4-6=-70, 7-10=-166, 2-11=-20 Concentrated Loads (Ib) Vert: 10=-347 18= 200 19_ 134 20=-193 21=-266 t.wu s Apt iv cvr o mi t ax mausines. lac. r nu aun cz - m: rz cv i r raye c I D:Zl7yacff3rgt5y0bDEG6Buz0Uf6-CBh Vt6dOtM_P VJcQFUvd RveOKw?Nk2rt97ul i89z316b WARNING - Verity dedf in patarrteters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M67473 mv. IGGS 0I S BEFORE USE Design valid la use only with MllekO eonneclors. this design Is based only upon Ipaamelors shown. and is for an Individual "ding cernporlont, riot o buss syslom. Before use. th0 lxAlang design must vodfy th0 o plicatAlN of design parameters and Ixopedy Incoq»rate this cosign Into the ovetalk txmding design. fiaetng Indicated Is to prevent buckling of Irltlk*AK k Inns web aril/a chord memtxxs only. Adc9kkxxb lemperary, and pelmanont txm_trg MiTek' IS always required 101 skubOdy and to prevent collapse with possQxo persona Injury and property coinage. for genre gull cnee togrsrdktg the 6904 Parice East Stvd. kllxlcotlon, storage, delivery, erecklon and 1xacing of trues and turns systeons. saceANSI/M I Quality Criteria, OSS-69 and BC51 Building Component Tampa. pL 33610SafetyInformationawAcg*j 0otn truss Rate InstiMe. 216 N. toe Skeet, Sullo 312. Aloxaldit VA22314. T80153 Vol I Valley Truss I 1 I 1 7SS324056 T11433571 2-0-0 2-0-0 2x4 0 0 aye 1 1 Ftbz: Scale . 1:7.9 LOADING (psi) SPACING- 2-0.0 CSI. DEFL in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.01 3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 8C 0.13 Vert(TL) 0.01 3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/slze) 1=61/1.10-8.2=61/Mechanical Max Horz 1=28(LC 12) Max Upliftl=-9(LC 12), 2=-23(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsf; h=25I1; Cat. II; Exp C; Encl., GCpi=0.le; MW FRS (envelope) and C-C Extedor(2) 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) 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 9 lb uplift at joint 1 and 23 lb uplift at Joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNwo - vertry dedgn paranrofan and READ NOTES ON rNfS AND INCLUDED AUTEK REFERANCE PAGE NIF7473 rev. 1003,2016 BEFORE USE Design Vdkt for use only wllh Mllek® connoclors. this design is txaed only loon parameters shown. and Is for an hdlvkAral btAdfrtg component. not S a tmss system. Bofoto tore, the txLdrvj designer must verify the aprAlcolAlly of design 1?a<cenoters and Ixopedy Incorppato 0tlt doslgn Into the ow-,, brmdfrtg design. Bracing Indicated Is to rAovent txlcklhg of IndlVktrxl fnm web and/et chord members only. Additional tompotcay and Ixxrncmnt Ixoclrtg MOW It always roc"od lot sk"lty and to prevent cohort o w11h possblo rxxsonat hh+y and property, damage. For general g0cl nee tegradng the fatxlcatlm slorago. delNory, otoclbn antd I.lracfrtg of hoses and In=& systems seeANSI/TPI I Quality Criteria, OSS-69 and SCSI BuOding Component 6904 Parka East Blvd. Safety Inlorrrtallon avalktxo from truss Plate Inslikdo. 218 N. Lee Strout. Sr1t0 312. AlexanddeL VA 22314. Tampa. FL 33610 Job russ TrUSS Type 0ry Tit433572 TB0151 V02 Valley Truss t 1 1165324050JobReference (optional) Burkett FirtiSource. Tompa. Plora Gay. Florida 33566 7 640 t Apr 19 2016 McTek Industries. Inc Thu Jun 22 14:37 13 2017 Page 1 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-gNEu4Ueeeg6G7TBcoCOs 6AKSKVFTf11JDYIFlbz3l6a 2.11.1 44}0 2-11-1 1-0.15 20 :r- 20 II LOADING (psf) SPACING- 2.0-0 CSI. OEFL. In poc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.00 3 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Ven(rL) 0.00 2 rVr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=80/3.11.8, 5=223/3.11.8 Max Horz 1=66(LC 12) Max Uplift5= 80(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2.5=-173/283 Scale . 1:13.0 PLATES GRIP MT20 244/190 Weight: 13lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudlns. 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=5.Opsf; h=25ft; Cat. II; Exp C: Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) 0-7-9 to 3.7.9, Intedor(1) 3-7.9 to 4-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tell 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 80 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'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.' O WARNWO. VeAry design Paametan and READ NOTES ON THIS AND INCLUDED i1r/rEK REFERANCE PAGE A167473 rev. 10AM MIS BEFORE USE Destyt valid lot use only H4ttl MI lokO connoctots. it& aleggn Is losod only upon poaanelon shown. and Is for an Individual bulling component. not o Inm system. Below tan, the txLdng designer must vedly the gxtlldal1111y of dosVi parameters and properly Incorporate DLLs design Into the ovotall txAdIng ck, 0. BacIng tndicaled h to prevent rxlckifng of IndNWtral huss web and/or chord members orgy. Additional tamportay and permanent braciry M iTek' S always required kx slatAlly and to pevent collapse with ponlble personal "and property dcanage. For general gtridance regcaalrtg the l txlcationl, storage, delivery, erection and bfachlg of husses and Inter solems. seeANSI/IPI I Quality World, DS649 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovalatxo from hug Plato frutihAo. 216 N. too Slrool. Stile 312. Alexandria. VA 22314. Tampa. FL 33610 CD p D 0 c" V N co Z D x ' m 3O H co () O3aomo0wn crn Ow0 oZ >o 0ONc•(DUQ0 D eo '° 70ap&&6=, 0 ci I O n 0 .0— D N C H 7 ~ C In £ ' p () ? 0 p_m 0 0 D0O () 00- Z y R' o 00 7 > 3 A Q p_ p Q' N N in 7 'n p ` 7 Z ooao ro ^'mo° =o n (Do mQ m mmX 2 Hm oo X0-oam3ac/ N : 0)R ° C5Q D co"3~ Q oa6 °_QN <Ooa_ O a Q (D d 0(D 0 am 6 a(D0 G OQ C o (D0H0 3 m0O £ o0 - -pAN ? p N (D 3(D 3 HO 'NW0a 5C 0! < Z 0(D7 0nd N0 Np(D--0 Z N3 0QaO vJ a _a3 Da0- mom 3° a J D CD (D (DQ.^0 6(Dj J QQ.6 N0p 7 3 fn ]0 00 af;00. 66z:)2o QaO£ o off _ om c2 m Imo O 0=N O C(000:D 0w 3 00 7 HN a0 ( D 5 Z 000 0 NN N 7N0 tn.0(D N 0(D cD 0 aX Na ] 77OV106 fO6-. aja•p N 0_ N(D p 0 l000•K(D j0 y 00 NC 7 (D NON 0 0 c 0 c j a Q 0] Q N 7 !a— 7' —Cj a Cy fl N 0 in 3 m m rCZ -i mm V zn 32DTOP CHORD D C.. (D C C- ;0 to n a M M O aDro rnVZ m N 3N 7((A Vw n '+H '~pA ( 01C- (D D m (D D T CD 0 cr o n ? p Mp ,T O co 0 ( D 7 (D w y 0 C m pp _0 N m N(o ") N D ti D . O = N C m' V A D< W27 ON cis ton (ND C' ?(min 70 ^ Z a a • Q. 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'T,1 J. cJIEEa. / L D c D O, 1 : ' D 'z c o y `" 31 1 i ''4 1 mi z u ( D L I 1 I 4 i w i e 7VOT:a. i i i e i i e C 1 i 1 1 1 I c i RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form au/4o. 2s Permit ## 1 7- 2 1 0 9 o 9 Project Location Address 456 Red Rose Lane, Lot 151 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.floridabuildinci.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Pocket 2 panel sliding door FL15332.06 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.9 ,2 Horizontal Slider Casement Double Hun Fixed MI WINDOWS Block Fixed Glass FL18644.03 Awning Pass Through Projected Mullions MI Windows Mullion — Block and Frame FL18504.S Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinciles 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 S.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 FL2197-115 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 Iq Applicant's Name Please Print) June 2014 Florida Building Code Online F'96N-T Page I of 3 Business & Professional Regulation p cq"vnif acts Home I uq to I user aagWntion Hot row= 1 suaret surcharge ! sots s races I pueaem«rs I raC sou I acts sloe aiap I erns I search I Businesl h . . Pro essi I. ®product Approval uscre unac user Regulation etraaseomral Of > MMM w ApMftlhm Smmh > apt J- Ap b=Von Drill' FL g FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by D8PR. Approvals by DSPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Emall 118 Industrial Drive Edgerton, OH 43517 419)298-1740 nckworwbidgoonsultants.com Authorized Signature Vivian Wright rlckw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan J. lang, P.E. Y, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Slta ndillA Yeu 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (61 Door Products), INST 1522S.5-89 (8'0 Door Products) and INST 15225-68M (618 Door Products Direct to Masonry) for Installation Instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of'1' part number doors and sidelites, which have been stained or painted within 6 months of Installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 111,11 INST IS22S.5.68.odf' F 1 2 rj R3'11 INST 1S225.5.80.odf F1 tS22S R1 it LNST'IS22S=WM.odf Verlfled-By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports by 1522S.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and 'Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certificstion Agency Certificate Approved for use in HVHZ.* No FI IS2it 1113 -C GAC 15225 NAML eert!Lodf' 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 15225.6-68 (6'8 Door Products) and Fl 1 S22S R3 H INST 822S.6-68,ndf 15225.6-80 (8'0 Door Products) for Installation instructions. a 1 S22c 1 n tNST IS225.6.80.odf Note - Glazing Shall comply with ASTM E1300-04) 'Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Fl 1c 25 R1 AF EVAL 1 2S.6-68.odf Ft 1522S R3'AE EVAL 1522S.6-80.odf Created by Independent Third Party: Yes catun Us::lose h taenraa fare.e. Tamhehaae a 32M The State of Florida Is an AA/eEO employer. r,.i"trt lee7•mt it, of sleMw :: Privacy Statement :: Accessibility Statetnent :: Refund Satement Under Florida 4w. ehall addresses are public records. Y you do not want your e-mail address released In vaporise to a putNk-Raords request, do not sand Mettronk mall to this entity. instead. contact the bltke W phone at by traditional mall., it you have any questions, please rar"a aS0.487.1395. "Pursuant to Section 4SS.27S(1), Florida Statutes, elreolve Ocoober 1, 2012, licensees licensed under Chapter 455. F.S. must provide the OepaR/nent with an ernall address 9 tray have one. The WMQS provided mey be used for aRklal communication with the licensee. However email addresses we public Maid. n you do rot with to supply a personal address, please provide the Deparorem with an er ab address which can to mada available co the public To detemine Y you are a Ixensee under Chapter 4SS, FS., plesse Click U=. Product Approval Ao00pta: IN E CrCdi https://www.floridabuilding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/3l/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Oatswing 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 N I AA ti NAMI's CerNncatlan Pwwrani is•accredlted by The American National Standards institute (ANSI). NAMI's Certifled Product Listla at am r Glazed o Design Missile Test Report Number Inswing Configuration or or Maximum Pressure Impact OutswinIt Opaque Size Pos/Nez Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/1•TF-253F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/ITF-254F Sin le XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/TTF-253F Double Standard Aluminum Astra al XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/M-254F Double Standard Aluminum Astragal XX US Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/1TF-253F Double Coastal Aluminum Astragal XX O/S Opaque 690" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/TTF-254F Double Coastal Aluminum Astra al - OXO/OX/XO US Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/f-TF-254F Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097fffF-253F Double w/Sidelites_ Glazed Sidelites Standard. Aluminum Astra al OXXO O/S Opaque Door 8'4" x 67 40/40 No ETC-01-741-10593.0/L-2097MrF-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-2097/1TF-253F w/Sidelites Glazed Sidelites Coastal Aluminum Astra 1 Double OXXO O/S Opaque Door 8'4" x 6'8" 47/-47 No11 ETC-01-741-10593.0/L-2097MF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astra al National Accreditation & Management institute, 1,nc.r4/911 lseVrge VVa3umgwo Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-RS 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClasslc/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/fAS202 The "Notice of Product Certification" Is only valid If the NAMI Certification LAW 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 21_ /'._..atl2-I n--A -. t L.dtww -4..w.nu'WAM194 rordrar tInn Preornm is seeredited by Tie American National Standards Institute (ANSI). l\NVK1-3 %-CF&u1Cu 0. Inswing o,. .... ... -» Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswine Opaque Size Fos/Nelt Rated Comments X 1/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0M2096ATF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0M2096/1TF25IF Sin le XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/1-fF252F Double Standard Aluminum Astraital XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/ITF251 F Double Standard Aluminum As al XX I/S Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/iTF252F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 551-55 No ETC-0 1 -74 1 -11 008.0/L-215 I MF251 F Double Coastal Aluminum Astragal OXO/OX/XO IS Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741.11008.0/L-2151/1'I'F252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4"x 6'8" 40/-00 No ETC-01-741-11008.0/L-2151/ITF2SIF Sin le w/Sidelites Glazed Sidelites OXXO US Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11 2F Double w/Sidelites Glazed Sidelites AstragalAluminumsragalStandardAluminumAstal OXXO O/S Opaque Door 8'4"x 6'8" 40/40 No ETC-01 -741-11008.0/L-215 VITF251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/ITF252F Double w/Sidelites I Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4"x 608" 551--55 No ETC-0 1 -741 -11 008.0/L-215 IMF251 F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astrwal National Accreditation & Management Institute, Inc./4794 George Washington memo ylrtayes, vn AOvI'L Tel: (804) 684-5124/Fax: (804) 6WS122 NAMI AUTHORIZED SIGNATURE: 4" 1 . 4 4. Z: art `MULLION "MULLION 4 SHOWN FOR lotsNREFERENCEMASONREFERENCEOPENINGMASONRY TYP. HEAD MASONRY 4' Al SHOWN FOR MASONRY 4 OPENING & JAMBS HEADII HEAD TYP. OPENING TYIP. II JAMBS & JAMBS A 2X BUCK -/ 2X BUCK' -/ % u 2x BUCK II II MULLION II SHOWN FOR I I m6 C2 6 II REFERENCE II c; 41 A! SINGLE DOOR.SINGLE W/SIDELrIES Al ICK ANCHORING RUCK AN - CHORING BUCK ANCHORING GI 4 4" 4- 4. 4- S. - - - - - 7 7 F N4 MULLION 4 MULLION MASONRY e SHOWN FOR SHOWN FOR II OPENING HEAD TYP. REFERENCE REFERENCEJAMBSASTRAGALHEAD SHOWN FOR JAMBS II NOTIM 1. Z(bLck ffdrL S.G. k dW. 2X SUCK - REFERENCE II 1 SUCK 11 ANCIORNOTM ft min.ASTWA it 1. me camas may be 0*08d to wAbk3h SHOWNFOR If 2 84 c ON CENn9r " I?e act -ow to SHOWN 11' 0! 6 44 c; maTrdn the min. wipe almarrce to mortarloloee lbid c q ci I anch- rnayt&maA 10 wwo me uAx om Co4WcRnon*n m root dsomaded AWM A14CM9 AM AM CMWMN. Alft 6itA"WJ AMCW* aw TAPCOICa 1pr 1.1pr r Uc= o Ile 1-1/c 1, 1 II II me XT.sb X DOUBLE DOOR WUALF W/SIDELITES WNW WL. Lrs RUCK ANCHORING MASONRYT RUCK ANCHORING OPENING FL-15225.5-68 pw OF 6 VIEW c'- cC'' IN 2 7• PAIRS 30 > ^v of 4 3 J 3. , If 3. TIP. iy 3• SEE NOTE 3I W/2X BUCK r SHEET 3 1 SEE DETAIL 3' A INSTALLATION SEE ^ I W 2X'BUCI A INSTALLATION 9 W/1X BUCK O c n a - W/1X BUCK INSTALLATIONw ? IN Ti1LU TiON . 1ci, J 1 MULLION &J H `r ' ASTRAGAL k JAMBS a SHOWN -FOR HEAD. S ^ d SHOWN FOR I SHOWN FOR - - REFERENCE. 1 ' REFERENCE I REFERENCE = ONLY 1 ONLY 1 1 SEE 1 - 18 I - DETAIL ' 4' o I DETSEE AIL16 a - c + - 1 ' 18 5 12 i 114 A' VIEW ' C- E' DOU91 F DOOR srar W wfam I m a m rnsmm ad po (1». AL noon[ m oxx awe asomm") Iteml DESCRIPTION Moleriol A 1#10 x -1 2 P D STEEL. 8 1 X PFH WOOD WHEW STEEL I 1 x 4 Hine to rome STEEL 10 x '2 LG. PFH WOOD SCREW " 3 x -1 2 I.C. R STEEL 4 1 4 2-3/4- PFH ELCO OR 11w CONCRETE SCREW 1 4 x 1-3 4 ITW PFH N SCREW bittL 9 11 f 4_ x 3-J 4 ITLV PFH NCRETE SCREW 3 16 x 3-1 4 ITW PFH CONCRETE SCREWS STEEL 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW 13 CONFORMINEG 70 NFORMINC ASTM C90 TO ACI 301 ORYHOLLOW BLOCKMIN. CONCRETE16 4 X 2-1/4- PFH ITW CONCRETE SCREWSTEEL HEADER -u- PINE SG 1- 0.34 WOOD 21 3 4 THK. PRESSURE TREATED SIDELITE PAO 30 1 2 X 1 X 25 GA CORRUGATED FASTENER W/2X BUCK 2, INSTALLATION W/ lX BUCK' INSTALLATION 12 I C W/ 2X BUCK 3 INSTALLATION f 0 W/1X BUCK 11 OELAIL.'1INSTALLATION DETAIL '7' B ATTACH TR KE PLLAATETORAME0AL THROW BW iASSHOWN. 1 C 1 DETAIL ' 4' 2 1 12 ; N.T.S. 9 er JK s n, LFS p x7Y e a 15225. 5- 60 c a a C 1 L CROSS ON Ysn oo on gwMUM TVERI{ROS SEf 710N aw.ywwpuonon. EXTERIOR • . g INTERIOR V -o A N es INTERIOR EXTERIOR 20 IPj gg 3 43N NE CAL CROSS SECT N , EXTERIOR IE n INTERIOR 7 fRDCA[CROSS SECWN cgdgaot n s j i c 2 21 1s a N.T.S. 7 n: JK W+ Li5 ! n 15225.5-68 c L or 0 4 4- 4' A.0 T SHOWN FOR MULLION II' II MASONRY _7 MASONRY 4 MASONRYJ 4 1109 OPENING I I !REFERENCE JAMBS PiPENINGTYP. HEAD OPENING OPENING _TYP. II II i irp * 1w. D HEADI. of Its do JAMBS. & JAMBS tz C2 ZX BUCK --/ 2X BUCK 6 `MULLION IL 0) SHOWN FOR Qi 0 REFERENCE 11 2X BUCK —/II II II I ou j SINGLE DOOR SINGLE W/SIQELITE I SINGLE W/SIDELITES G Iz RUCK ANCHORING RUCK ANCHORING BUCK ANCHORING 74. - 1 4. 4 4 4 T ---- T MULUON MULLION MASONRY Y 4N 1 SHOWN FOR SHOWN FOR OPENING TYP. HEAD I REFERENCE 11 at JAMBS p ASTRAGAL HEAD 1 REFERENCE SHOWN FOR '-& JAMBS 1 IIREFERENCE8II MOM 2X BUCK -/ 1. 2)f buck n*L &G. OAi Ip. I ASTRAGAL CXlNCRfNANCWRN0 2X 11 ih-SHOWN FOR 1. c"wete orchw locaffm of Me corners may be ccFusted to maintch Me min.BUCK if j REFERENCE edge d0unce to MOM OhM I Concrete andwr locakm noted as WX. ON CORW must be 0*ded 10 QZ mahich the, mh edge dhfance ton xx ft Joints. adclillonal COM010 maybe nsq~ to a-M" Ow 7AAX. ON C84W dMWWM are not tdXC0`0d0d 02 IC^jonpte anchor table. c; wn -2MI12.-' ANCIM. ANCHOR Aft VC -LE MIKE. MKCMA.IkA= Jib IV86161EM 9W TAPCON I_I/, r r I=. u1mco" Pact W. X oa m LFS a I COMM " 6A DOUBLE DOOR MASONRY J. DOUBLE W/SIOELrTES FL- 15225.5-80 a BUCK ANCHORING OPENING BUCK ANCHORING r— .2— - _L e SEE DETAIL 3-ill1-INWALLATI01 w/2x fluCM MSTAt1ATwi IU EE NOTE3 ISSHEET3i' I 1 MULLIONJ Q JAMBS SHOWN FOR REFERENCE SHOWNFOR'e eREFERENCEONLY 1 1 e — T 16 18 e 16 ' f8 SEE DETAIL4- C 5 ;. S 0t 12 C- NEW ' C'—'C E• DOURL DOOR WISIDE11TIES loon Won rA A.. 30• 4. 3- 1 r-- T 1 w/2x eucu A 1 AUATIDN SEE SEE DETAIL 3' 1 w/x fpiOc o MSTAUAIIDN DETAIL - t lr 11 TYP. HEAD k JAMBSn j p p r = SHOWN FOR _ REFERENCE 1 O ONLY 1 xta Fo k A. E-_' E' DOUBLE DOOR VIEW A-- A' 9 N M/ O/UOuul OOIMUGIm FASf K1tS IiOf /D (R, Ml LM[ T° °0011 i11! OdMQ:I1P1lJ B C Item DESCRIPTION Moteriol A 110 x 2-1 T P SCREW STEEL B STEEL C 110 X 1 PFH WO L 1 10 x 4 U, PFH WOOD SCREW (H;nqo to rome - STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITIN CONCRETE'SCREW 5 1 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL t 4 x 3-3 4.ITW PFH CONCRETE SCREW STEEL 01 H STEEL 1f J 16 x 3—f 4 OW PFH CONCRETE SCREW STEEL t 1 4 x —1 4 I1w PFH CONCRETE SCREW TEEL 13 30100 HOLLOW BLOCK CONFORM NC TO ASTCONFORMING MC90TO ACI CONCRETE 16 1 4 X 2-14 PFH ITW CONCRETE SCREW mf4oER JAMB PINE SG > a 0.42 WOOD 21 3/ 4- THK. PRESSURE TREATED SIDELITE PAD 30 1 2' X 1' X 25 GolL CORRUGATED FASTENER STEEL M"" 11 I 0 DETAIL '4' A DETAIL 3' ATTACH ASTRAGAL THROW BOLT 1 STRIKE PLATE TO FRAME AS SHOWN. A 1 DETAIL en JK a er LFS B 15225.5- 80 a n a INTE d V1 u tY t • , ELM 44'NVERMALCROSSS ON D 4 EXTERIOR EXTERIOR INTERIOR INTERIOR iu' Ar C! 04 o 1 ii INTERIOR EXTERIOR olz 3 r anC r d • 21 - 12 ggc3u a. 'Vr; XCAL CAOU iknOH: EXTERIOR INTERIOR 61 VERTICAL CROSS'SECRON' n i 12 = S N.T.S. 9 fr JN er LFS = 15225.5-80 0 i. a• n INTERIOR EXTERIOR 1 • ociRizourAL CROSS SEMON z n INTERIOR EXTERIOR 5 Ho IIOMAI CROSS SWRON. 2 6 /I6'n nb ONRE J N j 7 22t 12 tNr N.T.S. o, er JK • a« •n LFS d FL-15225—MM TTT7 TT-1l t p 69f1eHEA0Sq•• TTTvv ONEAD Ip F L9f1eHEAD 1 i MUWON SHOWN" REF 84a G r911CJAMB O lVP.O JAMBS N/1eJAMB - SM MAIL I VIEW Y'•Y' SINGLE DOOR W/SIDEUIES h kuE DEIAL T r per L c- i D 9/IeHEAD N i MOHEAD F / I HEAD w c SHOWN FOR n RUSENCE 16 TTP. O JAMBS IA/ IeJAMB Li SEE L7, 7 VIEW lr-*r NEW b"--b' SINGIE DOOR W/SIDEUIE VIEW "r-*A' I. anehe beown; at the comers may be oc9ta ed to maintain the mill. bmortar dnfr. 2 ConMfe erldh IOCCff s noted CS•MAX. OM CDdi13f mud be Io rtwEnfal Me min. edge datonce to n)MWpmts. odNMond conasle o maybe nod to ereue tho 7AAX ON CBaI rdWwndon ere rot eceesded. 3. Cortvete WWW' MbW ANCHOlt ANCHOR AWi , CW ANCQ fbigm MFK .' _ IOC 1Yli! n? 1BFDISBVF 1/ P t-I/1' r r TARN' 1/ 1' 1.1/f 1' UpRACON lAMNe S/le 1.1/C AS SHOWN ASSIIOWH SIDSM NOTES: 1. The sidate IS dsect set Into the jamb with V 2) 08 x 7 Pm• wood =ov,& Thera are 14) at each vertkolpmb, from the top down of Mr. 3 t . 4&r d "-- these arO (2) Of the hwdef of - hom the ovlslde co *fs of the krone. DM cm 0 of Hie so, I' from the ouWe comers. 1rP. O JAMBS is Zt N lei" r oSEE S DEIAIL- 1• , A ISINGLE DOORVIEWA% A' sow N.T.S. w- ee JK ow. en LFS WAS" rd FL- 15225-68M wn •' or S. R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Dox 230 Veldco, FL 33595 Phone a13.659.9197 Florida Board of Professional Engiiuen Certificate of Aunroriation No. 9213 Product Sub Category Manufacturer Product Name Category. Thermo Tr u Corporation Smooth -Star' and "Benchmark by Therms-Tru" Exterior Swinginging 118 Industrial Dr 8.8 Single & Double Opaque or Glazed Panels wf 6 w/o Sidelites Ore Exterior Door ON 43517 Inswing I Outswing Assemblies Phone 419198.1740Phone 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 0 1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20.3, Method to of the State of Florida Product Approval, Dept. of Business 6 Professlonal Regulation. RW Budding Consultants and Lyndon F. Schmidt, P.E. do not have not 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. Umltations: 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, 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 types 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-15225.5-08. 5. Where shims are used, they must be a "rigid / stifr 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 FL-15225.548 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1., Zest Report No. Test Standard ETC-01:741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. erawina No. Prepared by No. FL-15225.5-08 RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants. Inc..(CA #9813) Sheet 1 of 1 Tesffna LabomAm ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L Dolden, P.E. Lyndon F. Schmidt. P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. Siondd &-Sealed Id. Lyndon F. Schmidt P.E. t1 Ural• s" r ' • • ,' Lyndon F. Schmidt, P.E. FL PE No. 43409 2I6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Box 230 Velrico. FL 33595 Phone B 13.639.9197 Florida Bard of Professional Enginmrs Ceninrare of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants. Inc. & Lyndon F. Schmidt, P.E. (System ID A 1996) for Thera Tru Corporation, based on Rule Chapter No. 61G20-3, Method to of the State of Florida Product Approval, Dept. of Business 6 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not 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. Umltadons. 1. This.ptoduct anchofhlg has been deiretoped in Compliance wgh the'Sth Edition (2014) FloMa' Building Code (FBC) 6VILCl11ra1 requirements excludinglhe-Ifth Veb* Hurr4wne•2one'. See the CedMcatbn Agency Ceftl llcate for sizes. Welfleatlons and design pressure ratings. 2. Product•artehors shall be as fisted and.spaced as,shown on details. Anchor embedment to base materiel shag be beyond Wag.dmssing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types 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 shag they be less than shown In drawing FL-15225-68M. 5. Where shims am used, they must be a'rigid / stifr material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA 5225-68M 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-15225.68M require further engineering analysis by a licensed engineer or registered archltecL Supporting Documen": 1: Test Report No. Test Standard TEL 01460145 ASTM E330.02 / E188"2 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202. 203-94 2. Drawina No. Prepared W No. FL-15225.68M RW Building Consultants, Inc. (CA 09813) 3. Calculadons Prepared by Anchoring RW Building Consultants, Inc. (CA 99813) Sheet 1 of 1 Teatiila LaboraLory Testing Evaluation Lab. ETC Laboratories Stoned by Lyndon F. Schmidt, P.E. Joseph L. Dolden, P.E. Sin. &- Seated tw Lyndon F. Schmidt, P.E. Sinned d Sealedbv Lyndon F:'Schmidt, P.E. Alize tt U cT-AIe' Gf :W rrr rtllt`ti Lyndon F.Schmldt.P.E. FL PE No. 43409 2/ 62015 v I avw I 1 ID1 1 IOM1 T.f V" J 4\ rQ,l rab rpl wale J I1I II1 e IPoDJ' FAM0.Y R o'-e•.1: 4.[olc:oo l 1 I I DINING 10*-t•.1.._0. ooI- 1{ :-)ra. / 'a µ3DttSI. l 1 1 li•r' n.. ac N, e a. I r CA I I 1 I err m — rl[aoa r•I'IUIG6 — I o Jr1 KkM SUTTE I c t•-.• m.. ac I up,o171uerL3rt, m rttl I STg4rrmlu ' It11De DCl 1/•OUI :) Wpo1DDDmWlxttearrcOX np,afaa0..WPM Zak-; Lam eFDJ4 1 0•K Sucpur rowan 1 A-6 YaoeDn SI40 LIf LtdIGMr1ErDS ri7 1 tr 1 7D ) r ttC/7eT mL — I 1 m `eamll J LSt "mT.oSFLssla v 4iRA7[ O.4 7r lir•1 6J mraoa t 0 6 e r• 1 CA Ida, tr t•: OA 6A A LJXJL__J 1 , MEeww l , s I I nXM I I ice' •-•• rL•I ao e•I mtr/ / oae tour `. wren' Pot.. FOYER R•r CIF 1'•.•.ID'-.- V-.• R 1 a4 RMl,71R me O.car" rB\ w eI w I•a lIE3Ni?I MtIO` VF[gP7[ l V r--------- Ie4rl 1 I rSu I O:tD AI II I 1 , gl/tl GkRAGE 1 io'_o•.ro'_o• I 1ALta _ r al ! L)0C 11Ea Y(te0 I AORI•r sl E YrR,61EER 1 I ID17•waw I 11E0SS" 2- --- I vv , fV ENTRY i t'_.• LI .1.1 µqg I IQ( I I it I Oc u)Taue LYerD[reDD Dual roll rtyJ(R uD.Iur AIV Ot TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS Ir I Ir 1 31• 53• WINDOW CALL-OUM al' vs. VInst n59 I VS4 0SN IR3354 1)SW 3357 oQ3 5T U 59 V134 94 N w N 5+ Z W' 54 03$3r 155w 3551 3 z lr rr ylt 1 0 w SWI w a x. 5N oC vER:T re5o c, aN.rs NR aL :.-nws, 0.7 ,"r-1 A`O A51@L1IICN 11, YGQI PER C, z nWAC%W. AT 5PECFlCAFf" R TER t0 FLOOR FL-\S FOR Sn'LE 6 UWJ I5W (S W LtW A CASEMT. CPO. CQ R49 CLAW f rl) 71wVA$Cr 0m um dw09VC!)Ill (QeLTe11Y QC eD7r:LJl •Su: pPMaDW a& y cl to- 00 i1c. E M nK! 1lJll fJl • V._ V_ • e.e nt ..a rm 1)r Rmv a3-Ina w wvsn R1R Po Sftl 7t1 w C rR1tF r4pt[ _ RC OtL`D-0M '1iy ron ar gc WS n/srwn nntsTa+sr asr.ILwun. ern m ..u.LeoO tn. NVRDlk.ILtD 13.L eu.oa.te4n lvt vrw•owlrtwsror f W 0 z 0 z U0 I O °C OC 1 G y q LL Z9 y 1/ OJ MATQIINGLWM S 0 J YIG4t146 F. ^ UNPc. Q QFLOOR I!15SF. lX! TOTAL LK41023835F. RAGE 4555F. Oat LANAI 13SSF. rra n00! .lw was ENTRY 115F. TOIAL $O. F), 37415F MAIN FLOOR PLAN NOTES GARAGE RIGHT 2A j 0\.--\ aA. I Q..-- DA Y i TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 3k 7 C I 30' 1 14• 1 36' 4' WINDOW CALL -OUTS 18' wo r6 10b rG YAF F6 406M S 3p 13WOF6 WOW 300M 400F4 3pO 36- 2fi IM V 1930 51 3030 SO 4030 54 Z_ w a W $u IM S1 3M 51 bU 59 6v 3 MSI WSW 3030SN 403051 TT ew•r1' X605u 3MOSI AOWSI 7 C GC. vERi7 MA33I OPEIW FOR All00014 CN=51E3 AV *T UATIM MAT WRY PER O MAVF'AOWRiR 40 5KCFIOATQ4 Z RM10FLOOR FLMSFOR $MEOFVNM Y• Isaac iuro a• n-u TIY7 II IPI ads maw c sn,ar..s. utswgwaa wi ai. tt. awo 70. R1.I. fYI IAII rMMGY.M' f b. I V9 r cl F O co O Z I 0 oC 0 QT 1.. 1.r O O 16E0 ( 5`: LE WYrSi CASFT"'N1• CS'ii, OR FXD cAA55.r6) 2585] LL QIfrrXTt]Ga4 •, O Ri7GF • 04C o•axs Y1Tl mta im, Ae ,/.C. 1pp7 If ar ,9R3 TCiLU fiJml?f1Nl UPPER FLOOR PLAN NOTES [2BI I "W'. iOGARAGERIGHT i Florida Building Code Online . ` i Page 1 of 3 Pone _ FL.I 5337.E Business & Professional '•g• ran Rolla D dRfilellid tick Marne I too In I user Registration I Mac TOPICS I Submit Stucharoe I stets a Feats I Publications I Fec Stan ! ecis SIts Map I Lin" I search I Bus*n%s ) product ApprovalProessiI ®UU.: Public User Regulation Pwduct or Anntkattan Seartlt,> Aealirattan List > APyllaatlon amn FL FL15332-R2 Application Type AHlrmatlon Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 36S-3300 Ext 2S60 bsitiingeromiwd.com Brent Sltlinger bsitlingeromlwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I 1 Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE r 1 Validation Checklist - Hardcopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 W1I 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 0Yes 0No ON/A https://www.floridabuilding.orglpr/pr app_dtl.aspx?parmn=wGEVXQwtDgtH8572gvdW1... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summery of Products FL ff Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 08-OOSOOC.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S10807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96'x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No 11.15332 R2 11 Oa-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 51080SB.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 14S-3/4"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL1S332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure, N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33 R2 AE 512969A:odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.S SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02250A.odf Approved for use outside HVHZ: Yes VerlRed By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-00499C.0 Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108068.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"46" ALUMINUM SGD https://www. floridabuilding.org/prlpr_app_dtt.aspx?param=wGEV XQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVH2: No FLFL 15332 R2 II '08-o0501C.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FI.15332- R2 AE 5108088.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGO SERIES 430/440 ALUMINUM SGD XXX 143"x80e NOW REINFORCED Limits of Use Installation Instructions Approved for use In HVH2: No FL15332 R2 11 08-00S02C.Ddf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510809B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use In HVH2: No FLI5332 R2 11 OS-00503C.odf Approved for use outside HVH2:: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN 11 15332 R2 AE 5108108.odf PRESSURE RATINGS Created by Independent Third Party: Yes O..k Noat Contact us :: iM MaAn Menree ww Tan,h,isle fLPhone: ASO-487.1024 The State of Florida Is an ANEEO employer. Coovrloht 2007,2012 State at none,.•:: Privacy Statement :: AccessIbilltv Statement :: Refund Statement Under Florida law, email addresses are public records. If you do rospon t wantyoure-mall address released In rese to a public -records request, do not send electronic mall to Mk entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 950.467.139S. -Pursuant to Section 4SS.27S( 1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address It they have one. The emalls Provided may be used for of0dal 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, R. S., please dick bUL. Product Approval Accepts: Smurily+u.1 rues NOM https://www. floridabuilding. org-/r)r/Pi_app 4tl.aspx?param=wGEVXQwtDqtH8572qvdWI... 7/20/2015 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 THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESFONSIEi 17' OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF ThE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS FRODUCT IN WIND BORNE DEBRIS REGIONS. 6. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIN. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. IMAXIMUM ALLOWABLE SHIM STACK TO SE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REOUIRE 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 3/6" MINIMUM EMBEDMENT INTO SUES. -RATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TA -CONS WITH SUFF,CIENT 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 FASTENERS TO DE 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 E. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER). D. METAL STRUCTURE: STEEL 16GA, 33KSI OR ALUMINUM 6063-T5 1/8- THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO. XX. XP. PX. KIP. PIX TABLE OF CONTENTS DESCRIPTION I NOTES 2 - 3 ELEVATIONS 4 - 10 IINSTALLATION DETAILS FEM90r5 DESC10P1t0 M7£ MP710YED ADDED CHARTS 03/05/i2 R.L. REVISED PER NEW TESTING 10/29/13 R.L. ADDED FIIAVGE AND FIN DYIALLAIIDN 12/06/13 R.L. SIGNED., 12/06/2013 AND OaoS LLCMIWINooWw. caoseY CARROLLTON, TX 75006 sa!!lfo,i s0. *? 1T pr Bf ATE Of SERIES 420 REINFORCED SGD 96" x 96" NOTES F.A. 1 08-00499 ME NTS D`1E 02/23/09 1 S"`-E' I OF 10 ft F! I HI 6' MAX 96 MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART /5 FOR NUMBER OF LOCATIONS r REQUIRED —j I 6"MAX i I6' LAX AME IGHT 6" MAX SERIES 420 REINFORCED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE W rH2.113 ,SILL SEE CHARTS 01 AND 02 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 2S.0128.6PSF NONE WITH 1.12'SILL SEE CHARTS ICI AND 04 FOR OTHER UNITS RATINGS 6' MAX AEM90n5 ftv al-r AP-000Eo A ADDED CRkRTS 03/05/12 R.L. 8 REVISED PER NEW TESIING 10/29/13 R,L C ADDED FLANGE AND FIN INSTALLATION 12/06/13 R.L, CHART /t CHART 03 VM24AN'SILL WITH 1.112,SAL WHERE WATER INFILTRATION RESISTANCE IS REOUIRED WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NATF 0 RNFFT t Doll n m chat Flans 6 MW JIM Y) HOW aao1 31.0 ao Ito 00 wan 1 moo f1.00 Pas I N" Pw I moo my Np f4o a0Aa,a0A a0.0 522 aQ eA fl0 a0. e0.0 a0A A af.t w0 45.0 in 453 tag I SIB a a fR0 40, f t0 of W. of 1. CHARTI2 WITH2•U3?•SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Ded ChM F1a11a/ 6ayY pftwWw oM FnIn VYdln Qle a 3" 1 ft.o ao Ifs n) aoao Lao w.m faoo Poa Poo Pea o f Nag Sto 60. 592 522 522 43.0 4" fa.o 0 1 f.7 a5 Ib0 e U 10 eA 46.4 14 a feA 9 00 00000 Kam Ram Kfa IKam SUAOREM Ram Ki Eilm m"Mal o EEN CHART 04 WITH 1.1?'SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I CHART IS r T>• 0 tTT, Nuabbw otancfkv locaffaftsmadled Rama Pone cut in) e0. I TA0 f1A su MAS Jame I N&S, I re—*aW PUS Jalab 0 e e e lfo a e s e e 6 e e fio a 5 1 e 0 9 e e fe. 0 1 0 5 1 e 0 0 e e MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 REINFORCED SGD 96" x 96" ELEVATION F. A. 1 08-00499 scut NTS 62/23/09. 16KW2 OF 10 FF 11E 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE C6IAR7 B6 I 6" MAX FOR NUMBER OF LOCATIONS REOUIRED - 6" MAX i 6' MAX I 6X Ax a4E GHT l I SERIES 420 REINFORCED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 140.0PSF NONE WITH2-tar SILL SEE GNAWS 01 AND 02 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.6PSF NONE WITH 1-1/2'SIU SEE CHARTS ICI AND A4 SHEET 2 FOR OTHER UNITS RATINGS A-1mWONS A A1:0£D CtiUtiS 03/05/12 R,l: B REHSED PER AEt: T;e111G 10/29/13 R,L. 1CADDEDFLANCEANDFININSTALLATION12/06/13 R.L. CHART Id Humber b4antbar locations required s 101o1 and TOM Uu wmn (N Fame w MO 410 490 Ham A00 TLO 0 mo HAS Jamb HIS Jamb HAS Jamb HLS Jamb A4.0 4 e e e e AA.O S e S e e at.0 S e S e e i gKA5eSee 5 3/8" -j 7.. 2` 2 1W SILL ALUMINUMS069-T3.0W THICK L. . -- T I—L 1 1/2" SILL ALUMINUM 606375.055 THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, Tx 75006 SERIES 420 REINFORCED SGD 96" x 96" FIN ELEVATION F.A. 1 08-00499 utiT NTS I -E 02/23/09• —1'3 OF 10 v , . 7f : S. WOOD FRAMING OR 2X BUCK BY OTHERS 110 WOOD SCREIY y10 wu00 SCREW WOOD FRAMING OR 2X BUCK BY OTHERS I EXTERIOR 1/2' MIN. EDGE DISTANCE 1 3/8. MIN. IVSE ENT 11/4" MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BYOTNERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTII/ E2112 SILL IO BE SEI IN A 8ED OF `:ULKEM 116 CONSTRUCTION AD-!ESI'r'E OR EOUA_ SE= SHEET 3 FOR SIII OOTIONS i 1 3/8" MIN, EMEEDMENT 1 3118" MIN. LMBEDMENI 71- 1 /2' M1ra. EDGE DISIANCE 10 WOOD SCF.EW WOOD FRAMING OR 2X BUCK BY OTHERS Kv.slo%s r_sca;ano. r.lr I My Mn 4L`oto L.NArI] 03/05/12 R.L. REVISED PER NEW TESTING 10/29/13 R.L. A06ED FLANGE 4V0 F114 INSTALLATION 12/36/13 I P„L. 1/4" MAX. SHIM SFACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION ME OO RS LLCMIWlNoow ft.,L0,' v. cRoAND se CARROLLTON, TX 75006 1= SERIES 420 REINFORCED SGD 96" x 9 FRAME INSTALLATION DETAILS TATE OF 08— C scue are50?a9 NTS02/23/09. 0F T G r.=scar-c o ar reaQ+le ADDED ChAMS 03/JS/12 RL. PAi/4" MAX; sEwSED PER NEW TESTING 10/29/13 RL METAL SHIM SPACE t C ADDED FLANGE AND FIN I::S:ALLATION 12/D6/13 R.L. STRUCTURE BY OTHERS 1/4" MAX. SHIIA SPACE 10 S-AS OR SELF DRILLING 1- C INTERIORSCREW I -;•S•' MIN, rJ ECvE DISTANCE D - 1 EXTERIOR INTERIOR SILL TO BE SET IN a A CEO OF VULKEM 116 SmS OR, CONSTRUCTION ADHFSNE SELF DRILLINC OR EOUAL SCREWS 10 SMS OR N'EIAL SELF DRILLING sTTERS EXTERIORSCREWSEESHEET39YOTHERS • FOR SILL OPTIONS METAL . . STRUCTURE JAMB INSTALLATION DETAIL9YOTHERS METAL STRUCTURE INSTALLATION VERTICAL CROSS SECTION METAL STRUCTURE WSTALLATONI MI WINDOWS ANDLLC 11toCROSBY0RDJ`5 CARROLLTON, TX 75006 `ter, GEN6`F7ip; SERIES 420 REINFORCED SGD =*• 0 *_ NOTES. 96" z 9IOI. INTERIOR AND EXTERIOR RNISHESBYOTHERS• FRAME INSTALLATION DETAILS NOT SHOWN FOR CLARRY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE evva. r.• wc. R£v i'• CIi10: DESIGNED IN ACCORDANCE WITHASTME2112 08-500 499 C j`pNAL`, an : ' NTS ,02/23/09 5 OF 10 JCONCRETE/ • ' MASONRY _ BY OTHERS OPTIONAL . IX BUCK TO BE PROPERLY SECURED SEC NOTE 3 SHEET I EXTERIORLfl 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4' MIN. e, EMBEDMENT 1/4' MAX. L SHIM SPACE 3/16- TAPCON Uj INTERIOR SILL TO BE SF,T IN A BED 0` VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 FOR SILL OPTIONS p 1 1/4' MIN. EMBEDMfNi e• a ••.i i 2 I/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAWSONRY INS TA" TION EolswmS Dtsc amo. MTE A"•D.£o ADDED CHARTS 03/0D/12 R,L. REVISED PER HEW TESTIS,; s0/29/13 R,L. ADDED FLARGE AND FIN IUSTALL0014 12/06/13 Rd. 1 1/4' MIN. EMBEDMENT j - • 1 /4" Max. 21/2- I SHIM SPACE MIN. i • I INTERIOR EDGE DISTANCE 1APCON CONCRETE: /ASASONRY _ ° • 0BYOTHERSD v EXTERIOR CPTIOVAL ' X SUCK JAMB INSTALLATION DETAIL 10 EE PROPERLY CONCRETE/MASONRYWSTALLATION SECURED SEE NOTE 3 SHEET I NOTES 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARRY. 2 PERIMETER AND JOINT SEALANT BYOTNERS TO SE DESIGNED W ACCORDANCE WITH ASTA4 E2112 MI WINooWw. ANDDOORSLLC R ICrp CARROLLTON, TX 75006 SERIES 420 REINFORCED SGID 96" x 96" FRAME INSTALLATION DETAILS kBTATE OF a os-00499 C NTS 0"Tr -02%23/09 1"ItT 6 OF 10 WOOD rRAMwG OR 2X BACK BY OTHERS I10 WOOD SCREW WOOD FRAMINI OR 2X BUCI BY OTHER! 1/z' MIN, DGE DISTANCE 1 3/8' MIN. EMBEDMENT 1 /4' MAX. J SHIM SPACE j10 WOOL SCREWS EXTERIOR Uj INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH AST U E2112 0 BE SET IN OF YULKEM. 116 RUCIIGN ADHESIVE IUAL SEE SHEET 3 FOR SILL OPTIONS MIN. AENT I 3!8 MIN. EDGE DISTANCE j10 WOOD SCREWS WOOD FRAMING OR 2:x BuCK BY CiHERS 1 /4' ,MAX. r SHIM SPACE F.A. CESL-tfn%tx: Dn1L I APPROVED ArDEO CH&RIS 0j/05112 R).. RMSED 9-CR wEW TESTING 10/29/13 RZ ADC-0 FLANGE AND -It: I:ISTALV71014 12/O6/13 R,L. IAITLO#^o JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. 7X 75006 SERIES 420 REINFORCED SGD 96" x 96" FLANGE INSTALLATION DETAILS vna rw. 08-00499 G''E 02/23 ,09 stile 7 OF 10 u v •pENB'i0 ii. E OF : Q o m METAL STRUCTURE BY OTHERS d10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/4- MAX, SKIM SPACE l 10 SMS OR SELF DRILLING SCREW EXTERIOR U_U U-1I INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 SET IN VULREM 116 ON ADHES1vE SEE SHEET 3 FOR SILL OPTIONS V MIN ECGE DISTANCE f 10 SMS OR - SELF CRILLING SCREWS METAL - S-TRUCTURE 3Y OTHERS 1 /4" MAX. F SHIM SPACE Fi:aA:MS CEC[OAibr D1Ti As .vOVEC Ai!DEI3 CH+RTS 03/OS/19 R1. REVISED PEP, NEW TEST1NS 10/29/13 R." ADDED FLANGE AND FiN INSIALII.AON 12/06/1.3 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD\ CARROLLTON, TX 75006 vJ• AGE oSERIES420REINFORCEDSGD 96" x 96" FLANGE INSTALLATION DETAILS LLTATI I i•: Dp j/A I aftom F.A. C N4 08-00499 Rlb C uu[ NTS o t 02/23/09 $"r- 8 OF 10 2 1/2- MIN. EDc:E DISTANCE 1 1/4• MIN, EMBEDMENT CONCRETE/ J • : _1 MASONRY 1/4' MAX, BY Of 'HERS I _L SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I r 3/16' TAPCDN EXTERIOR JJ 1 LLU INTERIOR SILL 10 BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 3/16" IAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASON41'/ - CONCRETC + BY OTHERS J) ei I 1/4' MIN. a! • • EMBEDMENT 2 1/2" MIN. EE:GE DISIANCE VERTICAL CROSS SECTION CONCRETE/MAvSONRY INSTALLATION CESVI.vla: N.IT , AP"MS'. 4UJED CRARIS 03/OS/f7 R.L. RIDASCO PER NEW TESTING 10/29/13 R.L. ADDED FLApGE AND riN :NSIAL L iION 1 12/06/13 A.L. 1Bc'D 2 1 Et 0151 3,%i 6" TAPCON CCNCP.E I L/ MASONRY By OTHERS O0710NPL 1X - - TO BE PROPERLY SECURED SEE NOTE 3 SHEET I NOTES: 1. INTERIOR AND EXTERIOR FWASNES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DES16NED W ACCORDANCE WITH ASTU E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 REINFORCED SGD 96" x 96" FLANGE INSTALLATION DETAILS P9a" ,.•. Nc, F.A. 08-00499 NTS — 02/23/09 -- 9 OF 10 J GENBA'ip i tAT -E OF; ;' ASS . 4jflOWAL1E\, WOOD FRAMING BY OTHERS 4• MAX LI\1 CDAI C 1 1/4- MIN. EMBEDMENT T I / B8 WOOD J SCREW 7/ 16" MIN EDGE DIS7ANCE 98 WOOD SCREW 7/16• MIN EDGE DISTANCE EXTERIOR F .15104S W. I A.—OVED A ADDED CtQTS 03/05/17 R,L 9 REVISED PER NEW TESTING 10/29/13 Rj_ C AE•1ED cw:.^•E "D 744 IV5GWAT10N 32/05/13 R.L. 1 5/8• MIN. EDGE 0157. e TRIM I a e 1 1/e" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE DY OTHERSA1>: SUCK 3Y OTHERS. H00V, STRIP - 1% BUCK TO 9E —A - F;I PROFLRLY SECURED d1 s/Ts' IApCON SJAMBINSTALLATIONDETAILEXTERIOR PANEL INTERLOCK, WOOD FRAMING OR 2X BUCK INSTALLATION HOOK STRIP INSTALLATION MASONRY)CONCRETE 1 1/4- MIN. MET=L STP,UCTu- EEMBEDMENT WOOD BY OTHERS FRAMING 2Y OTHERS INTERIOR TRIM ` TRIM 1 /4' MAX 1 3/8" MIN, A SHIM SPACE EMBEDMENT INTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4•1 T I _ HOCK STRIP _ H00V, STRIP 110 WOOD #10 SELF DRILLING SCREW i SCREW PNEI EXTERIOR PMEL INIERLCCK EXTERIOR N7ER:oG-( HOOK STRIP INSTALLATION_ HOOK STRIP INSTALLATION 2X SUCKAYOOD FRAMING METAL STRUCTURE 4I WINDOWS AND DOORS LLC R -!t! Ai ,VZ' 1001 W. CROSBY RD\,\8: CARROLLTON. TX 75006 `••\GE;N8 1p ii SERIES 420 REINFORCED SGD• # i. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NAILFIN HOOOKK x INSTALLATION DETAILS y4 E DF • NOT SHOWN FOR CLARRY i0 i . • 2 PERIMETER AND JOWT SEALANT BYOIHERS TO BE ppy l arc .cb FLV i. •'OIORt S • \ DESIGNED INACCORDAWE WITHASTME2112 F.A. 08-00499 C "/dip •'•'• O\\' salt NTS a1a 5NE- N1ONAitt% 02/2S'.09 t0 OF 10 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rllomas@lrlomaspc.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Product Line: Series 420 Reinforced Aluminum SGD 96"x96" Engineering Evaluation Report Report No.: 51O8O6B Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00499 Revision C, titled Series 420 Reinforced Aluminum SGD, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-119 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMA/WDMA/CSA 101/I.S.2/A440-05 Design pressure: t40.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510806-1 B. prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: t40.0psf Maximum unit size: 96" x 96" Approved configurations: OX, XO, XX, XP, PX, XIP and PIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind bome debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00499, Revision C. 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 1111111//tt iR• LO i E IN 6 Z AT OF ; wz 11NAL e0fillM Luis R. Lomas, P.E. FL No.: 62514 12/04/2013 Florida Building Code Online if Ge(,CSF) Page 1 of 4 POWAp d Busin2S A acts came I rm In I user geptst ,,"A i Hot roan I S&,vmlt Swdorge ; Stars a Facts i Product Approval uNaProfessii tc um Regulation nwo , Appiketloq 0tlNl FL p FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Knd m r r wa rM ameouorts I FBC Start I eas ste Map I rnna I scsrm I Amarr Garage Doors/Entrematic 16S Carriage Court Winston-Salem, NC 27105 336)2SI-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle0amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gentleilamarr.com Danny Joyner Amarr Garage Doors 16S Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer i Evaluation Report - Hardeopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Wamock Hersey 01/01/2016 Steven M. Urich, PE I ! Validation Checldlst - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglpr/pr app_4tl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 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 hO R6 -itOC FOC'MEdWon-Aliliiii. FL5302-RS.odf Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option O 03/30/2015 03/30/2015 03/31/201S FL of 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 FLS-202 R6 LI IR416009.110-11 rawha'7-10 FL_odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. fU302 R6 AE IRC-6009-110-11 Report 7-10 FL edf Glazing option shall not be used In wind-bome debris region 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); Owg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions.... .. Approved for use in HVNZ: No FIS302 R6 t_t IRC-6009-100.I1 drawing 7-10 sealed.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use In HVHZ. FISW R6 AE IRC-60D9-100.11 report 7-10 sealed.Ddf 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." y'-- 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) bwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions . Approved for use in HVHZ: No FLS302 R6 ll IRC-6009.120.15 Drawlno 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. FLS302 R6'AE IR -6009-120.15 Report7-10 FLodf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions .. _ Approved for use in HVHZ: No FLS302 R6 II 'IRC=6009-130-1 DrawMo 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 :n HVHZ. FLS302 • a6 AE 1RC-"W-130=19 Rpngrt 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 F),5302 R6 Il IRC-601%=I40-15.0mwhio 7-10 FLodf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports 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. ai Sz02 R6 AE IRC•6009-140-15 2!oort 7-10 fi.od/ 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-6009-150-1S,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL.S30 R6 II. IRC4069-iS&IS.Drewlna.7216 FLodf- Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No I Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports, R6Other: Design Pressure +35.6/-42.1, Not for use In HVHZ. a'Sjb2 AE IR •6009d50-is Remit 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. S302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-1S,Thru 9' wide. Oak Summit (M650) Limits of Use - Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fi 5302 R6.n-tRr-6009-16245 6tawlria 7-10 FL.odf; Verified By: TOM SHELMERDINE 004SS79 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. 5302 RG AF IRC-6004-t64-jS Aeon 7-I0 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-I5, 10' Thry 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ.• Yes f1 St R6 11 La[-6016-i00-15 brawirirr 7=10 FLodf 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 +1S.2/-17.2, Not for use In HVHZ. AS302 R6 AE 1,4: i 16-100-IS Reoort 7.10 FLodf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other. Design Pressure +18.3/-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 F San2 RS 11 IRC-601&I1O S Drawing 7 10 FLodf Verified By: TOM SHELMERDINE 004SS79 Created by Independent Third Party: Yes Evaluation Reports ... Created by Independent Third Party: Yes 5302.10 I Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wkte. I Oak Summit (M650) I I Umits 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 p Sa02 R6- It IROffiI&120-IS Drawing 7-10 PL.odf Verified By, TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.11 Stratford (M600); Heritage (M9S0); I Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other. Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions B) Saa R6 Ti IRG-601&120 15 Omwlna 7-10119_-odf Verified By: TOM SHELMERDINE 004SS79 Created by Independent Third Party: Yes Evaluation Report 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:llwww. floridabuilding-orglprlpr_app_dti. aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact 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 i replacement door. Installation Instructions Verified By,. TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 -'AE IRC4016.140.17 rawrt 7=10 sealed:odf Created by Independent Third Pirty: Yes 15302.13 I Stratford (M600); Heritage (M950); I Owg. IRC-6016-140-24, 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: +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 02 R6 L IRE=601 140-24 drawlnn•7-10 sowled.odf Verified By:'TOM SHELMEROINE'0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes ' 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6036-i45-24, 10' Thru 16' wide. Oak Summit (M650) Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +31.9/-37.2 Othen 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 f1SIO R6 11' iRC-6016-14S-24 drawn 7-10 sealed.oAf Verified By: TOM SHELMERDINE 0048579' Created by Independent Third Party: Yes Evaluation Reports , Created by independent Third Party: Yes 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru IV wide. Oak Summit (M650) Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.2/-20.6 Other: Design pressure +18.2/-20.6, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions EM02 R6 IVRC-(&Ia-I I(LIS Drawlno 7-10 FL.odf Verified By: TOM SHELMERDINE'0048579 - Created by Independent Thin- Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.16 I Stratford (M600); Heritage (M950); I Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVNZi 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 F15802• R6 11 IRC-6016-120-IS DravAno 7.10 FLodf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Centaa Its :: 14Yt0 Ilerfh n6nree waL•TiMura,ie t•1 i Mane: aSD a'! 193a, The wte of Florida Is an tW®0 wroloper.. GoOYA0fRZ0a7•'1C17 sate ar pNolea::: Arkney Glaberrleft:: AoxydillIfty Rehm Sty Under Florida law, esnell addresses are publk remade It you do not wait your e•mall address released In response to a public moords request, do not send daaronk Me to this Wit". Instead, mired the a to by phone or by traditional rnA U you have env questions, please anted 650.407.139S. 'Pursuant to Sacden 4SS275(1), Florida SlaMes, eBedlve October 1, 2012, licensees dormed under Chapter 4S5, F.S. must provide the Department with an ~ address Ir they have ona. The ema0s prodded may be used for offidal eommuhiotion with the Ocerrsee. However eme0 addressee are public reMrd. n you do not wish to wpoly a personal adores, plena orMde the Dapartmart with an emall address which can be node avaaame to the public. To determine If you am a licensee under Chapter 455, FS.. please click b=. Product Approval Aooeptat BOB N 77-di;S V hftps://www.floridabuilding.orglpr/pi app dtl.aspx?param--wGEVXQwtDqunL7seVZMF... 7/20/2015 J-_ ® 1 t l v1IJ WOOD JAMB ATTACHMENT TO STRUCTURE re ., . !t • o yr oREURN» er.Dc Q yr ounlo+u NIGH 6LELV[ A1t1Q:?M"!•/N.:tx V •' I11 d1R•.T101 fY oC O V4, WZI) ITVADIIRfi'KC'ASAD.:11P'O • 7I 6• Y PLON "q . 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VWJuFy LVF '_v M STRUCTURAL SOLUTIONS, P.A. tructural Engineering • Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: I I V8/2012 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psi Report Date: 12/6/2012 Model #. 600 _ Test Pressures: 32.7 psf, -37.2 sf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: U to 5 Feet of Door Width in Zone 5; Anyof Slope; Enclosed Building E:. B 30' MRH E . C,15' MKH E . C 25' MR E D 15' MRH E D 25' MRH 155 m h 141 mph 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Speelmen: A I iS'4" 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 ateach end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test The test unit is further described on Drawing IRC-6016-120-15. Manner of Testlig- This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed man enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was &arced 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 first, and then negative pressure was applied. Stepl:.Preload.the.door-to.SOlo.o£the.DesigmZmsure.and hold-for-10-seconds._Step.2: Unload.the.doot forl-to.5 miralles _ Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 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"xT-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"xT-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) Qt, j1leserssr Model 600,650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" o` .. SNf('4 Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin `S:••' [ jIj' •. F,Q s 8 short panel (18-1/9" x 10-5/8') or 4 long panel (38-1/8" x 10-5/8'1 windows (3/32" annealedG Rtass minimum - meets ASTM E1300-04) may be installed in 1 section ti •• ' NO 0 ;er` Submitted By. a: tI OF : <v.`` fps STRUCIML 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 ! Greensboro. North Carolina 27410 (336) 856-2686 • Fax (336) 856-26871i NC Firm #C-1096 Florida Building Code Online Page 1 of 4 r FL17676.9 RegulationBusiness & Professional man r9 Fb ' DpMWtd aam SHoeI Log InI user Regtstratan I rat Topits ( submit Suncl%arge I stag a Farts I Publications I Fee staff I eas site Map I Links I Seams I Busines Product Approval ProfessikalUSER: Public User Regulation Product Aooroval Menu > ProAuR ar Aoolleatlon Search > AODllotlon List > Appl{otlon Detail I' L # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by OBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer 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 Ml Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Unch, PE C, dValidation 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: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products i FL # Model, Number or Name Description 17676.1 3540 SH 3604 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 It Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. 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/-SO 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 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 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 OS/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II 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: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/O1/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation 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 3S40 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 11 Install - 3S40 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 It 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4812S2.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 FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 1-1-17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3S40 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 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 3S40 FLS 48x96.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-013718 11.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S1198881371.odf Created by Independent Third Party: Yes 17676.12 3540 SH S2x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS S2x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +3S/-35 Installation Instructions Other, R-PG35 FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 4 of 4 1 IFL17676 R2 AE S1301SA 2269.odf Created by Independent Third Party: Yes 17676.13 13S40 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S13016A 2270.odf 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 3S40 FLS S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +2S/-25 Installation Instructions Other: R-PG2S FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62S34 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(1277S1A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3S40.AWS.IG.FIN.48X72.R3S.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 4802 (As Testedl.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact us :: 1940 North Monroe Sc—_t. Tallahassee FL 32399 Phone: BSO-487-1624 The State of Florida Is an AA/EEO employer. Cowrloht 2007.2013 State of Florida.:: Prhacv Statement :: accessibility Statement :: Refund Statement Under Florida law, emall addresses are public records. If you do not want your e-mail address released In response to a public-ceowds request, do not send electronic mall to this entity. Instead, contact tine office by phone or by traditional mall. If you have any Questions, please contact BSO.467.139S. 'Pursuant to Section 4SS.27S(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 mails provided may be used for of8dal communication with the licensee. however mall addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.s., please dldt b=. Product Approval Accepts: Credit SAFE https://floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Validator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for fisting In the next issue of the AAMA Certified Products Directory. The approval Is based on sucbessful omnpletion of tests, and the reporting to the Administrator of the results of tests. acoompanied by related dravAngs, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA/WDMA/CSA 10VI.S.7JA440-08 LC-PG40•-014x2134 (3fiX84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL'& PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FINLESS) FRAME SASH MI Windows & Doors, LLC 7157 PVC)(OnQ(IG)(INS GL) 914 mm x 2134 mm 067 mm x 892 mm Code: MTI_ REINF)(T1LT)(ASTM) 3'0" x ro,,) 2'10" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B1910.01409.47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification 4te/ , d Laboratories, Inc. Authorized for Certification Amen An:hitectural Manufacturers Association 36' MAX. FRAME WIDTH 4' TMAY ANCHORS TO BE EOUALLY SPACED. SEE ANCHOR CIMART SHEET 1 FOR UNIT SIZE AND ANCHOR QUANTITY O / 8MAX. FRAME HEIGHT X L A" MAX. I I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40. 0/,50.OPSF NONE Number of smxlas requfmdatowlIjamb Height in) PeneI vddIh m 24. 0 130.0 3&0 2+. 0 2 2 2 30. 0 2 2 2 3" 3 3 3 42. 0 3 3 3 4& 0 3 3 3 5" 3 3 Ao. 0 4 eeo 72- 0 4 4 S 7& 0 4 S a+ A 5 5 7ARLE OF rONTEN73 SHEET NO.1 DESCRIPTION 2 - ELEVATIONS. ANCHORING LAYOUTS AND NOTES INSTALLATION DETAILS W, SIONS DESCPgnov art I -M'*'M NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MV4UFACIURED TO COMPLY 'WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FPAMNG AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED 10 PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF 1HE ARCHITECT OR ENGINEER OF RECORD. 3) 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOINN HEP.EIN. WIND LOAD DURATION FACTOR CA=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH 01-451-020 STEEL REINFORCEMENT. MEETING RAILS !RUST BE P.EINFORCED WITH P.F-104S-020 STEEL REINFORCEMENT. 7) UNIiS MUST BE GLAZED PER ASTM E1300-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS RECUIRED FOR THIS PRODUCT IN :MIND BORNE. DEBRIS REGIONS. 9) SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM W14ERE SPACE OF 1/16" OR GREATER OCCURS. MJ.XIMUM ALLOWABLE SHIM STACK 10 BE 1/4' 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMIUM EMBEDMENT INTO SUBSTRATE WITH 2 5/ 8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE o8 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/16' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSICt1 RESISTANT. 13) Ii=STALLATIDN ANCHORS SHALL BE INSTALLCO IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL N07 BE USED IN SUSSTRAIEW11H STRENGTHS LESS THAN THE MINIMUM SIREW;th SPECIFIED BELOW: A WOOD - MINIMUM SPFCIF" ORRATY OF G=0.4) B. CONCRETE - MINIMUM COMPRESSIVE SIRF.NCI4 OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE 70 ASTM C-9O. GRADE N. TYPE I (OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS xotill(Tlll//, 650 KET STREET GRANTZNRPAA1703050370 o * SERIES 3540 FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED - NON - IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES k E •ate p ATEEEE OF ••• i'O S " 10RIOP auuw: arrt rw, aEv oB--SO 40. O11;v 372sceLE arz NTS10/ 17/111 OF 3 grlrM%S 2Y DUC:/ V;GOO I-RALIING BY OTHERS, 2X BECK TO BE PP,CPERLY SECURED atC I AFFMED FLANC E TO BE J Q T SET IN BED OF I O 1/ 4.. MAY. J 1%4• M-NX. PPROVEO SEALANT SHIM EMBEDMENT SHIM HEAD 10 BE SEt IN A EEO OF APPROVED r #8 WOOD SCREW CGNSTrI C1101: SEW+T / I INTERIOR 11 ^— 2X BUCKf:iGOD FR:1WidG BY OFHE?S. 2k BUCK TO El EXTERIOR [ t ' ° INTERIOR CE PROPERLY ,ECUFED 1 j EXTERIOR FLANGE iO BE 1 SET IN BED OF t u SILL TO BE SET IN A.PPROVED :, rIANT HORIZONTAL CROSS SECTION LZA ] % BEG OF C710i4 rD CONS2XBUCKANOODFRAMINGINSTALLATION TRUCTICi+= Di!ESNE ln' o FLANGE TO BE 1/ 4" MAX. CHIM SETINBEDOF \ APPP. OVED SEALANT —T NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOV.N FOR CLARITY. zx BUc1<fvroco FRnIIIN^ VERTICAL CROSS SECTION MIWINDOWS IwDOWEST nKEODOORS \y 1a I I`Io B,T STREET BE 1P-, 0=EFLY SECURED 2XBUCK4400DFRAMINGINSTALL1T10N GRANTZ, PA 17030-0370 v •GENs 9,p'i SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW *• 0 6OF +cDt+ t STEEL REINFORCED - NON -IMPACT 36' X 84 E INSTALLATION DETAILS AT y 4 ewezv: ow, No. pEv'Fs;:cfOR10; G•\ cut ale 08 SOt372 - iijr/ONA11 a` NTS 10/17/11 2 OF 3 VA. Q TRY'/CONCRETE BY OTHERS OPTIONAL IX DUCK BY OTHERS. pi BUCK In, BE aRODERLY SECURED. CEE NOTE 3 SHEEr I FLANGE TO BE SETiN LIED OF APPROVED SEALANT EXTERIOR TL•Ir,E TO DE SEI1N BED OF APPROVED SEALAN-j OPTIONAL 1X BUCV Br OTHERS. IX BUCK 10 BE PROPERLY SECURED. SEE NOTE 3 SHEET 1 a i 1/4- IAA*. J SHIM HEAD iO DE SET IN A BED OF APPROVED CONSTRUCTION SEALANT INTERIOR VERTICAL CROSS SECTION MASONRWO NCRM INSTALLATION SILL TO BE SET IN BED OF APFROVED ONSTR JCnOH ADHESIVE 1/4- MAX. SHIM pr'rAm' ocv D!'W_VWlX* I Mrz ww+om 1 1/4- MIN. I/,' ,t-.. EMBEDMENT 1 SHIM s/ 16- TAPCON MASONRY/COTICRETF DY OTHERS II q INTERIOR 2 5/8- W`I. I N EDGE DIST. LJLJIJ OPTIONAL 1X BUCK BY EXTERIOR OTHERS. IX BUC. TO B FL;NGE TO BEPP.LPEkLY SECURED. SEE NOTE 3 SHEET 1 SET IN BED OF APPROVE-5 SEALANT HORIZONTAL CROSS SECTION MASCNRYA:ONCRETE INSTALLATION L1 ONRY/CONCRETE NOTE: INTERIOR AND EXTERIOP FINISHES, BY OTHERS. NOT SHC 1Yr1 FOR CLAPIif. BY OTHERS M650IWDOWESTMARKEANDDOORS RTTLr0/i,, TREET GRANTZ. PA 17030-0370 r••YGFIV6,' - ip%clrySERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 S * STEEL REINFORCED - NON -IMPACT 36" X 84 DETAILS o; INSTALLATION awc ua F=. D , ty i Z,,FS,S'DRTO V. L.: 08-01372 i/I/1NA va[ NTS a1[ 10/ 17/ 1 1 WET Of 3 M L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville. NC 27023 336-945-9695 rilonms@lrlomspc.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window — Non -Impact Report No.: 511989 Compfiance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. supporting recbnfcal Documentation: 1. Approval document: drawing number Oti-01372. titled Series 3540 Finless PVC Single Hung Window — Non - Impact. signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: B1910.01-109-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMAIWDMA/CSA 101/1-S.2/A440-05 Design pressure: +40.10/50.13psf Water penetration resistance 6.06psf 3. Anchor calculations. report number 511989-1. prepared, signed and sealed by Luis Roberto Lomas P.E. Urnftedons and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit size: 36• x 84' Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Instalfadon: Units must be Installed in accordance with approval document, 08-01372. Con0 lcadon of Independence: Please note that 1 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 Ore listed product(s). 1 of 1 1111111/// 0 5 AT OF I— i0 : c S 0R1A DNA `1` Luis R. Lomas, P.E. FL No.: 62514 1110712011 41 Florida Building Code Online Page 1 of 4 F FL17676.16 ProfessionalBusiness & Regulation r n0dda DpIgil2litd sas Home I Lop in I user Registration t Mot Topics Submit Surcharge ! Stats 6 Facts E Publications Fat Staff ( SCiS sae Map Links Search Busines Professi aI ApprovalP USER: a: Public user Regulation L Product Approval Menu > PmGuct or Application Seercli > Application List > Application Octal$ 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 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE G.5 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.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL p I Model, Number or Name Description I 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +3S/-SO Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate fL17676 R2 C CAC APC 3S40 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 1I Install - 3S40 SH 36 x74 An.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 3S40 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 11 install - 3S40 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +3S/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 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 3540 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 - 3S40 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3S40 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 - Installation Instructions r- - tt --is 9rin ri I r:. AA..nl .AS Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation 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 S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 111 II Install - 3540 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 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 II 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62Si4 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854812S2.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL176767676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3S40 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-012478 Modf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 3S40 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/-3S Installation Instructions Other: R-PG3S FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE S1301SA 2269.o9 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 FL17676 R2 C CAC APC 3S40 FLS S2x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure, +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S13016A 2270.odf Created by Independent Third Parry: 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 3S40 FLS S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +2S/-25 Installation Instructions Other: R-PG2S FL17676 R2 If 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Parry: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 FIS S2x84.odf Created by Independent Third Party: Yes 17676.15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(1277S1A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3S40.AWS.IG.FIN.48X72.R3S.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3S40 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 13540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +3S/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 If Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: a.dt 0 fnnrwn 1'e ;; 1940 NOrtfh Nonree Street. Tellehassee fL ]2]99 Plane: OSa-487-I824 The State of Florida Is an AA/EEO employer. Coovrlaht 2007-201] State of flodda.:: Privacy Statement :: Awnslbllity Statement n Refund Statement Under Florida law, emall addresses are public records. If you do not want your e-mall address released In response to a public -records request, do not send electron,, mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, pleseacontact $50.487.1395. -Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address N they have one. The emalls provided may be used for oflldal communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please dick b=. Product Approval Aeeepta: CreditSA i https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 f NaI dator I Operations Adminlstretod MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION ns The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of bests, and the reporting to the Administrator or the results of t0sts, acoornpaNed by related drawings. by an AAAAA Accredited Laboratory. 1. The listing below will be added to the need published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMNWDMA/CSA 101/I.S. 2IAA40-08 LC43G4W 2731x18ti? (108x74) Negative Design Pressure = -W psf COMPANY AND CODE CPD NO. SERIES MODELA PRODUCT DESCRIPTION MAXIMUM = TESTED MI Windows & Doors, Inc. 3S40 TRIPLE SH (FIN) FRAME SASH 10817 PVCKO/X.O/X.OD00G) 2731 mrn x 1867.fnm 860 MM x 919 eMr1 Code: MTL WS GL)(REINF)(TILT)(ASTM) 9'0" x V2") Y10" x 3V") 2. This Certification will expire April 12, 2017 and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.01-109-07 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 41Lj4teiLaboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 108' 12* MC 2' typ. FF I M 2' typ Tl- 2' o.c. max. L n fl'' W CLEARANCE ALL FOUR SIDES) WHICH THING Min Edge Distance JAMB DETAIL HEAD DETAIL n Asm 6Y MI Anchor See Section Details) Min Edge &' SIZE HFMER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS OUIRED DRYWALL EA —, I, . , SOWN WITH 1/2' SHTHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . SILL DETAIL Notes: I. Installation depicted based off of structural test report j C7327.01-109-47. 2. Wood screws shall sotify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loods. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. B. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration. Intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FAWNER TYPE AND SPACING WO WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNRS UP TO 108' II 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) INSTALLATION INSTRUCTIONS dr FASTENER SCHEDULE — FIN— Amuen 0-09V.M.R. 8— callaseem an 3540 Single Hung gem NONE 1 w1 Windows & Doors Gratz, PA Continuous Head and Sill 11 13540 SH CSH FIN — or Florida Building Code Online Page 1 of 4 FL17676.2 :7:7:] Business RegulationProfessional r fMaM Dept a ljd BGs Mome I Log In I User Registration Hot Tapia Submit Surcharge Stats R facts E PubhoUans FBC Staff f BGs Site Map Links Saamh Busines Product ApprovalSUSER: Professi I public User Regulation Product Approval Menu > Product or Aoollothn Sm= > Apallodon List > Appnotion Detsill FL # FL17676-112 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/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 G Mt Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sltlinger bsitlingerOmiwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE Q Validation Checklist - Hardcopy Received Standard AAMA/WOMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 01 VW daw I Opmeboms Administrator) MI 100ndows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved far rrsdng in the nerQ issue of the AAttlIA Certified Products Directory. The approval Is based on successful completion 4f -casts,-and the reporting to the A ffdnlstrator or the results of tests, acaopnpanied-by related drawings. by' ari AAMA Accredited Laboratory. 1.7he listing below will be added'to the next published AAMA Certified Products Directory. SPECIFICA71ON RECORD'OF PRODUCT TESTEDAAMAIWDWWCSA101A.S21A44048 LC-PG40-414x2134 (363064)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. • SERIES MODEL'S PRODUCT DESCRIPTION MA>aMUM SIZE TESTED 3540 SH (FIN) FRAME SASH Ml Windows8 LLC 7158 PVCKOm(IG)(INS GL4 914 mar x 2134 nup 867 mm x $92 mm t: - MTL REINF)(71LT)(ASTM) We x rw j 2110" x X11") 2. This Certification will epire July 27.2020.(extanded from July 27, 20.15 par AAMA 103-14a) and requires valldation until then by continued listing 'in the current AAMA Certified Products Directory. 3. Product Tested and 'Reported by: Architecturat Testing. Inc. ReportNo.: 82133.01-109.47 Date of Report August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP- 04 (Rev. 1111) Validated for Certification tad Laboratories. Inc. Authorized for Certification Ame ' Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 Evaluation 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 3S40 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3S40 SH fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S118S4B 12S2.odfFL17676 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 FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent third Party: Yes 17676.10 13540 SH 44x72 finless frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 It 08-01247B 20.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S11849B 1247.odfFL17676 Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL 17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 I1 08-01371E 11.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 3540 SH 52x62 Finless frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 52x62 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param---wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 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 10 dE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BACK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWADLE SHIM STACK TO 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. 11 FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 14. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE B8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION 1 NOTES 2 ELEVATIONS 3 - 7 I INSTALLATION DETAILS 18644.03 I NLvtwjm I iav I DESCTTWIDN I GTE I MVROAD 1 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 UISIANCE. 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 THREADS MINIMUM BEYOND STRUCTURE 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 GREATER) 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 UM17ED TO SHAPES SHOWN HEREIN. 20. THIS PRODUCT IS ALSO LABELED UNDER THE FOLLOWING NAMES: 350015W, 350OPWCHS, 350OPWMULL, 3500SP. 3540PW, 3540PWMULL, 3540PWCHS. 3540SP, 3580PW, 3580PWMULL, 358DSP, S-3500PW, S-350OPWMULL, S-350OPWCHS, S-3500SP. S-3540PW. S-3540SP. S-3540PWCHS. 1255PW, 1255PWCHS. 1255PWMULL, 128OPW, 910SP, 3500HPPW, 35WHPPWMULL AND 3500HPSP. t_r) TZjiC4.D Q_, 1 D SIGNED: 0211112016 M650WINDOWESTS1KED DOORS lk 11L0 i, T STREET GRATZ, PA 17030-0370 r••GEN,p; d+ O6SERIES3500PICTUREWINDOW 60" X 96" NON -IMPACT NOTES SSTATEEEE Of FS:clOR10' DRAWN. M as DLV N.G. 08--0221858 i/i 40ON 1`` arzNTS 02/02/16 1 OF 6 6MAX FRAMEWIDTH MAX 24" MO.C. r- -- MAX.6' 6' MAX 1 I 6' N 24 MA OC 16" AX. AME IGHT 6' M SERIES 3500 PICTURE WINDOW EXTERIOR VIEW FINLESS 6 FLANGE INSTALLATION DESIGN PRESSURE RATING IMPACT RATING i50.0PSF NONE NOTES: 1. MAXIMUM D.L.O.: 56' X 92.' 2. (2) 1/4' 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 11 FOR NUMBERS OF ANCHORS CHART # 1 a1:Y a aEa a a:aEa a:a000000000000 0 LojXt TZaUiD (a,3 $ SIGNED. 0211112016 r 7/16" MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK METAL BY OTHERS 1 1/4' MIN STRUCTURE EMBEDMENI BY OTHERS APPROVED SEALANT BACKER ROD APPROVED 1/4' MAX. SHIM SPACESEALANI EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 8 WOOD SCREW EXTERIOR INTERIOR SILL TO RE SET IN A BED OF APPROVED SEALANT 1/4' MAX BACKER ROD APPROVED HIM SPACE & SEALANT METAL' STRUCTURC BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE MTN ASTM E2112 5/8' MIN EDGE DISTANCE 1 1/4' MIN 1/4' MAX EMBEDMENT SHIM SPACE J— 7/16' MIN. EDGE DISTANCE 8 WOOD J 8 SMS OR SCREW SELF DRILLING SCREWS WOOD FRAMING an I IPP1041) 1/4' MAX. SHIM SPACE INTERIOR INTERIOR oR 2x BUCK EXTERIOR BY OTHERS BACKER R00 APPROVED SEALANT SILL TO BE SET JAMB INSTALLATION DETAIL IN A BED OF WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED SEALANT 1/4' MAX. SHIM SPACE U - 1 /4 MAX. _ SHIM SPACE INTERIOR 5/8" MIN. EDGE DISTANCE is SMS OR SELF DRILLING VERTICAL CROSS SECTION SCREWS METAL STRUCTURE INSTALLATION METAL STRUCTURE BY OTHERS 1 Y BACKER ROD EXTERIORt_o 1(' v'w &APPROVED 1 SEALANT JAMB INSTALLATION DETAILb4403METALSTRUCTUREMTALLATION SIGNED:0211112016 DOORSM6soIWDOWEST V% 11 II1i MARKEAND GRATZ, PA 17030-0370 TREET`, 9/,/ r••GEN,9' p SERIES 3500 PICTURE WINDOW 0y 6 *- 60" X 96" NON -IMPACT rVFINLESSINSTALLATIONDETAILSTATEEEEOF o O ART; O,(l;• Cimkvn.: N.G. c 08 285 8 SCAU NTS ale 02/02 16 e3 OF 2 1/2" MIN _J CDGC DISTANCE CONCRETE/MASONRY BY OTHERS " a•• 1 1/4- MIN. 4 OPTIONAL 1X BUCK • • EMBEDMENT SEE NOTES 3 - 7 SHEET 1 BACKER ROD 1/4" MAX k APPROVED SHIM SPACE SEALANT II I 1L 11 3/16- TAPCON EXTERIOR INTERIOR SILL TO BE SET IN A BED Of BACKER RODB APPROVED SEALANT APPROVED SEALANT — o 1/4' MAX. OPTIONAL 1X BUCK SHIM SPACE SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY BY OTHERS b VERTICAL CROSS SECTION CDACRETEAMASO NRYINSTALLATION I WSK)"S REV DESSWPIIDN DALE APPIIWED CONCRETE/MASONRY 1 1/4" MIN. BY OTHERS EMBEDMENT OPTIONAL 1X BUCK 1/4 MAX' SHIN SPACESEENOTES3 - 7 SHEET 1 3/16" TAPCON 0 INTERIOR 2 1/2- MIN. EDGE DISTANCE BACKER ROD EXTERIOR k APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE AISONRY INSTALLATION 1. INTERIOR AND EXTERIOR NOT HOWN FOR CLARITY gNASHES,BYOINERS I\/tL4,Lb 81,W, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE "` fhJ. W V rl- DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRAT2, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON -IMPACT FINLESS INSTALLATION DETAILS DAWN: LmC ND N.C. 1 08-02858 i--- NTS -02/02/16 1 5 ED 4 OF 6 SIGNED: 0211112016 lk to rJ\g G E IV S'9 jii v F' A 6EOF D' eFs; 0 NAiI1110 s WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 7/16" MIN EDGE DISTANCE S 1/4" MIN METAL — EMBEDMENT STRUCTURE BY OTHERS APPROVED SEALANT 1/4" MAX. SHIM SPACE 8 WOOD SCREW EXTERIOR INTERIOR SILL TO LIE SCT IN A RED OF APPROVED SEALANT 1/4• MAX HACKER ROD h APPROVED SHIM SPACE SEALANT T METAL—, 1 STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUG( INSTALLATION NOTES. 1, INTERIOR AND EXTERIOR FTNISHES BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WfM ASTM E2112 5/8" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE R[v61M5 NEY OESL "c" MIE APVMb+[D 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE T77 INTERIOR 7/16MIN. EDGE DISTANCE p8 SMS OR / 8 WOOD SCREW SELF DRILLING SCREWS WOOD FRAMING INTERIOR OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION EXTERIOR BACKER ROD APPROVED SEALANT SILL TO BE SET JAMB INSTALLATION DETAIL IN A BED OF WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED SEALANT 1/4" MAX 1/4• MAX SHIM SPACE SHIM SPACE 5/8" MIN. INTERIOR EDGE DISTANCE IIJ g8 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS ji-D"6644. b3 G l/rss BACKER ROD EXTERIOR APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0211112016 DOORSM6soIwDOWESTMRKEDSTREET\`\J\S\ L1 111i09/,, GRATZ, PA 17030-0370 v,•GEIVq%4!'_" 0,.6126SERIES3500PICTUREWINDOW 60" X 96" NON —IMPACT O C FLANGE INSTALLATION DETAILS D TAT Of 'jZ*z oaulvp: M Ia o8 50 58 i// ONA 11E`\ wuL oucNTS 02/02/16 5 OF 6 2 1/2' MIN CDCC DISTANCL' __ CONCRETE/MASONRY BY OTHERS ° 1 1/4' MIN. OPTIONAL 1X BUCK • ° EMBCDMENT SEE NUICS 3 — 7 SHECT 1 BACKER ROD 1/4" MAXkAPPROVEDSHIMSPACE SEALANT o EXTERIOR 3/16' TAPCON INTERIOR SILL TO BE SET IN A BCD OF BACKER RODB APPROVED SEALANT APPROVED SEALANT 1/4' MAX. OPTIONAL 1X BUCK SHIM SPACE SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY BY OTHERS n y VERTICAL CROSS SECTION CONCRETSWSONRY INSTALLATION iANC60EMIDNIMTEI —RMO CONCRETE/MASONRY 1 1/4" MIN. BY OTHERS EMBEDMENT OPTIONAL 1X BUCK . 1/4 MAX' SHIM SPACESEENOTES3 — 7 SHEET 1 3/16' FAPCON INTERIOR 2 1/2' MIN. EDGE DISTANCE L BACKER ROD EXTERIOR APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEAAASONRY INSTALLATION NOTES: I.INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE MIN AS TM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 350D PICTURE WINDOW 60" X 96" NON -IMPACT FLANGE INSTALLATION DETAILS N.G. 08-02858 u E NTS I-E 02/02/16 1 S'"'6 OF SIGNED: 0211112016 to OENS'9 y+ 0 6 ••*s o T OF • i0'F';°1OR10" t Florida Building Code Online 18504.2 Page I of 3 Professional Regulation rITO SOS Nome I Log In I user Registration I Not TOPIC I svbnut surcharge I snit a Facts I Publications ( rac srae I acts site MaP I Unks I search I Product Approvalr IuSEn: Public User i'rvapt`o product Approval Menu > product or Aoollratbn SorCr > Application list > Application Oet>,(1 FL g FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingerOmiwd.com Authorized Signature Brent Sitlinger bsidingerOmiwd.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 2 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida Ucense PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE CJ 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 1710.5.3 Method 2 Option B https:Hfioridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personet address, Please Provide the OlPartment wldf an emaa address which can be made available to the publk. to determine If you are a IIClnS!! under Chapter aSS, P.S., pease dice b=, Product Approval Accepts•. CGem Card Safe https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 3/8" COMBINED WIDTH WI --( W2 83" LHILA, FRAME HEIGHT WINDOW MULLION SoIAN) L 107 3/8' COMBINED WIDTH W1-[-W2 6Yf r FRAME LIN WINDOWINDOW MULLION SPAN) 107 3/8" COMBINED WIDTH W1 -»{ WI FRAME L LOW HEIGHT MULLION FWI107 3/8- COMBINED WIDTH COMBINED WIDTH I[- W2 wi -{ W2 ! 83, r r WINDOW LH/ 83, r r WWOOW J FRAME WINDO FRAME r / HEIGHT HEIGHT NRQvwNOO MULLION /(MULLION SPAN) / J SPAN) rL w1 ff-- I F-- W2 w1 F^ Wz 107 3/8• 107 3/8' COMBINED WIDTH COMBINED WIDTH Design pmmm mono (pso Units ancAored Into Wood Ing mullion open n) Maya dth n 1&13 2&S0 3900 4200 00 e213 2&00 130.0 1130.0 130.0 13D.01 130.0 130.0 37.se 130.01130.0 127.2 127.0 127.0.1x7.0 4Ae3 77.9 73.5 721 72A e2o0 58.0 51.5 488 47.4. 6e.63 t 51.7 NA • 44.4 43.072oo45.6 41.4 38.6 37.0. e4o0 A-128.t 28.3 24.9 REVISONS 4EY OESCRPtION WlE APPRWM A REWSED INSTALLATION DETAILS 08/07/16 1 R.L. 107 3/8' COMBINED WIDTHF_ WI -{ W2 83' r j WINDOW FRAME HEIGHT WINDOI WINDOW MULLION S I r r r APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE NULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 3V AS SHOWN HEREIN. Design pusaura nBng ON* Unimondarod Into M eoneroto Mullion Man on) TAbutary 2SQ0 Width J8.00 4200 in 4rx00 SZ13 2100 130.0 130.0 130.0 130.0 130.0 18D.0 27.3E 130.0 130.0 130.0 130.0 130.0 130.0 4aei 130.0 130.0 130.0 130.0 130.0 MO e200 130.0 116. 87.8 79.3 73.9 71.5 66e3 130.0 9s.6 T29 65.8 60 06.2 7200 99.3 72A 54 0 48.1 44,0 420 shoo OY.1 45.0 33,1 29.1 3 24.8 LARGE AND SW MISSILE IMPACT, LEVEL D, WIND ZONE 3 0/1JEAU4/0F IS N CHARTARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE WI --{ F- W2 107 3/8' L::-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 mwit. arc Ito. V.L. 08-0144S LE NTS JDAIE 01/11/12 s'w2 OF 3 SIGNED: OM7/2015 J\a It 11i0 /z y 0EN8•sp^ W-OAT OF t L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rtlomas@Irlomaspe.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: 52 1/8" 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 -Borne 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. Centcation 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). 1of1 111111111// N dtii TAT OF c OR1OP. : Luis R. Lomas, P.E. FL No.: 62514 08/07i2015 Florida Building Code Online ; Page 1 of 2 Regulation rA P&& p (4 etas rw> a I Loa in I user PWtStrateon i Not Tope I suemt SUKharx I sues a Fars I Publbtlons I FaC start I eas Ste Map I links I search I Busjnes a Product ApprovalProtteessial "SEapvtdxLow Regulation Hem > ftodud or AndMatim Se&6 > EaeftUm Let > Appliweton DaM FL g FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLlfton Street Tampa, FL 33634 813) SM-0444 lyle.pestow0aan-metals.com Authorized Signature Vivian Wright rickwO rwbldgoonsul Cants. com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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. 6 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-orglpr/pr app_dtl.aspx?param=wGEVXQwtDquJEQfSP6a6FJ... 7/20/2015 r 11\A A -N AMMCAN CONSMCTION METALS 5140 West Ctliton Street Tampa, FL 33W TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in compliance with the Sth Edition (2014) Horida Building Code excludng the High Velocity "cone Zone" (HVHZ). 2, product anchors shop be as listed and spaced as shown on details. Anchor embedment to base material shol be beyond wall dressing or stucco. 3. She condillons not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loods from the soffit and/or 2" x 2" batten strips. 5. Aluminum soft shot conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TAME OF CaMMYS 1 T ewyararMs a geneld notes 2 Panel detans 3 Soft detab 6 dedon paesssnes 4 Soffit de fl CeMn penums S 1 SON detak design pressures & b0 of MaWoh IRE T4012rmlr ec4 TJ014 [WrTAM QUAD 4 Q1 4012Lonrlmm 04I M4leg4TMM t, goin rro " 11 d o M oils r o d VM d f0mdnt: ti $ rx or LFS mo w. FL- 12019.1 a 1 or 5 41 SPAR ROOF OVERHANG SPAN ' A • SPAN.' ROOF OVERHANG ROOF OVERMANG e ROOF ROOF ROOF 1 ` ;` 6 0 z$on FRAMING FRAMING FRAMING IIIIIII lit op ALIMORIN ALUMINUM u a •: FASCIA fASCIM 'TRIM / - - § ys SOFHiEMU OR { SOFFIT -- CMU OR 1 SOFFIT: CM) OR V 1_ MOODMOODgSEEDETAIVA' FRAMEDM\.\0DETAIL -C' FRAMED SffOEAII'A' FRAMED §u Sff DETAIL- B- `SEE DRAt * D- SEE DETAIN"C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/7-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL gown w/ trhwhomin8 wu0oa) (Shown wl Uaslframin0 talttRkvtr) (Shawn wd tnaflawav on0leo s) Nz SINGLE SPAN LENGTH A- DESIGN PRESSURE ( PSF) POSITIVE NEGATIVE r 70. 0 141.0 lo• 60. 0 60.0 Ir 50. 0 1.-50. 0 14• 38. 5 • 38.S 16• 30. 0 30.0 NUR: wV W nrwmw4a M Iv M DESIG M BY THE ARMHO OR E4GiNEEt OF RECORD 5 1rMAX DETAIL" B" F-C11annel TRIM NAK ATTACHED THROUGH FASCIA 0 hr O.C. MAIL STAPLES WSTALIID 0 -- EHDOFPANELAND J B'MAX OC. _ SEE DEUR' J'. SHEET S) UL!•MAX 6 DETAIL rl A ° FOSCiO STAPLES INSTALLED 0 2,C O.C. (HMO WOOD) ON F• CHANNEL LEG OR T-NAIL 0 17 O.C. ONIO WOOD OR MASONRY) STAPLES INSTALLED 0 IT O.C. ONTO WOOD) IN FLNAMEL SLOT OR I- NAL 017 O.C. NO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. IBM 90710M OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24.O. C. INN FRAMING STARES INSTALLED 01 T O.0 (INTO WOOD) IN }CHANNEL SLOT OR I- NAIL 0 ITO.0 DETAIL" D J- Channel Fascb STAPLES WALLED 01TO. C. (INFO WOOD) IN XIIANNEL SLOT OR T• 4AIL 0 IT O.0 INTO WOOD OR MASOiiR 3i STAPLES LOCATED 8 24' O.C. INTO FRAMING i .. S U• Iff MAX. 10 MAX DETAIL "C" J- Channel oohs hM: JK ' SUBSTRATE N07ES: aoc K LF'S ' 1. WOOD SUBSTRATE G 0.42OR HTIER mh4horm w< 2. MASONRY SUBSTRATE 3.00D PSI CONCRETE (ACI 301) FL-12019.1 OR HOLLOW BLOCK ( ASTM C90). s ar 3_ v _ i L-1 ITEM DI &MMON MATERIAL 1 FASCIA.0215*7HK.AL310S-HI4 ALUMINUM 2 - P CHANNE1.0155 THX AL 310S - H24 ALUMINUM 3 F CHANHE..01 Sr 7W AL 3104 - HI ALUMINUM T QUAD 4 PANEL 1.0115 OR .0135• IMICII AL 3105 ALUMINUM 6 TRIPLE 4 PANEL )A) I OR .0135• THICK) AL 3105 ALUMINUM 7 915xI VCTRIM NAIL S.S. 8 i r GA. X 1/r SS STAPLE twl 7/r MIN. DMEDMENTI Sim 9 7- X 7 BATTEN STRIP (G-A2 OR BMW) WOOD 10 APA B-C- GROUP T EX7.15/37 PLYWOOD OR BETTER WOOD 11 097- DIA. T-NAIL twl Sff MIN. EMBEDMENT) STEEL 12d X 3-1/4• H. D. GALV. STEEL COMMON NAIL 0 24' O.C. w/ I've MIN. EMB. DETAIL " H " IX2VERDCAL FLAMING ( G> 42) ATTACH w/ 2.8d COMMON NAILS 0 TOP 10 ROOF FRAMING STAPLES INSTALLED 0 134D OF PANEL AND H' MAX O.C. SEE DETAIL •J MAX DETAIL " . I to 12d X 3-1/4' ND. GAIV. STEEL COMMON NAA a 24.O.C. w/ 1.9/4• MIN. EMB. SIAPLB INSTALLED 0 BID OF PANEL AND 8' MAX O.C. SEE DELAIL-J l DETAIL " I" ROOF CVERHANG f SEE DETAIL •A• SHE-? 3) TWIN SPAN LENGTH w/ COMINUOUS BATTEN A' DESIGN PRESSURE (NSF) POSITIVE NEGATIVE Td• 70.0 70.0 tNr 66.S 66.S 21r 60.0 60.0 22• 54.S 44.5 2r S0.0 SO.0 TAIL' B • 3) SEE DETAIL •HBATTEN DCL Y 1+, N SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN. Shmn w/ m"1I MOLIVar) SPAR - A • ROOFOVERMANO SEE DETAIL • G' SW41 ROOF FRAIORG SEE NOTE 2 cnu NX2 Moon SEEMIA. 1• 8 11 FRAMED SEE DETAF ' A' IS W 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES ( Shown w/ tr"saff'•oni"9 a -hang) 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD I. WOOD SUBSTRATE G - 0.42OR BETTER 2.12dCOMMON NAIL OR3 le (TWTAPGONCONCRETESCREW 2. MASONRY SWSSIRATE3AODPSI CONCRETE IACI301) IMIN.1.1 /r " EDMENq 0 2* ON CENTER OR HOLLOW BLOCK (ASTM C90). 4 9 e + 09 € w N. T.S. 9 at JK • on LFS ; Rm Nn. • e F' L-1207. 4. 1 u 0 a -a 5n Florida Building Code Online hr( l Page 1 of 2 Professional RegulationBusiness r Paidn Dep w remor Busines Professi iI acts Home I Lop In I User ReplstraWn I Ha Topics ( submit Surcharge ( stats a Fags Puoik7Uors F8C stag SCIS ska Mp Lints Search product Approval91JUSUIPubkUserRegulation Frodlud or ApeftaltiliftSeinth digagMaja > I1p011cet10n omn fL # Application Type Code Version Application Status FL16305-114 Revision 2014 Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Adanta, GA 30328 770) 946-4571 mcollins@atiasroofing.com Authorized Signature Meldrin Collins mcollins@adasroofing.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 - Hardcapy 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 F- Validation Checklist - Hardcopy Received Certificate of Independence Fu6ll05 R4 COt ATL13007 4 2014 FBC Product Evaluation Shlnoles.odf Referenced Standard and Year (of Standard) Standard Y= ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 71SS 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglprlpr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/201S Date Validated 06/29/2015 Date Pending FBC Approval 07/OS/2015 Summary of Products FL # 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 FL163. 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 a 1630S R4 AE ATL3002.4 2014 FBC Product Evaluation, Shinoles.odf Created by Independent Third Party: Yes aadr Hart Contact us :: Plgha: M-41117•1ale . The state of Florida is an ANEW employer: Cadwloht 2007-2012 Sure at nerlaa.:: gypt :: d :: Under Florida law, ernall addresses are public records. It you do not ward your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, coreact the office by phone or by traditional mall. if you have any questions, please contact 650.407.1395. •Pursuant to Section.SS.27%1), Rorlda Statutes, effective October 1, 2012, lioenselS licensed under Chapter 455, F.S. mat provide the Oepartiment with an small address If they have one. The emads provided way be used for official eomnureollon with the licensee. However emall address" arc public record. 9 you do not wish to supply a personal address, please provide the Oeparonent with an email address which can be made avaWble to the pubic. To detaMne If you are a licensee under Chapter 455, FS., please click bSL' . Product Approval Accepts: N Credit Arr1 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 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 5'" 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 Report 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 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA06-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA07-02-01.1 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-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7168 2008d PRI Construction Materials Technologies (17ST5878) 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 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135.02-01 ASTM 0 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 Constriction 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) ATLA62-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM 0 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 0 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 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 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 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 0 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) StormMastef® 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 0 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 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 (Vuo: Tough -Master® 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ)`. Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 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 N 1" 12T" • 4 SIT 1 r---+--12' Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 3t3' Nails 12" • • • . . 4 Qp5V" 12" 12" Figure 2. GlassMasterdD 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 Prol-AM7u Architectural Basic Wind Speed (V„ n): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 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. Figure 3. Prol-AM"m Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT'" 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 (Vino: StormMaster® Shake Basic Wind Speed (Vaw): 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. 19132 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 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. 39 Lr I 6,.1]P•arruYl iwhrM 1 rn. W lutl J rn O O O CJ O ILJ,— u — 1 L• r -. e= i1 r— 7 w• O O G O 1=1 _ I - 1 L ;1 f: 1 I = , ? C.C CD Q U O r— —_! i I {7T vI L Figure S. Pinnacle® Pristine and StolmMastef® Shake 4 Nail Pattern (Non-HVHZ only) T 2T W1 1299 -0 Cb, 2A'a1tl 1/r 1• 00 000 00 OMMCaC 0 N• 1 0 0 0 0231 0 0 0 0 fa sm —C3C3 0 c3O I rW Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Patten 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 not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StonmMastter® Slate ATLI3002 4 Basic Wind Speed (Vs): Basic Wind Speed (Vasa): 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. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern" or "6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern FL 16306 R4 6of9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3: The manutacturer 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 (V„ j: Basic Wind Speed (Vasa): 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.. I u• a Figure 9. Pro -Cut® Starter Strip ATI-13002.4 Ft. 16305-R4 Page 7 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty. installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut* Hip & Ridge Basic Wind Speed (Vu,): Basic Wind Speed (Vain): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): r T- 6" ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in.. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ring shank nail It . 12' Figure 10. Pro -Cut® Hip & Ridge AT1.13002.4 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. MCREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 It 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 manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PaY IRr1gol p No 74021 L S L p •• STATE OF SfONA' *-% CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 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. ATL13002.4 END OF REPORT FL 9of9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer snau notary L;KttR 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 vvarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certif(cate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE e" 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 (17ST5878) 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 Materiels 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 ATL4)86-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATLA 06-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16.02-01 ATLA 18-02-01 ATLA 19-02-01 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) ATLA36-02-01 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 O 3161 TAS 107 TAS 100 ASTM O 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 7168 ASTM D 7158 ASTM D 3161 TAS 107 ASTM O 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM O 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-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20a3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughoul 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. Prol-AM"' Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMastsr® 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. StormMaster4i) 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'81G20-3. The manufacturer shall notify CREEKTechnicalServices, 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 (Vu,): Tough -Master® 20 Basic Wind Speed (Vac): 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. 19132 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 12" • ¢ 1 We 12- 12• Figure 1. GlassMasterO 30 6 Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" wage a 12' 12" 12" Figure 2. GlassMasterO 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 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 ttrs 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 Prol-AM'" Architectural Basic Wind Speed (V,u): Basic Wind Speed (Vasa): 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. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or'6 Nail Pattem' detailed below. nu a tw wa oa ao r wnmM era r w• 0 o a CM 0 0 0 0 o r 0 0 0 0 0 I s• a vIr I 1 Figure 3. ProLAM " Architectural Shingle 4 Nall Pattern (non-HVHZ only) 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 not Imply warranty. Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnac" Pristine & Basic Wind Speed (Vue): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): I 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. 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.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installation (Non-HVHZ): Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or'6 Nail Pattern' detailed below. Figure S. Pinnacle® Pristine and StorrnMastertl Shake 4 Nail Pattern (Non-HVHZ only) Figure S. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern 1 ATL113002.4 FL 16305-114 Pogo 6 of 9 This evaluation report is pmilded'for State of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC StormMaster® Slate Basic Wind Speed (Vul): Basic Wind Speed (Vnd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Mai. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 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 with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or *6 Nail Pattern" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nall Pattern ATL13002.4 FL 16305-114 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall ni Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this re This evaluation report does not express nor Imply warranty. installation, recommended use, or other product attributes specifically addressed herein. 6of9 Is valid. are not CREEK TECHNICAL SERVICES, L.LC Pro -Cut® Starter Strip Basic Wind Speed (VIm): Basic Wind Speed (Vasd): Deck (HVHZ): 1.1/r•r Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphak Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction: Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shalt be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. 1l M.4Vr MalwtM Figure 9. Pro-CuM Starter Strip ATL13002.4 FL 10305-R4 Pago 7 of 0 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 (Vw): Basic Wind Speed (Vaa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): r- 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. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" _ 1 12 ga. 1-1/2" ring shank nail 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 notHy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC 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 O 7158 applies to exposure B 8 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 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 611320-3. COMPUANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50i Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 9N R rP i E NSF •• ''• No 74021 L STATE OF • S O q 1 O G`• elvainvireTlnN eF INnEPENOENCE 2015.06.2 b-zgs- 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 18305-R4 Page 9 of 9 Thia'"Idailori report is provided for State of Florida product approval under Rule 61G20-3: The manufacturer shag notify CREEK Technical Services, LLC of any product changes or quality assurance dtanges throughout the duration far•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 hereln. Florida Building Code Online Page 1 of 2 Business & Professional Regulation r ftj80eP&phgg4 Busines Regulation ecrs Nona I Lag to I user ReOW30 n i NaTOOO I submit Surcharge I sots a Fads I Put)k*Uom Poduct ApptProfess)®usER: Pubecuser F#Wud or AgeftcatWn SeirM It 69NMORIM > Ayplleatlon tktae I Fat sort I aCis site KIP I lints I search I FL # Application Type Code Version Application Status FL16305-R4 Revision 2014 Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/ Emall 2000 RlverEdge Parkway Suite 600 Atlanta, GA 30328 770) 946- 4571 moollins@adasrooRng.com Authorized Signature Meldrin Collins mcollins@atiasrooflng.com Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Emall Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Lattice Bowden R* Validation Checklist - Hardcopy Received Certificate of independence F 16335 M COI ATLa^O1A 2014 FBC ProductEvaluation Shinoles.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding. orglpr/pr app_dd.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Summary of Products r a• Method 1 Option 0 06/28/2015 06/29/2015 07/05/2015 FL A Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in I4VHZ: Yes R4 It AiL13002.4 2014 FBC Predtid Evaluatltln Approved for use outside HVHZ: Yes Shinoles.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other. See evaluation report for limits of use Evaluation Report w s 63n5 R4 AE 113n02.4 2014 FBC Preduht Evall:atL^^ Shirwles.odf Created by Independent Third Party: Yes Bards ® Cornet Us 1: lots H Mh rtenrea a.... Tithl ew tR t_++too Aherne• OSO.4a7-late. The Slat! of Rorlos It an ANEEO empbyet: :: WVVcLSL1teff"nt :: f) :: EdIAMI 5tilS11311111 under Florida low, ernall addresses are DOW records if you do rour twardyawe-ma0 address released In response to a Public-remds mQuest, do not send electronic ma0 to this entity. Instead. aontla the aft& by phone or try tr dltlonat ma0. tf you have arty ouesthro, please contact 050.487.139S. 'Pursuant to Section 4SS.275(1), Florida Statutes, artedive October 1, 2012, Ilt2rl5eaa licensed under Chapter 455• P.S. mat provlds the DePafMWJ4 with sn small address If they have ore. the erMlts provided may be used for official c mmunrcotion with Me OClrtsea. However emall addresses are public record. If you do rat whh to s: u"iy a Personal address. plum provide the Oeparonent w(th an errall address which can be made available to tie public To determns If you area licensee under Chapter 45S. F.S., please click b=. Product Approval Ameptsr gas Credit SAFE www. floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 Certificate of Authorization No. 29824 CREEK 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 Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM 0 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 Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Constriction 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 0 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM 0 3462 2009 PRI Constructton Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01' ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135.02-01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136.02-01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM 0 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM 0 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144.02-01 ASTM 0 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 0 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 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170.02-01 ASTM D 3462 2009 ATL13002A FL 16305-R4 Page.1 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 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 (rST5878) 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-CuM 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 O 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 Pinnacle0 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 _ . - Cage c of W. This evaluation report Is provided for State Of Flortda 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 _ GlassMasterO 30 & Basic Wind Speed (V,j: Tough -Master® 20 Basic Wind Speed (Vaa): 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 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• NaNair 1 ir w 1r Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 3W Naft 1e 1 stall 12- ---+-12' --12• Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002A - 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 poft.CREEKTechnicalServices. 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 ProLAM^' Architectural Basic Wind Speed (V+m): Basic Wind Speed (Vwd): 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 Pattem' detailed below. WONUa raw mompna P K 0 0 0 0 0 0 0 0 .o a o 0 0 0 0 ouror r 1 Figure 3. ProLAM"" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern ATL13002A FL 16305-114 Page 4 of 9 This'e4itluation report"Is'provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. t1C 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 vrdranty. Installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pinnacle® Pristine & Basic Wind Speed (V,e: Max. 194 mph StormMaster@ Shake Basic Wind Speed (Vam): 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 a L construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below: Installation (Non-HVHZ): Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or'6 Nail Pattern' detailed below. Figure S. Pinnacle® Pristine and StorrnMaster® Shake 4 Nail Pattern (Non-HVHZ only) Qr*b oo 0000 oo_ o000 67x 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty. installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StortnMasterO Slate Basic Wind Speed (Vw): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 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. OSS existing construction. Undedayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installation (Non-HVHZ): Installed with 8,5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. *Shingles shall be attached using either'4 Nail Pattem' or `6 Nail Pattern* detailed below. Figure 7. StormMaster® Slate 4 Nail Pattem T 1 Figure 8. StormMaster® Slate 6 Nail Pattern FL 6 of 9 This 'evaluatiorPteport'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 rot specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro-Cutllsl Starter Strip Basic Wind Speed (VW: 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 in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below.. Lr v a. t.vr-4 .o Ur o. o Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-114 Page 7 ot.9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3.,- The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK: TECHNICAL SERVICES, LL.0 Pro -Cut® Hip & Ridge Basic Wind Speed (Vwt): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vow): 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 manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. fr r- 12 ga.1-1/2• ring I shank nail 1— _ 2 1• I Figure 10. Pro-CutO Hip & Ridge ATI-13002.4 FL 16305-R4 Page 6 of 9 Ttilsevaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall imtify 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 Shingles0: TECHNICAL SERVICES, LLC LIMITATIONS - - 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5°i Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.06.2 A 74 9 12:5 5 :48 04'00' 1)"-: STATE OF :/J 0l P•• O R O Si/ON Florida Zachary R. Priest, P.E. Registration No. Organization No. ANE9641021 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. Pried. 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 riot 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 State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices. 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 Certif(cnre of Authorization No. 29824 17520 Edinburgh Or Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" 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 Re Standard.Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 361 2009 TAS 107 1995 PRI Constriction Materials Technologies (I ST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM 0 3462 2009 PRI Construction Materials Technologies (rST5878) ATL-104-02-01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106.02-01 Rev 1 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Constructionlion Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5876) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM 0 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 0 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 Corstruction Materials Technologies (rST6878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM 0 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 evaluation report is prpiAded•for State of Florida product approval undef 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 ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (rST5878) 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-179-04-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-165-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION 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-MastecO 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. ProLAMm 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. Dangerfleld, 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 Thls evaluation repbit Is provided for State of Florida product approval under Rule 6'IG20-3. 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 (Vdt): Tough-Master4120 Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. 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 54nch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 54nch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or'6 Nail Pattem' detailed below. Nails inn' -Omni M. 1 120 " t J Sir 12'--+--12' — An 12 Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 3W 1 Flails 12" Q 1. Figure 2. GlassMaster® 30 3 Tough4daster® 20 6 Nail Pattern AT113002.4 FL 16305-R4 _ _ Page.3 ut 9 This evaluation report Is proNded 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 wtdch 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 Prol-AMTM Architectural Basic Wind Speed Nut): Basic Wind Speed (Vew): 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. 15132 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 manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or'6 Nail Pattern' detailed below. w. as+oaar 12M * — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL13002A FL 16305-R4 Pige 4 of 9 This evaluation report is provided1or State of Florida product approval under Rule 61G20-3. The manufacturer shall no*'CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK• TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„n): StormMaster® Shake Basic Wind Speed (Vma): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): 0 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 manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or *6 Nail Pattern' detailed below. 12 OG C7CCiJGtOC u• 1t,C_ L Gar_.: C.'ilO+r•7 Figure S. Pinnacle® Pristine and StorrnMaster® Shake 4 Nail Pattern (Non-HVHZ only) rx r f ur • i CD O O 0 0 0 0 O O O O O O O O O* 00 00 oco C3 o0 0 Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATLI3002 4 FL 16305FL16305-R4 6 of 9Of9 This evaluatlonWport Is,pmvidW'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 StormMasterO Slate Basic Wind Speed (Vwt): Basic Wind Speed (V,ea): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Mai. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 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 manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or '6 Nail Pattern' detailed below. Figure 7. StormMasterS Slate 4 Nall Pattern Figure S. StolmMaster6 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 81G20-3: 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, L.LC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Starter Strip Basic Wind Speed (Vim): Max. 194 mph Basic Wind Speed (Vase): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In aocordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undertayment In accordance with FBC requirements. Min. slope: • 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. P u µwir ds d-A s0 w r . 4r 1• 0 t.vr.r Figure 9. Pro -Cut® Starter Strip ATL13002 4 FL 10305-R4 _ Pogo 7 of 9 This evaluation report is,pMV4ed'for•State of Florida product approval under Rule 61G20-3.. The manufacturer shall notiy?CRE.EK 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 S Ridge Basic Wind Speed (VA,): Basic Wind Speed (Vaw).. Deck (HVHZ): ATL1 Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and 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. Installed with 5-5/8 inch exposure In accordance with RAS 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ring shank nail 12" i i Figure 10. Pro -Cut® Hip & Ridge FL16305-R4 This evaluation reportis provided for State of Florida product approvei uncer rare aiuzu-o:, TechnicalServices. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, 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 8 C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 501 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t111111l1/I XXP ...... No 74021 9 STATE OF . 4 IpIVqw CERTIFICATION OF INDEPENDENCE — 2015.06.2 912:55:48 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 comparry 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, not will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any other entity involved in the approval process of the product. ATL Thft evaluation report does not •express specifically addressed herein. END OF REPORT FL 16305-R4 oc Query assuianga.ghanyes thiniglhhout the duration for,whlch this.repolt is valld- v vrdrtarriv. lrrs0allalloni re4arlrnendeQ use. or ctfief pri ducj aWl;juted that are not Florida Building Code Online Uncker 0,uj Mecy—i---5 Page 1 of 1 Business & Professional Regulation r Foddj p ,,/d eaS Home I tog In I User Reglstrattdn 1 Hoc TOPIC I Subm9 SurdiliMe I Rats Fads I Publications I Fec sue I eas She MP I links I search I Bus#nes Product Approval Pro essi al R: Public Vier Regulation ftftn,, , > Appnoilaw a1a 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 search Results ADD ecativnu M b= Menufaeturer Vallda fw Status FL15216-R2 Revision InterWrap, Inc. John W. Knezev(ch, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments Ggogaa.L11 ;; Phone- SS0 487-1924 The State of Florida Is an ANEEO mployer. C„mmighr 2007- ail Stall of ndgidii.:: Prnacy 9tatemern :: 8=slbllltw Statement:: Rdund Sutement Under Florida law, email addresrdi and public remras. tf YOU dO not want Your *•malladdress released In response to a public-leh)Olds request, do not send ltearorhk mail to Ml$ entity. Instead, mntect the ofOCa OY phone or by trad'Ridral rta0, tf you Nye arty Ouastlors, please Cahtact 0S0.497.139S. Pursuam to Section4SS.27S(1), Flonda Statutes, affenilve October t, 2012, ucernees licensed under chapter 45S. F.S. must provide the Department with M email address g they bay! erne. The email$ provided muy be used for Official communication with it* Ixensea. Flowever email addresses are public record. It ydu do not wish to supplyapersonaladdress, pteasa provide tine Department MN an email address which Can be made available to the public. To determine If you are a Ixensee under chapter4S5, F.S., please dick bZM, Product Approval Accepts: 10089N crcd ( SAFE https:// www.floridabuilding.org/pr/pr_appist-aspx 7/20/2015 Florida Building Code Online Page 1 of 2 Business p0f1d1 oepa and acts Nome I tact in I user K"aGatlon I Not ropta I suwmt suoVurye I Sues a Fads I Fuwtraumn I FaC stag I 6t6 site Mao I uma I sea"O Bus'•nes product Approval Pro#essi 1 *usEa. o Usw Regulation a A2011111MILMS > Apokstion oeuu FL # 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@Interwrep.com Technical Representative Eduardo Lozano Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Undedayments 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 Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/201S Validated By John W. Knezevich, PE 9i Validation Checklist - Hardcopy Received Certificate of independence A +sz16 COI 201 01 COI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1S07.8 https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS216 R2 It 201S 04 FINAL ER 1NTERWRAP RHINOROOF FL15216- R2.odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports FI15216 R2 AE 201S 04 FINAL ER INTERWRAP RHINOROOF FL15216- Approved for use outside HVHZ: Yes Impact Resistant N/A Design Pressure: N/A other.. See ER Section 5 for Umits of Use. R2,odf Created by Independent Third Party: Yes Meet The state of fbrlda Is an /WEED emlibYar. Oaavrlalit 2W7.2ar 3 e..e d Wendt.: Under Pbrlda qw, ernall addresses am public records. If You do not went your a -fell address released In response to a lo"k-records repuest, ao not send electronic fan to this entiti . Instead. contact the otllca by phone of try traditional mill. If you have any 0 M please contact 050.437.1393. *pure" to Section 455.275(1). Florida Statutes, eeedlve Odober 1. 2012. lbensees licensed under Chapter 455. fS. mist provide the Oepsrtaw t with an emit odaras if they have one. The emalls provided fay tea used for Official dornmNutlon ash the licensee. Ibwever emaa addreeseli are publk record. It you do not wish to supply a personal address, pease provide tie OeparbeWa with an erllat &Oil" s which can be Ina" avadaws M the public. To determine If you are a licensee under propter 4SS. F.S. pease dick btu, Produet Approval Accepts: KtLfitY14/'r MII:\ https:Hv^vw.11oridabuilding.org/pr/pr_app dti.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 It QOOXFEXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, UNIT #13 ORD, CT 06478478 PHONE: (203) 262-924S FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.iZ-RZ 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the S`" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LASEUNG: 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. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERnsEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INsPEcnoN: 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 OCA ANE19a3 tnurrnq, — Jelko: C` The bcdmk feel appear ft was authorhad W Robert NlamNeq t • %`T „NN PE n ro on04/27/2015. This dot Sane as an alactrordeallp slpad r do nt. signed, sealed tardeoptn have been tremmltted to the product Approval AdminW rotor wig to the tamed diem 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. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have not will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither TrinityI ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 0 rTRINIWIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1S07.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, iS07.95 on Heating 1S07.2.3,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1S09) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/24/2014 ITS (QUA1673) QualityControl Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4. 1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM 0226, Type I or Type 11 felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced irl.various other sizes. S. UMITATIONS: 5. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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 AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. S. S Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COM OPTIONS Asphalt Wood Shakes Slate or Underlayment Shingles Nail On The Foam -On Tile Metal 6 Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5. 6 Exposure Limitations: 5. 6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section S herein and the specifics noted below. 6. 2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certif cote of Authorization #9503 Evaluation Report 140S10.02.12•R2 FUS216- R2 Revision 2: 04/27/201S Page 2 of 3 QOTRINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. C. RhlnoRoof U20: 6.4.1 fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Snale 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 r4:12: 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. S. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENnTy: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END Of EVALUATION REPORT - Exterior Research and design, LLC- Evaluation Report 140S10.02.12-R2 Certtficote ofAuthorizotion d9503 FL1Sz16-R2 Revision 2: 04/27/2015 Page 3 of 3 IF QOTP..INITYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140530.02.12-R2 32923 Mission Way FLiS216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhInORoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report Is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 antnup -- y.g4-I120-19161 : may: It A SrA:L'O,r a t The facjm% tool appeadnewas audwrisadbrRobartNlemenen. r9ar AL,N d• P.L.04R7/201S. Thisdoer not vane m on electraMoO, Nried amriat daatmant. Sigmd, aaalad hardo"ars have been trarttur ted to tha Product Approval Administrator and to the tamed clan CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD 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) ERO 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 Umitations / Conditions of Use set forth herein. 2. STANDARDS, Section Properties Standard Year iS07.23,1507.53, TiS07.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1S07.93, 1507.9S on Heating 1507.23, 1507.53,1S07.83, Unrolling, Tear Strength, Pliability, toss on ASTM 04869 2005 1507.93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference pate, ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1S09) Physical Properties 10OS3939SCOQ-002 10/27/2011 ITS (TST2509) Physical Properties 10OS3939S000-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. UMITATIONs: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory 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 OPnoNS Underlayment Asphalt shingles Nall -On TileI Foam -On TileI MetalI Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes INo I No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after Installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FUS21642 Revision 2: 04/27/201S Page 2 of 3 f QOTRINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8' diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single 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 Shoe < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting In a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey - QUA1673; (604) 520-3321 Exterior Research and Design. U.C. Certi/kote of Authorization #9503 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-R2 FUS216-RZ Revision 2: 04/27/2015 Page 3 of 3 Florida Building Code OnlineUsS Page 1 of 3 jftcAl(:St RegulationProfessional gas mom I LoY EnI user Rep S"U= I Nit Topla I SubmiturW SnleI suss a fans I Pubnotlirs I raC rt I acts site wo I Lin I® Product Approval USER PubOt User A0Wk2t10n List 2-Appllwtlon Oetea f1_ t Application Type Code Version Application Status Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phonegmad Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence F12197- RS Revision 2014 Approved Approved by 06PR. Approvals by DSPR shall be reviewed and ratified by the POC and/or the Commission If necessary_ MITek industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mll. com David Wert david. c.wert®mli.eom David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017S746 314) 851-7480 dwert0mil. com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 8S1-7480 dwert@mll. com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/ 31/201S IOC Evaluation Service, I.I.C. Referenced Standard and Year (of Standard) xt ANSI/ TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.orglpr/pr app dd.aspx?param—wGEVxQwtDgvr`CEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Crc 'tSAFtE https://www.flofidabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgvTTEx%2bbkf... 7/20/2015 Excerpt from ICC-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. ICC-ES Evaluation Report t5K-1411 Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.orsl 1 (800) 423-6587 ( (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.mli.com. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSIO 1.0 EVALUATION SCOPE Compliance with the following codes: 2012. 2009, 2006 International Building Code* (IBC) i 2012. 2009, 2006 international Residential Code* (I RC) ir. 2013 Abu Dhabi International Building Code (ADISC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code eedions 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* M46 and MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1_46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates.. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 Inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 1 /44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MfTek* 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 11A 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 0.334nch-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 mlyeke M-20 HS, Mil 20 HS, and MT20HS*": Models M-20 HS. MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 Inch (0.88 mm). Repeating 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and OA25 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 0254nch-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 0.334nc 4ong (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-ES Evaluation Reports are not to be construed as "presenting aesth"It:s or oey other attributes not spw$cdl addressed. nor ore they to be construed Z401asonendorsementofthesubjectofthereportorarecommendationforItsuse. life" is ao warrttnty by jCC Evaluation Service.11C. express or Implied as _-` to anyfinding or other otatter in this "port or os to any product covered by the report Page 1 of 8 Copyright 0 2015 ESR-1311. 1 Most Widely Acxe fed and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblln2lPLATE) LUMBER SPECIES SG AA 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 MII 20 Douglas fir4aich 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, Mll 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 S ce-pine-fir 0.42 148 108 107 103 Southern pine 0.66 187 143 138 150 For SI: 11bQnf = 6.9 kPa. NOTES: to area on only one face). To achieve values, platesToothholdingunits = psi for a single plate (double for plates on both faces when applying must be installed on opposite sides of Joint. 2AA = 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 loadAlltruss -Oates are pressedinto the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfuilembedmentrollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE ?-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND MII 20 M-20 HS, Milt 20NS.AND MT20HS EfficiencyPoundsllnchfPair of Connector Plates I Efficiency I Pounds/inchfPair of Connector Plates Efficiency PoundsfinchfPaii of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' _ Tension ® 00 Tension ® 900 0.70 0.36 2012 1013 0.60 0.47 880 820 0.59 0.48 1505 1219 Tension Values in Accordance with TPI-1 with a Deviation (See Section 5.4.9 (a)J Maximum•Net Section Occurs aver the Joln12 Tension® 00 Tension ® 900 0.68 0.30 1945 849 0.62 0.48 1091 41 0.67 0.52 1716. 1321 shear Values Shear ® 01 Shear ® 300 Shear ® 600 Shear ® 900 Shear @ 120° Shear ®1W 0.54 0.61 0.73 0.55 0.48 0.35 1041 1173 1402 1065 914 672 0.49.. 0.63 0.79 0.55 0.42 0 674 738 645645 490 544 0.43 0.61 0.67 0.45 0.34 0.3 761 1085 1184 792 608 537537 For SI: 1 IbAnch = 0.175 Nhnrn,l inch = zs.4 mm. NOTES: Minimum Net Section -A One through the plate's tooth pattern vAlh the minimum amount of steel for a specified orientation. For these plates, this line passes through a One of holes, 2Maxirriurit Net Section - A line ttaoiafh the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this One passes through a section of the plate with no holes. ESR-1311 I N10st Wd0lY Arne ted and Trusted _ Page 6 of 6 0.1w 0.211W 0ww 0"r 32ff" 64MM 127wn 931 m I I 1 1 1_ 0.00 had ban ago goo A d o goo V. goo Goa 000 a00 OOa 000 m M-20 HS, MII 20 HS, MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MI7EK CONNECTOR PLATES (in Inches) (Contlnued) ICC-ES Evaluation Report E5K-1T11 rt$Lo -2uppleme1" Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.om 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14SIS NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com EVALUATION SUBJECT: MITek®TRUSS 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 MTek® Truss Connector Plates M-16, Mil 16, M-20. MII20. M-20 HS, Mll 20 HS, and MT20HST'. recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 0 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, Mil 16. M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HS"', described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014ar0.2010 FIo Fde •Bulldfng Code —Resdendal, provided the design and installation are in accordance with the Intemational'@uddii g ;Code::(IBC). provWons noted in the master report Use of the MiTek®Truss Connector Plates M-16, Mil 16. M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the 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. rcc.Es fvatuatton Rspwu are rmt to be comnved as repsendng aaurheua or any a r ar u s arm tad au 1pasanerdorsentauofthesubjenojthereportororeeoaarxndattonjartome. nore is no wa-M& by /CC BYotaotton S—'-. L -p— tpl to 0nyJ1Xd,nS ar other fiWfW to tho report arm a 0,W product a--d by da report Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report t,K-1 s-I -1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orst l (800) 423-6587 ( (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00 WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com. EVALUATION SUBJECT: MITeko TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSf1 1.0 EVALUATION SCOPE Compliance with the following codes: q. 2012, 2009, 2006 International Building Codee (IBC) IF 2012, 2009, 2006 International Residential Code® (IRC) 6•2013 Abu Dhabi Intemational Building Code (ADISC)1 tThe ADIBC is based on the 200918C. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES weko metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M46 and MI116: Model M-16 and Model 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 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] -and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0,45 inch 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 (QA mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 mrrek® M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-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, OA5 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254rich-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-Ey Evaluatba Repom J Jto be eco trued as repretenttng autheda or arty other alrribures not specifically addressed, nor are tatty a00 corurrueea as an endorsement the sub eN o the rt ar o recammendatlon jot Us use There is no ,vonan b l I !CC Evaluation $erica C, erprets pJ a to any flndfng or other matter In this repo". or as to any product covered by the report• Page 1 of 6 Copytighl O 2015 ESR4311 I Most widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/ln=/PLATE) LUMBER SPECIES SG AA EA_ AE E M-16 AND Mil 16 Douglas fr-larch 0.5 176.. _ 121• 137 126 Hem-flr OA3 119 64 102 98 Spruce -pure -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. 145 137 ' Spruce -pine -fir 6.42 197 '144 143 Southern pine • 0.56 249 190 184 _ 200 M-20 HS, Mil 20 HS and MT20HS_ _ Douglas fir- arch 0.5 165 146 135 143 kern -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 101 Southem pine 0.55 187 143 138 150 For SI: 1lb/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. 2AA = 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 peryendio* to load. wood.grain perpendicular to load. An truss plates are pressed into titg wood for the full depth of their teeth by hydraulic -platen embedment presses, muldpte ioller presses that use partial embedment followed by full -embedment rollers, or combinations of partial wn*ment roller WAses'and hydraufic platen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mill 16 M-20 AND Mil 20 NI-20 HS, Mill 20HS AND MT20HS Efficiency PoundslinehlPair Efficiency Poundslineh/Palr Efficiency PoundsllnehlPairFORCE DIRECTION of Connector of Connector of Connector plates Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 tMinimum Net Section over theJoint)' Tension ® 00 0.70 2012 6.50 880 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)) Maidmufri Nei Section Occurs over the Joke Tension ® 00 0.68 1945 0.62 1091 -0.67 1716 ' Tension ® 900 0.30 849 . 0.48 841 0.52 1321 Shear Values Shear ® 0° 0.54 1041 0.49. _ 574 0.43 761 Shear @ 300 0.81 1173 0.63 738 0.61 1085 Shear ® 60° 0.73 1402 0.79 936 0 87 1184 Shear ® 900 0.65 1055 0.55 _ 645 0.46 _ 792 Sheai (0 1206 0.48 914 0.42 420 0.34 608 - Shear ® 15T 0.35 872 0.46 544 0.3 537 . For 81: 1 Ib/inch = 0.175 Nhnm, linch = 25.4 mm. NOTES: Minimum Net Section - A One through the plate's tooth pattern with the miNmum amount of steel for a specified orientation. For these plates. this line passes through a line of holes. 2Maximuri 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 vAth no holes. ESR4311 1 Most Widely Accepted and Trusted _ Page 6 of 6 0.12V 0 257 0-W(r 0 3W 3,2 ffn 6 4}.m}m a n II 1 1 1-2.7 1 1- 1 IJ Iwor', -- M-20 HS, MIl 20 HS, MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) (Continued) ICC-ES Evaluation Report E511-1411 1-0%, OUPPICHIVI't Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.gM I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemadonal Code Council® DIVISION: 06 00 GO —WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16. M-20, MII20, M-20 HS, MII 20 HS, and MT20HSim. recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: a 2014 and 2010 Florida Building Code —Building 11111' 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and Mr1uHs-, oescnoea in cNecuvtrb 2.0 Utroggh 7.0 of the master evaluation report ESR-1311,•compty with the 2014 and 2010 Florida Building Code —Building Coandthe'20I?t and Z010,F/o Bupdii g de=-Resldantral; provided the design and installation are in accordance with the Intemational Building Code ,(IBC) provisions noted'to the master report. Use of the MiTek°Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS'14 has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For uels faAirtg under Florida Rule 9N-3, verificatiol that,the. teport_hohiel's quality assurance program is audited by a I .. qual'Ify,.:asguraf oe,en6ty approved by. the Florida Building Corttmasstoe for the type of inspedlons being. oonduded is flie uafts_ibilttyof'aft:epptayed validation bri try (or the code. off`id' al when the teport.holder does not possess an approval by respotheCommission). This supplement expires concurrently with the master report, reissued in June 2015. CC - a EM/aallon Reporn are not ro be comirwd to reprttendng oeslheria or any other attributes not speciJkally addreaetl trot on tAey to be conrtraed toonendorsememofshesnb/ear ojthe report or a raeommendarlon for Its are. There Is no wormnry by ]CC Evah orlon Serrhm = woos or loan"'( os _ to ony finding or other molter In rhtt report or as to arty prod to coward by the report Page 1 of 1 Copyrightm 2015 ICC-ES Evaluation Report tbK-1J11 Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.oM 1 (800) 423-6587 I (562) 699-0643 A Subsidiary of the Intemational Code Council" DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTeke 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 codes: IN 2012, 2009. 2006 International Building Codee (IBC) 2012, 2009. 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC) tThe 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 MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTeke 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 forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 1'144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke 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 [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 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 centertines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (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 MT20HSni: Models M-20 HS, Mil 20 HS, and MT20HSiiA 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 3144nch-by-I4nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal; Each module has three slots. OA5 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254richwide (6.4 mm) strip of unpunched steel. The transverse centerines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A mm). Each slot has a 0.33-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, CiC-ES Evaluation Reporn are not to be comtrued as rop esmrfng aenhena or any other attributes not ipedfroally addrwud nor are they to be construedasanendmteatenefthesubjectofthereponororecommen"lonfor Its use. There is no vrarmnty by JCC Evaluation service. LLC express or Implie4 as to anyfindbtg or other matter In this report or as to mryproduct covered by the report emu _ Page 1 of 5 CoWght 0 2016 ESR-1311. I _ Most Widely Accepted and Trusted Page 3 of 5 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMSEOMENT' (Ib/in'/PLATE) LUMBER SPECIES Sd AA EA AE EE M-16 AND MIl 16 ouglas fir -larch 03 176 121 137 128 98 iem-flr 0.43 119 64 102 75 107 Spruce -pine -fir 0.42. 127 82 147 122 Southern pine 0.55 174 - 128 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 145 Hem -fir . _ 0.43 _ 185 _ 148 129 _ 137 Spruce -pine -Or- 0.42 197 144 143 _ Southern pine 0.55 249 . 190 184 M-20 HS, Mil 20 HS and MT20HS " Douglas flr arch 0.5 16 5 146 135 143109 Hem-flr 0.43 139 111 97 1 1 03 Spruce-pine=fir 0.42 _ 148 108_ 138 106 Southern pine 0.55 187 143 _ For Sk 1ib/In2 = 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 o Plate 06pefX%1M r.to load, wood grain parpendicutar to toadAiltnrss. plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -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 For St: 1 Ibflnch = 0.175 N/mm, limit = 25.4 MM. NOTES: ' Mlydmum Net Section -A line through the plate's to pattern with the minimum amount Of steel for a specified orientation. For these plates, this one 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 6 of 6 0,12V 0.2W OAW 0 30S' 3.2mm 64mm 127mm 93mm t , ,.. aoo A On 000 ,aoo ono o Q00goo0o J m000 Ogg ono o00 0g0 ooa Boo 000 ooa M-20 HS1 MII 20 HS1 MT20HS FIGURE 1 APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report r o%, ouN"""""` Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.orta ) (800) 423-6587 ( (662) 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: MtTekeTRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTeke Truss Connector Plates M-16. Mll 16, M-20, Mil20, M-20 HS, Mil 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 Flonde Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, MII 16. M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS^!, described in Sections 2.0'thrmgh.7.o of the:master'evaludon.report:ESR=1311, comply with the 2014 and 2010 Florida 01ding Code —Buildingend'the'2014•arid 2010=Florida•BU1kFjP9,Cade..--Resld0n#W, provided the design and installation are in accordance with theIntemaflonel•Building Coded (IBC) prpvislons.noted .in the master report. Use of the WekeTruss Connector Plates M-16, MII 16, M-20, Mlt 20. M-20 HS, Mil 20 HS, and MT20HSw has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products talliRg under. Flodds: Rute.ON-3, verification that the report holder's quality assurance Program Is.audrted.by a qualitq.assutenge:eMitj! apPrd`!ed.by.the•F!°rida BJ(INng Commission for the type of itlspeId being conducted g the responsibr dy ot. an..appro ed tjd on enti(y:(or the .code official when the .report holder.doeg not possess an_ approval• by the Commissionj.• This supplement expires concurrently with the master report, reissued in June 2015. CC_s Bvalvalen Rep" are not to be cotutrned as repreieming oesthetla or any other attributes notspadJkally addtrssed, trot are they % continued as on endorselnem of the subject ojtho report or a recommend tlon Aar I no' ommy by ICC Evoluation service. U.C. WPM pr —_ to anyfinding or ocher natter In this report or as to mry produc papa 1 of 1 CopyrightO 2DIS ICC-ES Evaluation Report LbK-71.31 1 Reissued June 2015 This report is subject to renewal June 2017. icc-es.ot91 (800) 423-6587 I (562) 699-0543 A Subsidiary of the Intemadonal Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www. mii.com EVALUATION SUBJECT: MITek* TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS- 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)1 tThe ADIBC is based on the 2009 IBC. 2009113C code sections referenced In this report we the some sewons in the A018C. 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®M46 and MII 16: Model M-16 and Model MII 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 shapedintoatwistedconcaveforth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch d there are 4.8 teeth per square inch 0. 0074 teeth pernsquare 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 Mll 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0. 9 mm& ASTM A653 SS. Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1- inch-square (25 mm) modules of teeth stamped out and 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 MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60, high - strength. low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0.88 mm). Repeating 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 unpunc hed 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 0.33,4nch-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, a K ,.w.,_ _._ _ ICC-ES EvalucNon Report, are not to be eonstnard as representing oesrherics or airy ot • m u spec I 1CQ , as an endorsement ojthe subject of the report or o recommetdati aje i us& nwre is no warranty by 10C Erduation Sense. u,C, Wrw hnpl ., - to aWfl ding or other matter in this report or as to any produ by Pon ' Papa 1 of s Copyright 0 2015 ESR-1311 I Most l dely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAUUC-PLATEN EMBEDMENT' (Iblin'IPLATE) LUMBER SPECIES SG AA 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 -pixie -fir 0.42 127 82 75 107 Southem 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 u0.56 148 108 107 103 Southern pine 187 _ 143 138 ForSl: 11bW = 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. vwod•grain perpendicular to toadAlltrussplatesare•pressed into the wood for the full• deptli of theif teeth by hydiaulic-platen embedment presses, multiple roger presses thatusepaNelembedmentfollowedbyfuiFernbedmeMtulles, or cembinations of partial embedment iolief 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 Mill20 ' W20 HS, Mill20HS AND MT20HS Efficiency POundslinchMair of Connector Efficiency PoundsAnchlPalr of Connector Plates Efficiency PoundsllnchiPair of Connector Plates Tension Values in Accordance vAth Section 6.4.42 of TPhi (Minimum Net Section over the Joint)' Tension ® 060.70 2012 0.50 880 0.59 1505 Tension Q W 0.36 1013 0.47 820_ _ _ . 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (ep Mabmum Net Section Occurs over the Joint? Tension Q 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 Shear ® 30° Shear ® 600 Shear ® 90° Shear Q 1200 Shear Q 15W 0. 54 0. 61 0. 73 0. 55 0. 48 0. 35 1041 1173 _ 1402 1055 914 672 0. 49 0. 63 0. 79 055.. 0. 42' 0. 46 674 738 936 645 490 544 0. 43 0. 61 0. 67 0: 45 0. 34 0. 3 761_... 1086 1184 792 60. 8 537 For SI: 1 lb/inch = 0.176 Nhnm, Cinch = 25A MM. NOTES: MirdmumNet Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this fine passes through a line of hole* 2Ma) dmum Net Section - A line through the plate's tooth pattern with the ma)dmum amount of steel for a specified orientation. For these plates, his line passes through a section of the plate with no holes. ESR-1311 I _Most Widely Accepted and Tiusted _ Page 6 of 6 012V 0.2W 0.5W 92mm 64mm 12711rn V60 Ban 000 0.00 006 000 000 000 000 I J o00 00o 000 000 000 000 000 000 000 0 96S 9 9 n m M=20 HS, 120 HSo MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6687 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.mil.com EVALUATION SUBJECT: Wake TRUSS CONNECTOR PLATES: M-16, MI116, M-20, MI120, M-20 HS, Mil 20 HS, AND MT20HS"' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16. M-20, MII20, M-20 HS, Mil 20 HS, and MT201-IS "A. recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: A 2014 and 2010 Florida Building Code —Building ii 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss 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 FVda Bufthg;Code—Residential, provided the design and installation are in accordance with the International Bultdliig Code- (IBC) provisions noted in'the master report. Use of the MTek®Truss Connector Plates M-16, Mil 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HS"t 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 theresponsibilityofanapprovedvalidationentity (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 -ES Ewhotion Rep" arc not to be coattnrcd err repreaenling oesehella or any other attributer not rpal#1cally addmued, nor arc they to be mairued as an endorsement of the subject ofthe report of a recomtttendatlon for its use- There /s no urorronry by ]CC Evaluation Service. 11.t~ arpreu or implied err 40 to arty finding or other matter in this report. or as to any product covered by the report _ Copydgtd 0 2015 Page 1 of 1 I I Florida Building Code Online A (A C e —Or Page l of 2 RegulationBusiness& Professional r r a= Hoi I Log In I User Registration i Hot Topics sub ilt Surcharge I Slats ! Pacts Publkations PBC Stag SC1S Site MaP Links Seardi BuM.. w..e. s'inWe's)p[' l/('_, Product Approval ProfessiVl USER: Public User Regulation Product Or..Anollealloin Search> Aeebolbn l)st > Application iataA FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727) 4SS-0544 benmeng8@yahoo.com Xianbin Meng benmeng8@yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer chi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida Ucense PE-0046549 Quality Assurance Entity National Accreditation & Management institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE L,?i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Ucensed Professional Engineer or Architect a 14239 R3 Eaulti Eedlv.odf hops://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC: MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS ICENTER OF GRAVITY - ASSUMED TO ACT AT THE ., GEOMETRIC CENTER OF THE H MECHANICAL UNIT. u MECHANICAL UNIT MUST BE SQUARE OR RECTANGULAR. _ NO IRREGULAR SHAPES. Z IN Tn . HOST STRUCTURE DESIGN . BY OTHERS. SEE SCHCDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT 7SLB MIN WEIGHT. MECHANICAL UNIT PER SEPARATE CERTIFIGnoN, 7YP. SEE DESIGN rCENTER 0' H /r SCHFDULE FOR GRAVITY I MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CUPS. SEE DETAIL 113.713 I.2 FOR alP INFORMATION. 3 TYP. 3'NAX _ TYF. MAX 3 MAX T +Sl ll TYP. L 1 TIE -DOWN ISOMETRIC „ nIPANroNRNP1aeR P s 1 1• - 1'-w ISOMFmc PER CORNER WtLL VAR, Pet CONNECTION TYPES CIlA ON SMEE11 TIE -DOWN CLIP DIRECTIVE EXAMPLE H( EGIVEN tNI DNfORMs MTHE T0CIoHTMM TEAKE N. ESwTION CES pRoc60L TMALISTEDHHEREIEESHMSS FOR DESIGN SCHEDULES.) aANIESTRIC110DESIGNaMECHANICALUNITCRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA. VNI.170 MPH, EXPOSURE IF AB" TALL 40' DEEP: HS' WIDE. 100 IS (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MN CONCRETEWITH (1) 2- CLIP AT EACH CORNEA OF UNIT (TOTAL OF (A) CLIPS) PIiOGCL7CTKC: PROCEDURE SILT RESULT 1 DETERMINE Tt[ Commw 10R TYPE EASED ON THE DIAGRAMS ON SHEET 2 CON INSTAL L THIS INSTALLATION INTENDED A YHA• 170 HEM. EIHPCSUR!'Y. THIS DESIGN 2 DETERMwE WHICH DESIGN SCHEDULE TAM TO USE ARMMDS TO TAKE S ILIA CORRESPONDS 2 DETERMINE LARGEST FACEAREAW INEWANITAL UMTI TO 0! INSTALLED THIS unIT HEIGHT OF AB- IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF ANT. NOTES TNa PIIOWCT APPROVAL ALLOWS THE UNIT TO BE MULLED OM TOP AN AIC STAMP MAT SA MAXZMUN 30' TALL 1FAM A/[STAND 7S UTZLn= A CHECK MAXIMUM UNIT HEIGHT RESTRICTIONOFCKMTDSUMATTHESTAMPDOESNOTEXCEED20. OU MMM It UR IRA RT M ALL011 1 P THIS UNIT MAY BE INSTALLED AT ROOT HEIGHTS LESS THAR OR FIRM 10 IS FT. THIS MAY INSTALLED ON ROOFTOP HEIGHTS GREATER 6 Dr. ERMINE THE ALLOWABLE ROOF - TOP "Boa OF THE INSTALLAY" THAN 6DNALLY, FT TwV/ BOIL AND LESS TIWI f00R. SEE (h ON TABLE S FOR 111E NUMERICAL THAN VALU25 OF THIS DESIGN EXAMMEDESIGN NOTES: TNIS PRODUCT HAS BEEN OESIGNEO IN ACCORDANCE %TM ASCE 7.10 AND THE R WILDING WOE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY MURRICANE INDICATED IR THE ACCON ANYING DESIGN SCHEDULES. THE DESIGR GAIIERIA USED GLLLIRM! 1H! AILOTIAB•B ROOP•Tp NEIGITS CONSIDERS AM F-l0 SECTION 29.sA FOR R001 TM HEIGHTS (M1 t W R AND SKTON „a M2R It001 TIDNfl(iflS (CAR DM 29A.1 FOR INSTALLATIONS AT GRADE ( W,1) 0-10 THE KrAL c4 I.9B OUTSIDE THE WANT (.rpwQF W Au I OCAl10MS (CDMOWDREHT)• Au DESIGN VAR1AKU AN IN MFTH Atilt T-ID CHA IERS 26 6 29. THE HEIGHTS LISTED UI THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE BwIDIGG. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO Off INSTALLED ON A MAXIMUM 3W TALL A(C STAND (CERYIFICATION BY OTHERS) ON TOP OF THE HEIGHTS USTED W THE pESIGN SCEINA6. GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED AND SHALL OF FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 6 ASCP Mo. THIS PRODUCT MAY BE USED WITH," AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2 No 33-V3M INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS sYSTEN. 3 DESIGN 15 BASED ON CLIENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS P1F1D197mBTA. BY TESTIS EVAWATON LABORATORIES, INC.. NO SY0.STTnFTTDMS 9 APPROVAL By THIS ENGINEER SHAl1BE PERMITTED. 4. MAXIMUM 6 MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SMALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL S/EYJF CAMONS ICLEAR SPACE, TONNAGE. EEL) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE COHTRAROR. S. FASTENERS TO BE 012 X I,- OR GREATER SAE GRADE 5 UNLESS NOTED OT118twISE TAPCONS REFERRED TO HEREIN SHRILL BE CONBRRLDEXBRAND, CARBON STEEL ONLY. INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUtRHNENTS. ALL FASTENERS SMALL HAVE AW"RIATE CORROSION PROTECTION TD INIfvEMT ELECIROLISTS. 6. ALL SM CUPS SMALL BE ASTM A283 STEEL (GRADE O) WITH Fy.33 KSt OR BflTER. ALL SIM MEMBERS SHALL BE PROTECTED AGAINST CORRROSIOM WITH AM APPROVED COAT OF Awl'. ENAMEL OR OTHER APPROVED PROTECTION. G90-RATED COATING REQUIRED FDA ALL COASTAL INSTALLATIONS. 7• HEREIN ALI CONCRETE SPECIFIED ALL CONCRETE SMALL BESTRUCTURALCONCRETE SIMlll CRETE HMUL THICK ANDISHAVE NwSTRENGTH IMUM COMPRESSIVEOF3000PST, UNLESSNOTED OTHERWISE. 9THEACTOR IS RESPONSIBLE TO INSULATE ALL NIEHRM FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS, 9 ELECTRICAL GROUND, WHEN REQUMD. TO OF OUDWIED WALLEDNOTMIM. 10. THE ADEQUACY OF Aln E ISIMG STRUCTURE 10WITIMANDSUPERIMPOSEDLOADS1)HLSLC0TI HVEXMED By THE E 0" FE DEEXPREDIN P ID HEREIN, IS "MOmwclumD wCERTIFICATIONS OR AFFIRMATIONS ARE INTENDED - it. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDEINFORMATIONFORASPECRCSITE. FDIC SITE WNDmOMS DIFFERENT FROM THE CONDITIONS DETAILED MEREIR, A UCEASE•D ENGINEER OR REGISTERED ARCHITECT SMALL PREPARE SITE SPECIFIC QONMENTS FOR USE IN CONRRICTION WmH THIS DOCUMENT. IL ITY OOF THE INSTALLING COOF MMTCTTORNG WWATERPROOFING _OR SHALL ENSURE TFULL LL RESPONT ANY AFTER FABRICATION ANDINSTALLAORTIONOfSTRUCTURESPROPOSEDHEREIN. TE IS NIS ENGINEER SHALL NOT BE WATER-TStBUE FOR ANY IGHTMESSSMALLBETHEFULLWHICHNGOR LEAKAGE ISSUES A5 RESPORSIBIITT' OF THEONSTALLU10 CONTRACTOR. 13. FAN D(PLANATIOM Of CXPOSURE CATEGORIES SPEOR USED IN THIS APPROVAL, SEE SECTION 226.7 3 ACCOMPANY OF ASCE7. to' Wt WIND 15-2378 I 5 FOR ANY CUP LOHGER THAN 10• MECHANICAL UNIT BY OTHERS. ALUMINUM 0.19' UTILIZE (S).t12 SAE Ir HOUSING UNITS SHALL BE 6063-T6 MIN. 1' TYP, GRADE S SHEET METAL SCREWS, TYR. ALUMINUM SHEET WIT" fry-3D KSL 0.125 MIN. THICKNESS. STEEL HOUSING UNITS (3)-012 SAE GRADE S SHEET SCREWS FOR CUPS UP TO rn SHALL BE ASTM A653 Fy-33KSI MIN. .—METRL 0.068' TN1CK ASTM A2B3 Q STEEL, GRADE 33, 22GA MIN. (tr0.029r). S LONG. UryLIZE (S)-t 17 SHEET METAL SCREWS FOR CUPS'•. n STEEL TYP. QQ i LONGER THAN S'. PROVIDE (5) THREAD PLANE gWo ei PITCHES MIN. PAST 0.068• TT1IIX ASTM '/ '• FOR EACH SMS, TYP. 3)•t 12 SAE GRADES ;2- TYP. '..•. r•. Ar 8pSHEETMETALSCREWSAIp < b FOR CUPS US PTOly ® R QQ AM STEEL CLIP, ANCHOR PER BAS E OF UNIT SMALL /fry, "• ANCHOR g LONG. UTIU2E (S)-012 l• ij • SLEET METAL SCREWS I/ BE FLUSH WITH BASE %.. . • 3/B. SCHEDULE OF CUP. NO SPACE S a FOR CUPS THAN TYP. PERMITTED. TYP. i%y•% W W A ^ V. Y:0 HOLE, w1TH Q j SUBSTRATE PER J C Y ANCHORCUP ANCHOR ANCHOR I % Ii SLHEDULE 0. 7 SCHEDULE. TYP. 07" ER VARIES) DIMENSIONS SIMILAR) 1" TIE -DOWN CLIP 0,375' ANCHOR DETAIL 1 1" CLIP ISOMETRIC DETAIL 3' s DETAIL 1'-0' 3Z z 3 N.TS. ETRI ISOMCCLIP IS DCSIGNE DFoaFI1LL CONTACT WTTH THE BASE OF EACH MECHANICAL UNIT, TVP. w o g Zgn rdG 0. 125' I Q Z Wwrr G 0 MECHANICAL UNIT By OTHERS- ALUMINUM HOUSING UNITS SMALL OE 6063-T6 MIN. L e S v ALUMINUM SHEET WITH Fty-3010.0.12S• 3) Tt12 SAE GRADE S SHEET Z O 0 MIN.7HIIXNESS. STEEL HOUSING UNITS METAL SCREWS CLIPS t„ t 0. 072, OR SHALL BE ASTM A6S3 FY-33M MIN. 4)- E STEEL GRADE 33, 226A MIN. (t-0.029V). LONG. FOR 12 SHEET d 0.113' THIIX ASTM A293 SEEUTILIZE METALSCREWSFOR L1JP5 LONGER THAN A•. PROVIDE (5) i STEEL TT'P• /jpu( 3)- t 12 SAE GRADE S SHEETMETAL5 i: i • PITCHES MIN. PAST THREAD PLANE t ' FOR EACH SUS, TYP. m IP A LONG. U11UIE N)-t12 SHEET 4)-01 0. 072, OR 0•ILY THICX ASTM A203 ,; STEEL CLIP, TYP. ,r••/.;. IQTAL FOR (I) OR(2)ANUIORS I CLIPS LONGER Tl1AN A•, BASE OF LINT SHALL ! i; PER ANCHOR BE FLUSH WITH BASE +/ -'rr 3!B'F SCHEDULE nTYP. OF CLIP, No SPACE ; ; H r PERMITTED, TYP. '•::, b., layA 13 I r' I Y•' D HOLES, NOT TO BE USED FOR SUBSTRATE PER 1 • • ' ANCHOR ANCHORS. TYP. gg VARIES) li J73' 2" TIE -DOWN CLIP I 074ANCHORDETAILilO. Sc 3• r 1•-O. DETAR 3asYralArt HONtl0011 15- 2378 Jpo'er CLIP IS DESIGNED FOR FULL r] A FACTORY - MILLED WO THOr LES' CONTACT WITH THE BASE OF EACH UNIT. TYP. UTILIZEstA 1) OR (2) ANCHORS C \ MECHANICAL EAEiL,YIILB1moHA FROM 2' CLIP ANCHOR CHFAULE. TYP. Ls 1 2" CLIP ISOMETRIC DETAIL r •2 / N.T.S. ISOMETRIC TABLE 5 : Vult=140 MPH, EXPOSURE B NOR USE WITH A RILL CATEGORY II STRUCTURE') I 4lCAVAIIE ROIOFd09 MHSIIf 00 M-0OTFN CONIIGIIRAl10111YFI MAXIMUM SURFACE AREA OF UNIT DRAT cl a E3 CA UNII•SLAAGEST HEIGHT WIDTH iFACE 6FT' 24-MAX 12-MMI j Ms2<HSSR120R, FOR Nixon I H620DR Hs200FT 9R' • 32'MAX 15'MIN j AT GRADE Nixo FT NS20DFT HSZWFT 4FT' I r MS200R Nf200FT H5200FT Ms200R 6R' t HS40R I160R<H I20D R, M1200FT N1200FT NS20DR HS20DFT9FV '4'MAX 24'MINAT GRADE MI20DFT HsZoo R 60R<HSAOFl 1 H5200R 12 FT' i 40 AT GRADE Nt200FT 601`1<411R 16 FV i WA N 9 M FT fOR "SFT R HS200FT HS15R 20 FP I1 WA Ns200FT Nixon 25 FT-+ I60'MAX WA ( Hs40FT AT GRADE 60R<HS200R 60R<NSFOR H%MID FT 30 FT' I a' MIN WA AT GRADE M520DFT 60FlNS1SR Hf160R36FT' • WA AT GRADE 60R<NSBOR Ai GRADE N S 200 R TABLE 7 : Vult--140 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY 9 STRUCTURE') TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 0 STRUCRRIE') ALLOWABLE ROOF - TOP HEIGHT (N) TIE•DOWN CONFIGURATION TYPE MAXIMUM — — ._ 1 SURFACE AREA OF UMR UNIT C7 C2 O U=LARGEST HEIGHT WIDTH FACE 6FP : 24' MAX 12'MIN 1 AT GRADE Ns200R I N6200 FT I 9FT' 3Y MAX LS'MIN N/A Hf 20D FT HS1SR 60Fl< Mf 200F 4 FT' Hs200R H9200 FT HA200FT 1 6R, AT GRADE LWR<N S IBOR HS200R HS200 FT MS200R M640R 60R<NS200/ 9FT' 4SMAX24, MIN ATGRADE WA AT GRADE 12 FT' H1200 FT 60R<N 1140F 69R<HS200R AT GRADE 1fiFr WA20FP - NSA N 130FT 60Fl<H 1200FT AT GRAD[ r • 25F240 WAA76RADE60 FT 240Fl ATGMOE' 60' MAX Ai MIN SOFT' WA I AT GRADE WA 36 R' N/A - ATGRADE_ •I WA SURFACE AREA OF LRIIT UNIT cl C2 C3 1 u UNITS LARGEST ) NW*n WIDTH J FACE 24' MAX 1 6 FT' 12'MIN WA Nt200 FT Nt30R 6_ OR< Ns200 FT NS2DDFT 9FT' • 3Y MAX IS•MIN WA HiMID R fOR INGRSDMEDFI MS200R^ 4F- H640 FT Ht200FT H6200FT H1200R I 60R4NSM0R 6Fr AT GRADE Nixon HS200F7 Mixon60' Fl<NAl0DFI NS20pR FT' I4B'MAXI 24'MIN' WA NSZOO R HtISR 40R<Ht200R 12 FT'. ) WA NS40FF 60R4HS XOFT AT GRADE 60R< NSSDR Hf 200 FT .. N/A AT GRADE N/ A HSMOR 1Ffi' 60 R414920DFT 0R< WAATGRADE6DFT, NS 200Ff. AT GRADE Mixon 25F1' WA 60 AT R<HSDE R WA NA200FT 60' MAX Ar MIN Y. N/ 40R 30 R' N/A N/A NIA. 60 FT H 9 20D FT AS AN EXAMFU4 THESE TABUS ARE PERMISSIBLE TO DE USED WITHIN WA N/A AT GRADE 160 R < N S 200 FT SREVMITY O coum. CNEOI WITH LOCALAUTHORHAVING2URESD01136FT' WA FOR THE A UCANUTY OF THIS TABLE WIININ QiITAIN FLORIDA COUNTIES. HS200 Fit- Irn +<JI D MiMDFT HS200 FT Z $O W Mf2DDR36^ OD" c OW wO NsxOF7 MA200Ro Hi 200R ZHS200R2gj Nixon Z M g Mi3ofF O == 9' -' IR< Hf200R Q 1315 FGE N O Z woks z' a m 01 ENGINEERING 4/14/2015E'I HESS - 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 12*" AVENUE * 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 W W W.ENGEXP.COM r CITY OF SANFORD BUILDING & FIRE -PREVENTION PERMIT APPLICATION Application No: ' o Documented Construction Value: S , Job Address: `i e—)(x NRML2 Lz Historic District: Yes No Parcel ID: ResidentiaLo Commercial L Type of Work: Newo Additionnn Alteration Repair Demo Change of Use Move Description of Work:7trt5 l, I DA-.P- &L b. `1 c,- lif e e 'L Plan Review Contact Person: 'Ifta..1 Title: Phone: ` W1-j S OBI, Fax:1-33 -385 Email: Y 1lG Property Owner Information Y Name- TALIPhone: Street: Resident of property? : ! City, State Zip Contractor Information Name l—k, -1 a -Ar' Phone: L10 Street: (!) s I Cod tSLO Fax: L401- i :),R -, 3 S'S23 City, State Zip:.c State License No.: Ci.J3 Architect/ Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 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. 201 S Pa mit Application w 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 work will be done in compliance with all applicable laws regulating eonRtruction and z9jtkrg. signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date signature of ContmctodAgent Name CHERYL D AKERS MY COMMISSION p FF998962 EXPIRES June 06, 2020 VI Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30. 201 S Permit Application w vrv(wt. wt{ an.d..H a acos" Womv»nels arismut -aOr? on. ta6Pwi. Aa.= t` am. CI .la.r f> r - n.. .L dw. i aaf/a a •.rrjnlHarw ataa w. w.a = rrla tG .apr.aY H. 7Prf1. rrP.11t+w WN• 4r.YY. _ ^_ 1LIr wK pw I4r.w..r.. armrt .arw YIo.N ir1N• Y..all IUb IK 1 r • •-.•_- llttL sK lrl Md... q m. b1•...P L t lw a01tYi •tYr.1 w.r Wu•.y.-. am VIC tb1 UpraM.p IiCU[` a1.•r NI.... Oat. t `.•I_Y MIOMbI.w•.H. . 17W w.0 _ 101 I...•Y... •b A.fQ`..'.wliiltSr.^.@TtI w.C...wtL..rr I.Irti t&" IY fiat •w.+.a W t.[a.w.PJ43 • _.100m. wap..• ` anu YC t1JtL K LLmb I Vr~M..±. a-. t+ ..:0«w. I ul 4r—_ _ IU:rN1L _•••f••, 7 _Twa.Y•. w ACC I..daS• l. J<.• S.r•1...t[i HpaRa rp.11. tUa wc IC!• ttwr..l.e. 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W fLr1 M...Nt?t aIGC.• er t •ter MI.•.1• Oay.[.r... P.Y Iw..1.. t. ald « MAR.. .. C101oAia IW OIYr a..•N.h'.tA.arYA... i.• Id C{r __ a. Nr!1.L a1t lRVty6 Y d.W J KrYw Y.+.«•I..NI I.J. 1 Id irt W.Y. N. IOq Nf3.tiMrMa Y d1YW Ya;•' Curtail ally. l..a. r aHY.r W Yw t0 asys..•or Y..av iw dw•s h..•s1.1 _ Y 1 N.H YP.•Sr..1.../f..WY1.1.•.w• M lY Cirrw t.ti.rl.. a.f.w.r Y.rS t/I a!u- w11.1.. tO 1+ OIY.w Y. 4 VM l•. dIWH aOU.•.w.1 M.aK.(....IU... tb W Inr.mL U U W Awl 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT /APPLICATION ApplicationNo: Documented Construction Value: S 02W cy-O Job Address: y , 1 QUE P Parcel m: Historic District: Yes No Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: - J Qn(- 1"4 ( Title: Phone: Fax: Email: Property Owner Information Name Q\ I (n Y'('I.n/L Phone: Street: City, State Zip: Resident of property? : Contractor Information Name G It/ P Phone: 7 7qa 1 J 1 Street: Fax: .in vCity, State Zip: 1 , State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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: 5iA Edition (2014) Florida Building Code Revised: June 30.2015 Pertnit Application or' %6 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work -AiIl be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID o Signature of Contractor gent Date I/,-\ Print ry-S to of Florida — Date Commis oln #NFFWSW Expires November 9, 2018 p a:+- leMd lhu Tm/FYn6wuoE06JWatf1 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: COMMENTS: ENGINEERING: I K BUILDING: Revised: June 30.2015 Pcrmit Application SUBMISION: f {wi h 1 D_ LOT #: CITY OF SANFORD BUILDING & FIRE PREVENTION F D PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: y Y I. P ._lC-fin q- Historic Disxoflse t: Yes No Parcel I7). vvplL l 1 ResidentialCommercial Type of Work: New Addition Alteration Repair Demo Change Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Street: I ') P City, State Zip: Phone: Resident of property? : Contractor Information Nance NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: Mortgage Lender: Address: 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 A'1-1'ORNEY 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 flint a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and nir conditioners, etc. FBC 105.3 Shall be inscribed with the dote oruppliattion and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised June 10. 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 orpermit 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 constructio and zoning. Signature ut'0%%medngent Date Signature ufCont or/Agent to n n Print rhmer/Agent's Name Print Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type ofID of Notary -State of Florida Dates EXPIRES GEOPGIA JUNE S. 2020 Contractor/Agent is Personally Known Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[-] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Ycs No APPROVALS: "ZONING: ENGINEERING: COMMENTS: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Ycs No UTILITIES: WASTE WATER: FIRE: BUILDING: kcvked June 30, 2015 Permit Application 1- 410 9 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100003 DATE: June 29, 2017 BUILDING APPLICATION #: 17-10000399 BUILDING PERMIT NUMBER: 17-10000399 3cp 1 j&)4 4 a(4-7)6 UNIT ADDRESS: ROCKY GROVE LN 456 21-19-30-510-0000-2840 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLACK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 456 ROCKY GROVE LN / LOT 284 SFR THORNBROOK PH 4 FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 SSingle Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 r STATEMENT / RECEIVED BY: KI(2Fsa-1"'yKl SIGNATURE:1i---o PLEASE PRINT NAME) _' JoDATE: NOTE TO RECEIVING SIGNATORY[APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT / 2-FINANCE 4-LAND MANAGEMENT U' NOTE** 1(7 1 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/_RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. O PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, 1TOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THP REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRSTRE T, STSANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE cTHE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 UES Project No: 0110.1401008.0000 Workorder No: 9336658-3 Report Date: 10/31/2017 In -Place Density Test Resort Client: UES iechnician: Chase Key 2600 Lake Lucien Drive Suite DMaitland, FL 32751 Date Tested: 10/31 /2017 Project: Thornbrooke 40s & 50s, SF House Lots Area Tested: Lot152((4'S6 Red Re Lane) Material: Fill Reference Datum: 0 = Top of Fill Tvifle of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. aximum ptimum DryFieldD Field Soil Fill Depth Pass Test Density Moisture Density Moisture Compaction inch) or fail No. Location of Test Range pd) I pcQ 1%1 1%1 11 West Footing (Proposed Footing) 0-1 ft 108.3 10.7 113.4 4.7 105 N/A Pas! 12 South Footing (Proposed Footing) 1-2 ft 108.3 10.7 111.7 5.5 103 N/A Pas: 13 East Footing (Proposed Footing) 1-2 ft 108.3 10.7 112.3 4.2 104 N/A Pas: 14 Southeast Corner of Lot 1-2 ft 108.3 10.7 114.1 4.9 105 N/A Pas: 15 Northwest Comer of Lot 2-3 ft 108.3 10.7 111.9 7.2 103 N/A Pas: Remarks: Footings not excavated. Proposed Footings tested inside lot. TA n MkI.W. n .....I..n1 n.a.Mn/inn M I I.;.-11n nl nn/n M. D..l.l:n one n..nwnl..e.n .-1I .nnnAe — ....h.n:Nna n.. nnn9,4-6n0 —A—.H.n.i—{:nn DESCRIPTION AS FURNISHED: Lot 151, 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. (4 "x4" C.M. c0' ?a0. ro E p9Gy NO I.D. y% 9I 0?• ZN8.6' 1 0'DzOO 0 ON O yc`r o' 'P 1S 053 o / / \`' 8.5' ON GO 0' I\\ REC. 1/2' I.R. NO I.D. P.O.L. 0 185.20' REC. 1/2- I.R LOT 151 NO 1.D. P.O.L. 9.97' O 145.57' 1'aR7 Ate, ti AC PAD 18.1 1 ' 16.35' j I5.7' ^ COVD• a CON. 7C I4.94' L Cp 8•RECOR CO LOT 152 0 POCKET SLIDER L_ L LOT 150 TWO STORY VNi RESIDENCE j F.F.-25.33' O h 45 & REU e LPvj C 9.00' COV'D. i BRICK 7.44' a T` [ V 16 5.40' BRICK 25.47' DR' 2.87' CURVE DATA 18•— h r,' .• ON 10 UTIL. ESMT. 0 tip' ti N 0 R LOT CALCULATIONS. 11.514 SO.FT. D= 18'24' 52" p ti LIVING 1,467 SOFT. R=100.00' GARAGE 455 SOFT. L=32.14' MEC. N&D C1 REC. 1440 ENTRY LANAI 71 139 SOFT. SOFT. C=32.00' CB=S 49 3533E 4596 5' CONC. 14596 WALK f1tib oy ti7 oy>t' BREEZEWAY- DRIVEWAY A/ C PAO N/ A 406 18 SOFT. SO. FT. SOFT WALKWAY 76 SQ.FT RED ROSE LANE IMPERVIOUS S00 2, 632 8 882 S22. 9OFT. SO Fl eG o (50' R/W) TRACT I A ULA 1 N : QO UTILITY dF ACCESS R/W R/W = 334 SOFT. III SO.FT. Qq0BUILDAPRONINGSETBACKS: SIDEWALK - 157 SOFT. PROPOSED- FINISHED SPOT GRADE ELEVATION FRONT - Y5' SOD- 66 SOFT. AL AREAS: TOTPER DRAINAGE PLANS REAR - 15' PROPOSED INFORMATION SHOWN AREA - 11.848 SOFT. PROPOSED DRAINAGE FLOW SIDE = 5.0' BASSO SUPPLIED OPLAN DRIVEWAY - 517 SOFT. LOT GRADING TYPE A SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK - 233 SOFT. PROPOSED F.F. PER PLANS - 25.3' CLIENT NOT FIELD VERIFIED S008,948 SOFT. GRUSL' NMLTYTIR-ISCOTT ASSOC, INC, - LAND SURVEYORS LEGEND - LCCXM - 5400 E. COLONIAL OR. ORLAN00, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P . PLAT PAL. • POINT ON LINE F • r1ELD TYR • TYPICAL NOTES: IP. . IRO• PPE PAC • PO MY Or REVERSE CURVATURC 1. THE UNDERS*40 DOES HEREBY LYRUY THAT THIS SURVEY MEETS THE STANOAM OF PRACTICE SET FORTH BY THE FLOP" BOARD OF IR. IROU ROD PIM POINT W COMPOUND CURVATURE PROFFSSONAL SURVEYORS AND MAPPERS W CHAPTER SJ-17 FLORIDA AOMWISTRAIIVF COOL P1IRST/ANT To SECTION 471027. FTORW SIAIUES Cll • COIREFC HMAIIENT "A• RADIAL Z UNLESS L1MMED WHIN SURVEYDR'S STGMIURE AND OAWM RAKED SEAL DOf SIRIVEY MAP OR COWLS ARE NOT VAUD SCT 4v. • 1/2' Ut /ILI 451E NR NON -RADIAL VP. • WINESS POWT 3 IMS SURVEY WAS PREPARED ntow MLE INFORMATION FURNISNED To INC SURVEYOR. THERE MAY BE OTHER RLSTRICTIONS RCC. . RECOVCRCR PAL • OINt W RCGRNING CALL • CALCIA.ATED P1LC. • IOINT or. C,,,D.CNCI T All • KRNANCUT RCFER[NCt MOAIWU/I OR FASLIAEMS MAr AFFECT TH6 vaoPERFr, 4. NO UNDOMOUND OIPROWMENTS NAVE BEEN LOCATED UNLESS OINIRRISE SHOWN. t • CENTERLINE Ff. • FINISHED FLOOR ELEVATION 0. TUBS SURVEY 6 PREPARED FCR THE SOLE BENEHTT OF IIMC COMM M AND SNOUIO NOT BE RELIED UPON Br ANY OTHER CARRY. NLD • NAIL L DISK BSA. WILDING SCTRACK LINE 0. DIYFNSONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD Nor BE USED TO RECONSTRUCT BOUNDARY LINES. RIGHT- OF-WAY &L • IASCIv1A R LLtA2[ REARING 7. BEAROMS. ARE BASED ASSUMED DATUM AND ON INE LINE SHOWN AS BASE SEARINO M&I Cp/vSH CASEMENT DRAT DRAINAGE RAINGEDRAIN. • DRAINAGE 0. 0"ATIONS,'NF SHOWN, ARE BAm ON FNIIoHM. CEOOETIC DATUM Or 1029. UNLLSS OTHERWISE NOTED. UTIL. • UTILITY t. CORMN.11E OF AUTIORI7ADOff 1:0. IOtO. CLFC. • CHAIN LINK rEWC VDFC. VOOD FENCE C/ D COHCRETC CLOCK SGV.O H- t• . .30------ 1 OR BY: ••• , P. C. • POINT Or CURVATURE RP. T. • POINT Or TANGOCT CER11F1ED BY: DATE ORDER No. R • RADIUS TH DLSC. DESCRIPTION(!D WPLOT PUN 06-26-17 2538-17 E DELAft A FORMBOARD FOUNDA110N/ELEVS. 10-25-17 4848-17 C o A FINAL/ELEVS. 03-26-18 1712-18 CIL• SCARING NORTH I THIS BUILDING/PROPERrY DOES.NOT UE WITHIN THE ESIABUSHED 100 YEAR FLOOD PLANE AS PER FIRM- TO . GRUS EVER, R.L.S. 1 4714 ZONE (• MAP I 12117C 0055 F. I JAM W. SCO R.LS 1 4801 A1,50 f2.,P-4e- 2O sle—, Revision Response to Comments Permit # / / — `IQ -/ Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades a ompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water f City of Sanford Building.& Fire Prevention Division FEE Ph-'407.688.SiS0 Fax: 407.688.SiS2 5 2018 Email: building@sanfordfl.gov Submittal Date Fax: General description of revision: ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building SC-' 2•%2.1'% yF Monta Consulting & Design of WMR and Associates, LLC 1 Northpointe 11 Phone (407) 681-1917 1035 Greenwood Blvd, Suite 173 RECORD COPY Certificate of Authorization # 9177 Lake Mary, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders January 30, 2018 Taylor Morrison 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 Re: Thornbrooke, Lot 151 Framing Repair To Whom It May Concern: Based upon a phone call with Carrie Macleod with Taylor Morrison on 1/29/18, we have been asked to review the above mentioned project in regards to the First Floor Framing Plan [S4]. It was brought to our attention the above mentioned sheet inadvertently mislabeled the Family Room pocket slider header framing. The builder has requested review and repair comments for the above mentioned item. Per our review, the contractor shall follow the attached Partial First Floor Framing Plan [S4] addressing the corrected Family Room pocket slider header framing in lieu of the plan indicated [PS03/SD4] Header @ Pocket Slider. Based upon our structural review we certify that the above revision is adequate for the design loads of this project. If you have any questions about this letter please contact my office. Regards, 1510ti 2 9 Brian A. Danzis, P.E. Florida Lic. No. 81262 SANFORD 1 /30/2018 2•i2' $" Revieweoved by, Qy.• C ENS *% • ii 15 jo EST • GNAL Ryan M: Gissal Florida Lic. No 1 / 30/2018 78615 Page 1 of 3 4. W N oO 111-4 oTAYLOR MORRISON THORNBROOKE, LOT 151 r r r LL LL PARTIAL FIRST FLOOR FRAMING PLAN SHEET [S4] oj I SEE ATTACHED REVISED HEADER a@ POCKET Psoa SLIDER DETAIL [PSO4/REV] TO ADDRESS THE I I Ev CORRECT POCKET SLIDER HEADER FRAMING AS REQUIRED. 0 H2X8 CO. D p 00 Pi- i.co A BW1 t Monta Consulting & Design of WMR and Associa es, LLC MASONRY BOND BE PER PLAN TYP. POCKET SGO ATTACHMENT BY BUILDER HEADER @ POCKET SLIDER PRE-ENGINEERED TRUSS AND CONNECTIONS PER PLAN TYP. IF PERPENDICULAR TRUSS INSTALLED ABOVE, FASTEN 2X8 N2 SYP TOP PLATE TO TRUSS W/ (2) 12d TOENAILS 2x8 SYP #2 P.T. VERTICAL @ 16" O.C. W/ EXT. SHEATHING PER NAILING SCHEDULE. FASTEN TOP PLATE TO VERTICAL STUDS W/ (4) 12d NAILS HGAM 10 TOP AND BOTTOM PLATE TO CMU WALL W/ 4)-1/4" X 1-1/2" SDS SCREWS & (4)-1/4" X 2-3/4' TAPCONS TO CMU @ 32" O.C. AND MIN 6" FROM ENDS. IF HEADER HEIGHT EXCEEDS 2'-0" A00 AN ADDITIONAL HGAM10 FROM CENTER OF EACH STUD TO CMU @ 32" O.C. MAX. 2x8 SYP H2 P.T. BOTTOM PLATE W/ (3) 12d NAILS @ EACH VERTICAL, EACH PLY. STAGGER NAILS AS REQUIRED. Page 3 of 3 1 /2"=V-0" OF NAL III 11100 JAN302018 Ryan M. Gissal, P.E. FL Lic. No. 78615