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415 Rocky Grove Ln1-7 - I q (()L COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000406 BUILDING PERMIT NUMBER: 17-10000406 A Z -/ T 7 DATE: June 30, 2017 3-7 c, (,4 UNIT ADDRESS: ROCKY GROVE LN 415 21-19-30-510-0000-0920 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME:•TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 415 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 92 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hou ing 705.00 ROADS -COLLECTORS N/A 1.000 dwl unit 705.00 Sin gISCFaFamily Housing .00 1.000 dwl unit 00 FIRE RREE UE A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT AlIQ "j H RRECEIVEDBY: fl JJ 1\ SIGNATURE: PLEASE PRINT NAME) DATE: 5AI2 NOTE TO RECEIVING SIGNATORY[ APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT UY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS_ ARE_ ALSO_ ADVISED_ THAT_ ANY_RIGHTS_ OF_ THE_APPLICANT,__OR_OWNER, 130ON0 REQUEST WITHIN 45 CALENDAR ABOVE BUT NOT LATER THANTHtREQUESTFORREVIEWNTYLANDDEVELOPMENTCODE. BE PICKED UP OR REQUESTED, 1101 EAST FIRST STREET, 6 Mo SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHEtOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. Parcel ID Numbera-19-30-5IO-OOOON7i 0 Prepared By Kim Carter and Taylor Morrison Homes Return To: 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOY? SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER 2K 8949 P9 71 (1P9s) CLERK'S A 2017069110 RECORDED 07/07/2017 03:24:55 PM RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I . Description of property : LOT _!i Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book Pa Q' of the public records of Seminole County, Florida. 66&vAddresses : Sanford FL General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. 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 : Signature of Owner's Agent: ZZA- Joh Asa Wright Ta for Morrison of Florida Sworn to and subscribed before me this by John Asa Wright wh i ersonally known to me. Notary Public DA Clark C[RTMS_;S9mmission expires: 6/27/19 CLERIS000;j F 0 1n , y' AND P 9R..1,171, l,i SEMI E N L RIDA By 4 y4i[uVin _ DEPUTY CLERK F No Signature: * eta eal: 072017, heno4F` CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1-1-1qq Documented Construction Value: S 0 48, 00 Job Address: 41/jr J? ocz, A rwe— L46,( Historic District: Yes No Parcel ID: A1-19-30-510-0000-D9,• 0 Residential U Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE LOT NUMBER: q,- Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 re.e11•C ]0in, M '• 11 P'• 11 u Phone: 407-629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 Fax: 407-257-0940 City, State Zip: MAITLAND FL 32751 State License No.: C13C1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE 0 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 ofall laws regulating construction in this jurisdiction. I understand that a separate permit roust be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i° Edition (2014) Florida Building Code 0 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 ofthis 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 ofthe requirements of Florida Lien Law, FS 713. The City of Sanford requires payment ofa plan review fee at the time of permit submittal. A copy ofthe executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 1CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. DateZZ 7Signatureor/Agent Date Signature ofC rector/Agent TAYLOR MORRISON OF FLORIDA INC Print Owner/ AgenV-5 62 Signature of NcfilkyeWe of Florida Date MY COMMISSION t FF 209108 EXPIRES: June 27, 2019 Owner/Agent is yM Personally Known to Me or Produced ID N/A Type of ID JOHN ASA WRIGHT Print Contractor/Age erne 46eZ 7 Signat of otary-State of Flonda C oY Piza r D.A"K MY COMMISSION it FF 209108 EXPIRES: June 27, 2019o' rfOF Ft Bonded Thm 8*01 Notary seeker Contractor/Agent is YES Personally Known to Me or Produced 1D NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building x Electrical Q Mechanical © Plumbing® Gas Roof Construction Type: Vb Occupancy Use: 12.3 Flood Zone: X"St-F- ATTACHED Total Sq Ft of Bldg: 3-7 6 (o Min. Occupancy Load: 1 !I # of Stories: 'L New Construction: Electric - # of Amps, 2 a0 Fire Sprinkler Permit: Yes No ® # of Heads Plumbing - # of Fixtures Z 3 Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTEWATER: ENGINEERING: miC 1-3-1-1 FIRE: Ok to construct single family home COMMENTS: _ with setbacks and impervious area shown on plan. BUILDING: 9- /6- 0 Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit N ./ %-- IIA14 Address: e BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Ins ection 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 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final B Max Ins ection Descri tionnr10PlumbinUnderround Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 8771— 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: 415 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0920 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: W-1 New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP#17-1944 Reviewed by: Michael cash, CFM Date: July 3, 2017 0 a % rD),,1 Application for Right -of -Way Use for Driveway, Walkway & Landscape O 7 Department of Planning & Development Services nfo 300 North Park Avenue, Sanford, Florida 32771wwrvsaMordfLgovPhone: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 15- 7N"Badjw attached construction plans approved as pan of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat dearly identifying the size and location of the existing riighht-of-way and use shall be provided or application could be delayed. tor qA r"eCallu%Callbaer.youdt4 1. Project Location/Address: r - L4 KAJ l 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date C v r,, Coomplpletion Date Emergency Repairs 4. Brief Description of Work: a 1AFWA7 AM N&I elm This application is submitted by: Properlyowner 1 V4 ff-ANXIO-Al htd &SSignature: Print Name: Address: %Wa NE/ Ahp R, ZZICZ / 1Phone: 07- -6%0 Fax- Date: It Maintenance ResponsibilitieslIndemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installatlonfimprovement fully restoring the rightot-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 inconflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at nocost to the City of Sanford insofar as such facilities are in the public right-d-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the rightcf-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requesters expense and, if necessary, filea lien on the Requesters property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequentiaQ, or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorneys fees up to andincluding anappeaQ, resulting inany fashion from or arising direly orindirectly out of orconnected with the useofthe Ciys right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: / .* - a4' / This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 6401.24 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: n,r i.rM.x.a>: . .;c,„,:.s:::>, •a;Ei •.s.;:i':,;.: })<;.;~;S:Y::,:;., ri.`r'Aw v v:.. .: •:T:'Y>.:.h:3 x,>.>::>'.i.., r:i' . Y'>.>.>i%' x wnY.>\. :. Y. i5i:1.•'i :.>::}': i , 5. .3,..,W. w.. ,i.r,.r...n. ...: ...n ,... .... n.:n,. /., N:. n>,.,x::>:::.%: i:" v>::.. •:: >::.:::,n:':r" :: \:: «vi:2. ixi•;Siir.s:• ~i;.-5•.x>i "%s:r >•}., a.:.,,:i :.)si,:;.,:3:;;:..' a.'3,:: ::i •.aii: }. L3,}:;'. hE.^.q.. cy: :i: J[>5.,1..: :.hLApptii;atigri'No: i•• :p»J>•:.>Fee.:.:• ::s •:1.^ :rD'ete:;:•!,.; 3..4::.>:,:;,;:'.i.:>,,: LS:rJ,. :J.'.w i..:. .1 v3 .p:. w. YQ:~ •. G1.. '.i:.! v',vw.'.vv.5li,iw,:,:w\'4w"r::..S:.3:.:LVw.i+vv'O::L:..::.J.S }.:'y::.,w.s:::"f•).:YYv4•:l:..YW.n i.4>.,....•,S>•.:: \:SSv:,./::.k. , .Y>.n'vY. a:,S v 'v}:,.. ,,."J.S..i.:.,. @IF.I@W@d.:. :::}.4 ::: •!••.:: .: ........ ..... s:`.p;i :i}: s:.;4Yw>s3.,:. e ': a. •: iici. x:,. ""ai:.;i:`. ! 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TAYLOR MORRISON OF FL INC en toouwrvaaaa Property Address: FL Parcel Information Legal Description pTOT 92 ----- — — -- HORNBROOKE PHASE 4 B 81 PGS 70-71 Ixes Value Summary 2017 Working 2016 Certified Values Values Valuation Method I Cost/Market I CostMlarket Number of Buildings -- 10 - 10 Depreciated Bldg Value 0 Depreciated EXFT Value 0 Land Value (Market) r-- 26.050 0 Land Value Ag 0 Just/MarketValue" i $26,050— to PortaDililyAdj 0 Save Our Homes Adj so 0 Amendment 1 Adj - 0 — 0 -- - P&G Adj O 0 Assessed Value 26.050 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $D.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 26,050 0 26,050 Schools -- - ----- - - - E28.050 EO 26,050 City Sanford - - --- -- - -- -- -- E26,050 0 26,050 SJWM(Saint Johns water Management) 26,050 ; 0 26.050 County Bonds 26.050 s0 26,050 Ies Description Date Book Page Amount Qualified VarJlmp No Sales l Find Comparable Sales Land Method Frontage Depth Units Units Price Land Value LOT I of 2 6/22/ 17, I :34 PM taylor morrison MOI,11. Inlplib CY YOu1711, TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 June, 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots in Phases 4 and 5 Address:. d 1 9; V or.0 Gw ovt La u This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Owner '` I lf Sign ture Brian Brunhofer weo2c,P AJfPO President, Taylor Morrison of Florida, Inc. Pr' ed Name Signature STATE OF FLORIDAZ `C.(.c/ a Iga COUNTY OF ORANGE Printed Name The foregoing instrument was acknowledged before me this /day of. 2017, y Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is personally known to me. A. RIG; O;JSSIO/y••. ii Vp y129. ?D o'• L Notary Publi fate V", aPrintName: H _ * 2 4wvo My mmisSion Expires: y• YFFIY22 ;er RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot92ThombrookeMonroeAGLW Builder Name: T`YLOR MORRISON e c Street: 4/6 P,o C-7 4rc care3j0t Permit Office: Ka K 1 City, State, Zip: FL. *vial. Permit Number: # 17 - 1 9 4 4 SANFORD Owner: Design Location: FL, Jurisdiction: 691500 Orlando County:: Seminole (Florida Climate Zone 2)pAR 1. New construction or existing New (From Plans) 9. Wall Types(3322.8 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1756.30 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1566.40 ft23. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1952 0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1952.00 ft2 6. Conditioned floor area above grade (1`12) 2872 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(453.3 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH. Garage 6 346.4 a. U-Factor: Dbl, U=0.34 357.29 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 228 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 96.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 30.0 SEER:15.00 c. U-Factor: N/A ft2 b. Central Unit 25.2 SEER:16.00 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft2 a. Electric Heat Pump 26.4 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 4.088 ft. Area Weighted Average SHGC: 0 312 14. Hot water systems 8. Floor Types (2872.0 sgft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1732.00 ft2 b. Conservation features EF: 0 950 b. Floor Over Other Space R=0.0 1085.00 ft2 None c. other (see details) R= 55.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 80.86Glass/Floor Area: 0.158 PASSTotalBaselineLoads: 84.79 1 hereby certify that the plans and specifications covered by Review of the plans and f ST,g7 this calculation are in compliance with the Florida Energy specifications covered by this p gHE O Code. - calculation indicates compliance with the Florida Energy Code. n,,,,-., •;, O PREPARED BY: 4`! Before construction is completed DATE: 3/7./-1.7 this building will be inspected for a compliance with Section 553.908 o I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. G'Op WE J 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. 3/7/2017 4:38 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot92ThombrookeMonroeAG Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2872 Lot # Owner. Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip. Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1732 16107.6 2 Block2 1140 10260 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1732 16107.6 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1140 10260 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 __ __- 55 fl' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 167.8 ft 0 1732 W 0.54 0 0.46 3 Floor Over Other Space 2nd Floor __ -_- 1085 ft° 0 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emin Deck Pitch Type Materials Area Area Color Absor. Tested Tested tnsul. deg) 1 Gable or Shed Composition shingles 1999 ft' 448 1`12 Medium 0.85 N 0.85 No 0 26.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1787 fl= N N 3/7/2017 4:38 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 549 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1403 ft' 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below Omt To Wall_T.ype R_Value-El-In_Et_in Area-R_Value_Eraction_Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 41 6 9 0 373.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 49 0 9 4 457.3 ft' 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul 1st Floor 41 4 11 9 4 45.9 W 0 0 0.6 0 4 E Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft° 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul 1st Floor 4.1 33 0 9 4 308.0 ft' 0 0 0.6 0 6 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 7 S Exterior Frame - Wood 2nd Floor 13 41 6 9 0 373.5 W 0 0.23 0.6 0 8 S Exterior Concrete Block - Int Insul 1st Floor 4.1 58 0 9 4 541.3 ft° 0 0 0.6 0 9 W Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft' 0 0.23 0.6 0 10 W Exterior Concrete Block - Int Insul 1st Floor 4.1 18 0 9 4 168.0 fl' 0 0 0.6 0 11 Exterior Frame - Wood 1st Floor 13 31 0 9 4 289.3 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 8 6 8 17.8 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0.34 0.31 30.0 fl= 1 ft 0 in 1 ft 4 in None None 2 N 1 Metal Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 It 4 in None None 3 N 2 Metal Low-E Double Yes 0.34 0.31 38.5 fl= 1 ft 0 in 11 ft 8 in None None 4 NE 3 Metal Low-E Double Yes 0.34 0.31 19.3 fl' 1 ft 0 in 1 ft 0 in None None 5 E 4 Metal Low-E Double Yes 0.34 0.31 30.0 fl' 1 fl0 in 1 ft 4 in None None 6 E 5 Metal Low-E Double Yes 0.34 0.31 38.5 fl' 1 ft 0 in 1 ft 0 in None None 7 E 5 Metal Low-E Double Yes 0.58 0.32 96 0 fl' 11 ft 0 in 0 ft 0 in None None 8 SE 6 Metal Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 1 ft 0 in None None 9 s 7 Metal Low-E Double Yes 0.34 0.31 45.0 ft' 1 ft 0 in 1 ft 4 in None None 10 s 8 Metal Low-E Double Yes 0.34 0.31 38.7 ft' 1 ft 0 in 11 ft 8 in None None 11 s 8 Metal Low-E Double Yes 0.34 0.31 15.0 ft' 1 fl0 in 11 fl8 in None None 12 w 9 Metal Low-E Double Yes 0.34 0.31 10.0 fl' 1 ft 0 in 1 ft 8 in None None 13 w 9 Metal Low-E Double Yes 0.34 0.31 12.0 ft° 1 4 0 in 1 fl8 in None None 14 w 9 Metal Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 8 in None None 15 w 10 Metal Low-E Double Yes 0.34 0.31 24.0 ft' 12 ft 0 in 0 ft 6 in None None 16 W 10 Metal Low-E Double Yes 0.34 0.31 16.0 ft' 12 It 0 in 0 ft 6 in None None 3/7/2017 4: 38 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg Wall Height Exposed Wall Insulation 1 499 ft' 384 ft' 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000292 2197.3 120.63 226.86 .2621 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 26.4 kBtu/hr 1 HSPF:8.9999 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. 15 30 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS J # Supply -- Location R-Value Area Return-- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 346.4 ft Attic 6 228 ft' Attic 2nd Floor 86.6 ft' Default Leakage Garage (Default) (Default) 57 ft' Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 3!7/2017 4:38 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling jj jj Jan Heating H Jan jj jj Feb M Feb jj ]]Mar jX] Mar r AprAprMayjjjjMa jjXj j Jun j Jun jX] Jul j ] Jul X AugXj j I AugSepSe j j Oct Oct W Nov Nov j j Dec jXj DecVenting [ ]Jan Feb X) Mar Apr Ma [)Jun Jul Au Se Xj Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80PM808078787878787878787878 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78PM787878787878787878787878 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68PM686868686868686868686666 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68PM686868686868686868686666 3!7/2017 4:38 PM EnergyGaugeS 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* = 95 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Faclor: 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: New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=4.1 1 c. N/A R= 4 d. N/A R= No 10. Ceiling Types Insulation a. Under Attic (Vented) R=30.0 2872 b. N/A R= Area c. N/A R= 357.29 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: Garage b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 96.00 ft' ft' ft' 4.088 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1732.00 ft' b. Floor Over Other Space R=0.0 1085.00 ft' c. other (see details) R= 55.00 ft' 12. Cooling systems a. Central Unit b. Central Unit 13 Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compli t features. Builder Signature: 11 Date: f0' Address of New Home: 4//S 966k-i G pj{.(,4 p,,t City/FL Zip: SQ h Area 1756.30 ft' 1566.40 ft' ft' ft' Area 1952.00 ft' ft' ft' R ft' 6 346.4 6 228 kBtu/hr Efficiency 30.0 SEER•15.00 25.2 SEER.16.00 kBtu/hr Efficiency 26.4 HSPF:9.00 21.8 HSPF:9.00 Cap: 50 gallons EF: 0.95 i:P Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may quality 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. 3f7/2017 4:38 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL -AIR Manual S Compliance Report Job: Lot92ThombrookeMonr... ro Date: 10-1-10 Kma-MOMMMM Z By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax 407.3333853 Web: WWW.DEL-AIR COM Project• • For: TAYLOR MORRISON MONROE III Cooling Equipment Design Conditions Outdoor design DB: 92.4°F Sensible gain: 20393 Btuh Entering coil DB: 76.6°F Outdoor design WB: 76.3°F Latent gain: 3413 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 23806 Btuh Indoor RH: 50% Estimated airflow: 1000 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-030-230-21+CBX27UH-030-230-++TDR Actual airflow: 1000 cfm Sensible capacity: 23127 Btuh 113% of load Latent capacity: 4250 Btuh 125% of load Total capacity: 27377 Btuh 115% of load SHR: 84% Heating Equipment Design Conditions Outdoor design DB: 41.9°F Heat loss: 22739 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.3°F Manufacturer: Lennox Model: 14HPX-030-230-21+CBX27UH-030-230-++TDR Actual airflow: 1000 cfm Output capacity: 27250 Btuh 120% of load Capacity balance: 38 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1000 cfm Output capacity: 6.2 kW 93% of load Temp. rise: 48 OF Meets are all requirements of ACCA Manual S. wri htsoft' 2017-Mar-0716:25:31 9 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 1ACQ\...brookeMonroeAGLW\Lol92ThombrookeMonroeAGLW.rup Cale - MJB Front Door laces: W 1 DEL -AIR Manual S Compliance Report Job: Lot92ThombrookeMonr... NUITWO - AM CM111" OM Date: 10-1-10 Z2 By: EJH 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 MONROE III Cooling Equipment Design Conditions Outdoor design DB: 92.4°F Sensible gain: 16950 Btuh Entering coil DB: 77.9°F Outdoor design WB: 76.3°F Latent gain: 2666 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 19617 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19263 Btuh 114% of load Latent capacity: 3108 Btuh 117% of load Total capacity: 22372 Btuh 114% of load SHR: 86% Heating Equipment Design Conditions Outdoor design DB: 41.9°F Heat loss: 12104 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.1OF Manufacturer: Lennox Model: 14HPX-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22449 Btuh 185% of load Capacity balance: 27 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 99% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C wri htsoft` 2017-Mar-07 16 25:31 f\ 9 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 2 brookeMonroeAGLW\Lot92ThombrookeMonroeAGLW.rup Calc - MJ8 Front Door laces- W DEL -AIR Component Constructions Job: Lot92ThornbrookeMonr... P Date: 10-1-10 Entire House By: EJH 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 MONROE III Design Conditions Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft Design TD (°F) 28 17 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.3 46.6 Dry bulb (°F) 42 92 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 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 It' BWhAp-'F M-•FRWh BWh/V BWh BWhAN BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" wood Irm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int Insh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" wood frm, 16" o.c. stud Windows 2A-2om: 2 glazing, Or low-e outr, air gas, mtl no brk Irm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 1.33 ft sep.); 6.67 ft head ht 2B-21m: 2 glazing, clr low-e ouir, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (2 ft window ht, 1.33 ft sep.); 6.67 It head ht 2A-2om: 2 glazing, Or low-e outr, air gas, mtl no brk frm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (6.27 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e ouir, air gas, mil no brk frm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.27 ft window ht, 1 ft sep.); 6.67 ft head ht n 338 0.091 13.0 2.56 863 2.32 782 e 330 0.091 13.0 2.56 844 2.32 764 s 329 0.091 13.0 2.56 840 2.32 761 w 323 0.091 13.0 2.56 826 2.32 748 all 1319 0.091 13.0 2.56 3373 2.32 3055 n 418 0.201 0 5.65 2364 4.29 1796 ne 27 0.201 0 5.65 152 4.29 115 e 173 0.201 0 5.65 978 4.29 743 se 27 0.201 0 5.65 152 4.29 115 s 487 0.201 0 5.65 2753 4.29 2092 w 128 0.201 0 5.65 723 4.29 549 all 1261 0.201 0 5.65 7121 4.29 5411 271 0.091 13.0 2.56 694 1.42 384 n 30 0.340 0 9.55 287 12.4 372 e 30 0.340 0 9.55 287 35.7 1071 s 45 0.340 0 9.55 430 12.7 571 all 105 0.340 0 9.55 1003 19.2 2013 n 6 0.340 0 9.55 57 12.4 74 n 39 0.340 0 9.55 369 12.4 480 s 39 0.340 0 9.55 369 13.9 537 all 77 0.340 0 9.55 739 13.1 1016 ne 19 0.340 0 9.55 185 27.1 523 e 39 0.340 0 9.55 369 35.7 1380 se 19 0.340 0 9.55 185 26.0 502 all 77 0.340 0 9.55 739 31.1 2406 wri htsoft• 2017-Mar-0716:25:31 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 1 brookeMonroeAGLW\Lot92ThombrookeMonroeAGLW.rup Calc - MJB Front Door faces: W 2A-2omd: 2 glazing, clr low-e ouir, air gas, mill no brk frm mat, clr innr, a 96 0.580 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2B-21m: 2 glazing, clr low-e outr, air gas, mil no brk frm mat, clr innr, s 15 0.340 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 11.67 It sep.); 6.67 ft head ht 2B-21m: 2 glazing, clr low-e outr, air gas, mtl no brk Irm mat, clr innr, w 10 0.340 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (2.5 It window ht, 1.67 ft sep.); 6.67 It head ht 2B-21m: 2 glazing, clr low-e ouir, air gas, mill no brk Irm mat, clr innr, w 12 0.340 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4 ft window ht, 1.67 ft sep.); 6.67 ft head ht 2B-21m: 2 glazing, clr low-e outr, air gas, mill no brk frm mat, cir innr, w 15 0.340 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 It window ht, 1.67 ft sep.); 6.67 ft head ht 10C-m: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, w 24 0.340 0 1/4" gap, 118" thk; NFRC rated (SHGC=0.31); 12 ft overhang (8 fl w 16 0.340 0 window ht, 0.5 ft sep.); 6.67 ft head ht all 40 0.340 0 Doors 11 DO: Door, wd sc type n 18 0.390 0 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1952 0.032 30.0 gypsum board ini fnsh Floors 20P-19c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-19 cav ins, gar ovr 55 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 168 0.989 0 CAwrightSOft' Right -Suite® Universal 2017 17.0.16 RSU24011 brookeMonroeAGLVALot92ThombrookeMonroeAGLW rup Cale - MJ8 Front Door faces: W 16.3 1565 16.8 1612 9.55 143 13.9 208 9.55 96 35.7 357 9.55 115 35.7 428 9.55 143 35.7 535 9.55 229 8.68 208 9.55 153 12.4 198 9.55 382 10.2 407 11.0 195 11.9 211 0.90 1755 1.73 3370 1.41 77 0.70 38 27.8 4664 0 0 2017-Mar-07 16 25,31 Page 2 DEL -AIR Component Constructions Job: Lot92ThombrookeMonr... 4IEA1Bro" Date: 10.1-10 Z1 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333.38M Web: WWW.DEL-AIR COM E ect Intormation For: TAYLOR MORRISON MONROE III Design Conditions Location: Indoor: Heating CoolingOrlandoIntlAP, FL, US Indoor temperature (OF) 70 75 Elevation: 105 it Design TD (OF) 28 17 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.3 46.6 Dry bulb (OF) 42 92 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M BWhiW-'F IN-"F/aWh Bbh/V BWh BWh/W BWh Walls 13A-2ocs: Blk wall, stucco exi, r-2 ext bd ins, 8" thk, 1/2" gypsum n 418 0.201 0 5.65 2364 4.29 1796 board int Irish ne 27 0.201 0 5.65 152 4.29 115 e 173 0.201 0 5.65 978 4.29 743 se 27 0.201 0 5.65 152 4.29 115 s 487 0.201 0 5.65 2753 4.29 2092 w 128 0.201 0 5.65 723 4.29 549 all 1261 0.201 0 5.65 7121 4.29 5411 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" 271 0.091 13.0 2.56 694 1.42 384 wood firm, 16" o.c. stud Windows 2A-2om: 2 glazing, Or low-e ouir, air gas, mill no brk trm mat, clr innr, n 39 0.340 0 9.55 369 12.4 480 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.27 ft s 39 0.340 0 9.55 369 13.9 537 window ht, 11.67 ft sep.); 6.67 ft head ht all 77 0.340 0 9.55 739 13.1 1016 2A-2om: 2 glazing, clr low-e ouir, air gas, mil no brk 1rm mat, Or innr, ne 19 0.340 0 9.55 185 27.1 523 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31), 1 ft overhang (6.27 it e 39 0.340 0 9.55 369 35.7 1380 window ht, 1 ft sep.); 6.67 ft head ht se 19 0.340 0 9.55 185 26.0 502 all 77 0.340 0 9.55 739 31.1 2406 2A-2omd: 2 glazing, clr low-e outr, air gas, mil no brk Irm mat, Or innr, a 96 0.580 0 16.3 1565 16.8 1612 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 it overhang (8 it window ht, 0 ft sep.); 6.67 ft head ht 2B-21m: 2 glazing, Or low-e ouir, air gas, mil no brk 1rm mat, Or innr, s 15 0.340 0 9.55 143 13.9 208 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 11.67 ft sep.); 6.67 ft head ht IOC-m: 2 glazing, clr low-e ouir, air gas, mill no brk Irm mat, Or innr, w 24 0.340 0 9.55 229 8.68 208 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 12 ft overhang (8 ft w 16 0.340 0 9.55 153 12.4 198 window ht, 0.5 it sep.); 6.67 ft head ht all 40 0.340 0 9.55 382 10.2 407 Doors 11 DO: Door, wd sc type n 18 0.390 0 11.0 195 11.9 211 W rl htsofR' 2017-Mar-07 16 25 319Right.Swte® Universal 2017 17.0.16 RSU24011 Page 3 brookeMonroeAGLW1Lot92ThombmokeMonroeAGLW.rup Calc = MJ8 Front Door laces: W Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2' 549 0.032 30.0 0.90 494 1.73 gypsum board intfnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 168 0.989 0 27.8 4664 948 Wtl 1tSOfi 2017-Mar-0716:25,319Right-Surle® Universal 2017 17.0.16 RSU24011 Page 4 brookeMonroeAGLW\Lot92ThombrookeMonroeAGLW.rup Calc - MJS Front Door laces W DEL -AIR Component Constructions Job: Lo192ThombrookeMonr... Date: 10-1-10 E°'°'° - AM CON1111111111111110111 Z2 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR COM ILiflaiect intormation For: TAYLOR MORRISON MONROE III Design Conditions Location: Indoor: Heating CoolingOrlandoIntlAP, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (OF) 28 17 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.3 46.6 Dry bulb (OF) 42 92 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality AverageWindspeed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ht BWh/W--•F 11+'F/BWh BWhN2 Bdh BWh/llr Bn,h Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board intfnsh, 2"x4" wood frm, 16" o.c. stud Partitions none) Windows 2A-2om: 2 glaring, Or low-e ouir, air gas, mtl no brk trm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5 ft window ht, 1.33 It sep.); 6.67 ft head ht 213-21m: 2 glazing, Or low-e ouir, air gas, mil no brk frm mat, clr innr, 1/4" gap, 1/8" thk: NFRC rated (SHGC=0.31); 1 ft overhang (2 ft window ht, 1.33 It sep.); 6.67 ft head ht 26.21m: 2 glaring, Or low-e ouir, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (2.5 ft window ht, 1.67 It sep.); 6.67 ft head ht 213-21m: 2 glaring, Or low-e ouir, air gas, mtl no brk frm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4 It window ht, 1.67 It sep.); 6.67 ft head ht 2B-2fm: 2 glazing, Or low-e outr, air gas, mtl no brk frm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (5 It window ht, 1.67 It sep.); 6.67 It head ht Doors none) n 338 0.091 13.0 2.56 863 2.32 782 e 330 0.091 13.0 2.56 8" 2.32 764 s 329 0.091 13.0 2.56 840 2.32 761 w 323 0.091 13.0 2.56 826 2.32 748 all 1319 0.091 13.0 2.56 3373 2.32 3055 n 30 0.340 0 9.55 287 12.4 372 e 30 0.340 0 9.55 287 35.7 1071 s 45 0.340 0 9.55 430 12.7 571 all 105 0.340 0 9.55 1003 19.2 2013 n 6 0.340 0 9.55 57 12.4 74 w 10 0.340 0 9.55 96 35.7 357 W 12 0.340 0 9.55 115 35.7 428 w 15 0.340 0 9.55 143 35.7 535 Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2' 1403 0.032 30.0 0.90 1262 1.73 2422 gypsum board int fnsh C Wrl ht:5oft- 2017-Mar-0716.25:319Right•Sude® Universal 2017 17.0.16 RSU24011 brookeMonroeAGLW\Lot92ThombrookeMonroeAGLW.rup Calc " MJ8 Front Door faces W Pape 5 Floors 20P-19c: Fir floor, irm fir, 6" thkns, carpet fir fnsh, r-19 cav ins, gar ovr 55 0.050 19.0 1.41 77 0.70 38 C wri htsoft" 2017-Mar-0716:25:319Right•Suite® Universal 2017 17.0.16 RSU24011 Page 6 brookeMonroeAGLW%Lot92ThombrookeMonroeAGLW rup Cale = MJ6 From Door faces- W DEL -AIR Project SummaryY Job: Lot92ThombrookeMonr... Date: 10-1-10 HUM-M Entlt'e House By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407.333-3653 Web: WWW.DEL-AIR.COM Proiect Information For: TAYLOR MORRISON MONROE III Notes: ANDALUCIA (2 units) 1/14/2011 FJF RSVD 1-21-11 JC RVSD 05.28.15 JB LS 3/7/17 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 17 OF Daily range M Relative humidity 50 Moisture difference 47 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 28775 Btuh Structure 27831 Btuh Ducts 6069 Btuh Ducts 9512 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 34M Btuh Use manufacturer's data Ratelswing multiplierEquipment 1.00 Infiltration sensible load 37344 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 4305 Btuh Ducts 1774 Btuh Central vent (0 cfm) 0 Btuh Area Heating Cooling ft2) 2872 2872 Equipment latent load 6079 Btuh Volume (ft3) 28105 28105 Air changes/hour 0.41 0.21 Equipment total load 43423 Btuh Equiv. AVF (cfm) 192 98 Req. total capacity at 0.70 SHR 4.4 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/BtuhStaticpressure0inH2OStaticpressure0inH2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. Wright5offt' Righl-Suile® Universal 2017 17.0.16 RSU24011 2017•Mar-07 16: ag 31 Page 1 brookeMonroeAGLW\Lo192ThombrookeMonroeAGLW rup Calc = MJ8 Front Door laces: W 1 DEL -AIR Project Summary Job: Lot921rhombrookeMonr... 7 Date: 10.1-10 1EAtOfB • R/i colfnmamtn Zi By: EJH 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 MONROE III Notes: ANDALUCIA (2 units) 1/14/2011 FJF RSVD 1-21-11 JC RVSD 05.28.15 JB LS 3/7/17 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 17 OF Daily range M Relative humidity 50 % Moisture difference 47 gr/lb Heating Summary Structure 19790 Btuh Ducts 2949 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 22739 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg CoolingArea (W) 1732 1732 Volume (ft3) 16157 16157 Air changes/hour 0.37 0.19 Equiv. AVF (cfm) 99 51 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-030-230-21 AHRI ref 9139626 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 38 OF 9 HSPF 26400 Btuh @ 470F 24 0 1000 cfm 0.044 cfm/Btuh 0.30 in H2O Backup: Input = 6 kW, Output = 21158 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 16201 Btuh Ducts 4192 Btuh Central vent (0 ctm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Ratelswing multiplier 1.00 Equipment sensible load 20393 Btuh Latent Cooling Equipment Load Sizing Structure 2803 Btuh Ducts 610 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3413 Btuh Equipment total load 23806 Btuh Req. total capacity at 0.75 SHR 2.3 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-030-230-21 Coil CBX27UH-030-230•++TDR AHRI ref 9139626 Efficiency 13.0 EER, 15 SEER Sensible cooling 22500 Btuh Latent cooling 7500 Btuh Total cooling 30000 Btuh Actual air flow 1000 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4CA + wrightsofFt' R;ght-Suite®Universal 2017 17.0.16 RSU24011 2017-Mar-07 16:25 31 Page 2 brookeMonroeAGLW\Lot92ThombrookeMonroeAGLW.rup Cak - MJ8 From Door faces: W 1' DEL -AIR Project Summary Job: Lo192ThombrookeMonr... 7 Date: 10.1-10 1fttAr018 • IIB 1OND11101111110 Z2 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM Proiect Information For: TAYLOR MORRISON MONROE III Notes: ANDALUCIA (2 units) 1/14/2011 FJF RSVD 1-21-11 JC RVSD 05.28.15 JB LS 317/17 JA Desi_qn Information Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 17 OF Daily range M Relative humidity 50 % Moisture difference 47 gr/lb Heating Summary Structure 8985 Btuh Ducts 3119 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 12104 Btuh Infiltration Method Construction qualityFireplaces Simplified Average 0 He 111n9 Coo1;ngArea (ft2 40 40 Volume (ft3) 11948 11948 Air changes/hour 0.47 0.24 Equiv. AVF (cfm) 93 48 Heating Equipment Summary Make Lennox Trade MERIT Model 14HPX-024-230-21 AH R I ref 9139471 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 27 OF 9 HSPF 21800 Btuh @ 47°F 4 0 840 cfm 0.069 cfm/Btuh 0.30 in H2O Backup: Input = 4 kW, Output = 11988 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 11630 Btuh Ducts 5320 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 16950 Btuh Latent Cooling Equipment Load Sizing Structure 1502 Btuh Ducts 1165 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2666 Btuh Equipment total load 19617 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-21 Coil CBX27UH-024-230'++TDR AHRI ref 9139471 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.050 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Mar-07 16:25.31wrightsoft Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 3 brookeMonroeAGLW\Lot92ThombrookeMonroeAGLW.rup Calc = MJB Front Door faces: W DEL -AIR Right-J® Worksheet Entire House DEL-AIRHEATING & AIR 631 CODISCO WAY, SANFORD, FL 32771CONDITIONING 3269Fax: 407.333.3853 Web: WWW DEL-AIR.COM Job: Lot92ThombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name Entire House Z1 2 Exposed wall 330.8 11 167.8 It 3 Room height 9.2 It 9.3 1t 4 Room dimensions 5 Room area 3059.3 It2 1731.8 f12 Ty Construction number U- value Btuh/ ft2-•F) Or HTM Btuh/ ft2) Area ( It2) or perimeter (it) Load Btuh) Area ( It2) or perimeter (It) Load Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 jl 12C-0sw 2A- 2om 2B- 21m 0. 091 0. 340 0. 340 n n n 2. 56 9. 55 9. 55 2. 32 1240 12. 40 374 30 6 338 0 0 863 287 57 782 372 74 0 0 0 0 0 0 0 0 0 0 0 0 fC13A- 2ocs 0.201 n 5.65 4.29 457 418 2364 1796 457 418 2364 1796 11 2A-tom 0.340 n 9.55 12.40 39 0 369 480 39 0 369 480 13A- 2ocs 2A• 2om 12C- 0sw 0201. 0. 340 0. 091 no ne a 5. 65 9. 55 2. 56 4. 29 27. 06 2. 32 46 19 360 27 0 330 152 185 844 115 523 764 46 19 0 27 0 0 152 185 0 115 523 0 VjlG 2A•2om 0.340 0. 201 a a 9. 55 5. 65 35. 69 4. 29 30 308 0 173 287 978 1071 743 0 308 0 173 0 978 0 743 T13A-2ocs y/ 2A• 2om 2A- 2omd 13A• 2ocs 0. 340 0. 580 0. 201 a a se 9. 55 16. 30 5. 65 35. 69 16. 79 4. 29 39 96 46 0 96 27 369 1565 152 1380 1612 115 39 96 46 0 96 27 369 1565 152 1380 1612 115 L- G t12C- 0sw 2A• 2om 0.340 0. 091 se s 9. 55 2. 56 25. 97 2. 32 19 374 2 329 185 840 502 761 19 0 2 0 185 0 502 0 G Vy 2A- 2om 13A- 2ocs 2A• 2om 0. 340 0. 201 0. 340 s s s 9. 55 5. 65 9. 55 12. 68 4. 29 13. 88 45 541 39 37 487 0 430 2753 369 571 2092 537 0 541 39 0 487 0 0 2753 369 0 2092 537 I--(C? V) I 2B- 21m 12C- 0sw 28. 21m 0. 340 0. 091 0. 340 s w w 9. 55 2. 56 9. 55 13. 88 2. 32 35. 69 15 380 10 0 323 0 143 826 96 208 748 357 15 0 0 0 0 0 143 0 0 208 0 0 IIF-----f(C'; 2B- 21m 28. 21m 0. 340 0. 340 w w 9. 55 9. 55 35. 69 35. 69 12 15 0 0 115 143 428 535 0 0 0 0 0 0 0 0 VjJ R D 13A• 2ocs ioc- m 28. 21m 12C- 0sw 11D0 0. 201 0. 340 0. 340 0. 091 0. 390 w w w n 5. 65 9. 55 9. 55 2. 56 10. 96 4. 29 8. 68 12. 40 1. 42 11. 88 168 24 16 289 18 128 24 16 271 18 723 229 153 694 195 549 208 198 384 211 168 24 16 289 18 128 24 16 271 18 723 229 153 694 195 549 208 198 384 211 C F F 168. 30ad 20P• 19c 22A- tpl 0. 032 0. 050 0. 989 0. 90 1. 40 27. 79 1. 73 0. 70 0. 00 1952 55 1732 1952 55 168 1755 77 4664 3370 38 0 549 0 1732 549 0 168 494 0 4664 948 0 0 61 c) AED excursion 01 0 Envelope loss/gain 22861 21526 16736 12602 12 a) Infiltration 5914 1876 3054 969 b) Room ventilation 0 0 0 0 13 Irdemal gams: Occupants @ 230 6 1380 6 1380 Appliances/ other 3050 140 Subtotal ( lines 6 to 13) 287751 27831 1197% 16201 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 28775 0 0 27831 0 0 19790 0 0 16201 15 Duct bads 21% 34% 6069 9512 15% 261% 2949 4192 Total no m bad Air required (clm) 34843 1840 37344 1840 1 1 22739 1000 20393 1000 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Ad- wrightSOft- Right -Suite® Universal 2017 17 0.16 RSU24011 2017-Mar-07 16:25: 1 brookeMonroeAGLW1Lot92ThombrookeMonroeAGLW. rup Cak = MJ8 Front Door laces: W g QEL-AIR Right-J® Worksheet Entire House DEL-AIRHEATING& AIR 531 CODISCO WAY, SANFORD, FL 3277C1 Phone 40-333.266655 Fax: 407-333.3853 Web WWW.DEL-AIR.COM Job: LotWhombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name Z2 2 Exposed wall 163.0 it 3 Room height 9.0 II 4 Room dimensions 5 m Rooarea1327.5 W Ty Construction U•value Or HTM Area (III Load Area Load number Btuh/ I12-•F) BtuN111 or perimeter (It) Bluh) or perimeter Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 Vy 12C-0sw 0.091 n 2.56 2.32 374 338 863 782 2A-2nm 2B-21m 0.340 0.340 n n 9. 55 9.55 12 40 12.40 30 6 0 0 287 57 372 74 13A- 2ocs 0.201 n 5.65 4.29 0 0 0 0 11 ZA- tom 0.340 n 9.55 12.40 0 0 0 0 Vy 13A• 2ocs 0.201 ne 5.65 4.29 0 0 0 0 G 2A- 2om 0.340 ne 9.55 27.06 0 0 0 0 1y 12C- 0sw 0.091 a 2.56 2.32 360 330 844 764 1--G 2A-2om 0.340 a 9.55 35.69 30 0 287 1071 13A•2ocs 0.201 a 5.65 4.29 0 0 0 0 2A-ZDm 0.340 a 9.55 35.69 0 0 0 0 Y---^ 2A• 2omd 13A-2ocs 0.580 0201. a se 1& 30 5.65 16.79 4.29 0 0 0 0 0 0 0 0 Vy 2A- 2bm 12C-0sw 0.340 0.091 se s 9. 55 2.56 25.97 2.32 0 374 0 329 0 840 0 761 Ili 2A- 2om 0.340 s 9.55 12.68 45 37 430 571 vy 13A- 2ocs 2A-2om 0.201 0.340 s s 5. 65 9.55 4.29 13.88 0 0 0 0 0 0 0 0 Imo_( VjI28. 21m B-21m 2B•21m0.340 0.340 0. 340sw w 9. 55 2.56 9.56 13.88 2.32 35.69 0 310 10 0 320 0 0896 96 0 748 357 357 III-fGCa2B-21m 2B-21m 0.340 0.340 w w 9. 55 9.55 35,69 35,69 12 15 0 0 115 143 428 535 LS 13A- 2ocs 10C-m 2B-21m 0.201 0.340 0.340 w w w 5. 65 9.55 9.55 4.29 8.68 12.40 0 0 0 0 0 0 0 0 0 0 0 0 12C- Osw 0.091 2.56 1.42 0 0 0 0 11 DO 0.390 n 10.96 11.88 0 0 0 0 C 16B• 30ad 0.032 0.90 1.73 1403 1403 1262 2422 F 20P- 19c 0.050 1.40 0.70 55 55 77 38 F 22A- tpi 0.989 27.79 000 0 0 0 0 61 c) AED excursion 0 Envelope loss/ gain 6125 89t23 12 a) Irdiflrmion 28W 907 b) Room ventilalion 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other I= Subtotal (lines 6 to 13) 8985 11630 Less external bad 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 8985 11630 15 Duct bads 135% 46% 3119 5320 Total room bad 12104 16950 Air required ( cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Right - Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-07 16:25,31 Page 2 WJ brookeMonroeAGtLol92ThombrookeMonroeAGLW rupCale- MJB Front Door laces: W 1' DEL -AIR M Right-J® Worksheet Z1 DEL -AIR HEATING & AIR CgNDITIONIN 1IPax. 407.333.3653 Web: WWW.DEL•AIR.COM531CODISCOWAY, SANFORD, FL 32771 hone: 407-333.2665 Job: Lo192ThombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name Zt MBDRM 2 Exposed wall 167.8 It 44.3 It 3 Room height 9.3 It 9.3 It heal/cool 4 5 Room dimensions Room area 1731.8 It= 1.0 x 298.8 It 298.8 ft2 Ty Construction U-value Or HTM Area (It) Load Area (III Load Stuh/42-•F) Btuh/ft2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 Vjl 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A•2an 2B-21m 0.340 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0I-fCi 11 13A•2ocs 2A-2on1 0.201 0.340 n n 5.65 9.55 4.29 12.40 457 39 418 0 2364 369 1796 480 98 0 98 0 Sm 0 420 0 Vy C 13A•20cs 0.201 no 5.65 4.29 46 27 152 115 46 27 152 115 2A-2om 12C-0sw 0.340 0.091 ne a 9.55 0.00 27.06 0.00 19 0 0 0 185 0 523 0 19 0 0 0 185 0 523 01y V613A•2ocs 2A•2om 0.340 0.201 a a 0.00 5.65 0.00 4.29 0 308 0 173 0 978 0 743 0 89 0 50 0 282 0 214 yl 2A-2om 2A•2omd 13A-2ocs 0.340 0.580 0.201 a a Se 9.55 16.30 5.65 35.69 16.79 4.29 39 96 46 0 96 27 369 1565 152 1380 1612 115 39 0 46 0 0 27 389 0 152 1380 0 115 IL^ yl ZA•2om 12C-0sw 0.340 0.091 se s 9.55 0.00 25 97 0.00 19 0 2 0 185 0 502 0 19 0 2 0 185 0 502 0 G 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A•2ocs 2A-2om 0.201 0.340 s s 5.65 9.55 4.29 13 88 541 39 487 0 2753 369 2092 537 135 0 135 0 764 0 581 0 L G^ 28•21m 2B-21m2B-21m 0.340 0. 3400.340 s w w 9.55 0.00 0.00 13.88 0.00 0.00 15 0 0 0 0 0 143 0 0 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0III-ffGi 2B-21m 2B-21m 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VII 13A-tors 10C-m 2B-21m 0.201 0.340 0.340 w w w 5.65 9.55 9.55 4.29 8.68 12.40 168 24 16 128 24 16 723 229 153 549 208 198 0 0 0 0 0 0 0 0 0 0 0 0IL_GG q D 12C-0sw 0.091 2.56 1.42 289 271 694 384 0 0 0 0 11D0 0.390 n 10.96 11.88 18 18 195 211 0 0 0 0 C F F 16B-30ad 2OP-19c 22A-Ipl 0.032 0.050 0.989 0.90 0.00 27.79 1.73 0.00 0.00 549 0 1732 549 0 168 494 0 4664 948 0 0 382 0 299 382 0 44 343 0 1232 659 0 0 61 c) AED excursion 0 58 Errvelope loss/gain 16736 12602 4217 4569 12 a) lydihration 3054 969 808 256 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 1250 0 Subtotal (lines 6 to 13) 19790 16201 50125 W56 Less external load 0 0 0 0 Less transfer Redistribution 0 0 0 0 0 0 0 0 14 Subtotal 19790 16201 5025 5055 15 Duct bads 15% 26% 2949 4192 19% 37% 952 1893 Total mom bad 22739 20393 5977 6948 Air required (calm) 1000 1000 263 341 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrightsoft' Righl•SuileO Universal 2017 17.0 16 RSU24011 2017•Mar-07 1 :2 31 e 3 brookeMonroeAGLIMLot92ThombrookeMonroeAGLW.rup Cale = MJB Front Door faces W g j' DEL -AIR rum • uuw eamtaro Right-J® Worksheet Zi DEL -AIR HEATING 81 AIR 9NDITI9 INCH531CODISCOWAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333 3853 web: WWW DEL•AIR.COM Job: LotMhombrookeMonroeA... Date: 10-1-10 By: EJH I Room name MWIC1 MWIC2 2 Exposed wall 7.0 It 0 it 3 Room height 9.3 It heat/cool 9.3 It heal/cool 4 5 Room dimensions Room area 7.5 x 7.0 It 52.5 112 7.5 x 5.0 It 37.5 IV Ty Construction U-value Or HTM Area (III Load Area (III Load number Btu1(112••F) B1ulVlt2) or perimeter (It) Btuh) or perimeter (It) Stuh) Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 V)I 12C-Osw 2A•2om 2B-21m 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 11 2A•2om 0.340 n 9.55 12.40 0 0 0 0 0 0 0 0 y/ G 13A-2ocs 2A•2Dm 12C-Osw 0201. 0.340 0.091 ne no a 5.65 9.55 0.00 4.29 27.06 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 0y/ L _G y/ 2A-2om 13A-2ocs 0.340 0.201 a a 0.00 5.65 0.00 4.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GG 2A•2om 2A-2omd 0.340 0.580 a a 9.55 16.30 35.69 16.79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A•2ocs 0201. se 5.65 4.29 0 0 0 0 0 0 0 0 G t_G12C-Osw 2A-2om 0.340 0.091 se s 9.55 0.00 25.97 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 vll 13A-2ocs 0.201 s 5.65 4.29 65 65 389 280 0 0 0 0 2A-2bm 0.340 s 9.55 13.88 0 0 0 0 0 0 0 0i -(G 1y I--(tC`' 2B-21m 2B•21m28-21m 0.340 0. 3400.340 s w w 9.55 0.00 0.00 13.88 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 2B-21m 28-21m 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1rN LL---(f 13A-2ocs IOC-m 28.21m 0.201 0.340 0.340 w w w 5.65 9.55 9.55 4.29 8.68 12.40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 D IIDO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.90 1.73 15 15 13 26 15 15 13 26 F 2OP•19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.79 0.00 53 7 195 0 38 0 0 0 61 c) AED excursion 1-19 1 Envelope lossigain 577 287 13 24 12 a) Infiltration 127 40 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appluances/ olher 0 0 Subtotal ( lines 6 to 13) 704 328 13 24 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 704 328 13 24 15 Duct bads 19% 37% 133 123 19% 37% 3 9 Taal room bad 838 451 16 34 Air required (cim) 37 22 1 1 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft- Right-Suite4D Universal 2017 17.0.16 RSU24011 2017-Mar•07 1 :25:31 4 brookeMonroeAGLW\ Lot92ThombrookeMonroeAGLW.rup Cale - MJB Front Door laces: W g 1' DEL -AIR mm- = aorwo Right-J® Worksheet Zi DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C1 PnoneD40 333N266N5 Fax: 407-333-3853 Web- WWW.DEL-AIR.COM Job: LotWhombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name W/C MBATH 2 Exposed wall 0 It 6.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions mRooarea 7. 5 x 4.0 It 30. 0 112 1. 0 x 130.5 It 130. 5 112 Ty Construction U•value Or HTM Area (It2) Load Area (It2) Load number Btuh/112-*F) BluNltl or perimeter (It) Btuh) or perimeter (It) Btuh) Heal Cool Gnus N/P/S Heat Cool Gross N/P/S Heat Cod 6 vll I-( C 12C- 0sw0.091 n 0.000.00 0 0 0 0 0 0 0 0 2A• 2Dm 2B- 21m 0. 340 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tL- C 13A• 2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 11 2A-2an 0.340 n 9.55 12.40 0 0 0 0 0 0 0 0 Vy L--- G 13A- 2os 0.201 ne 5.65 4.29 0 0 0 0 0 0 0 0 2A• 2om 0.340 0. 091 ne a 9. 55 0. 00 27. 06 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t-G12C-0sw 2A- Zan 0.340 a 0.000.00 0 0 0 0 0 0 0 0 13A• 2ocs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 2A- 2an 2A• 2omd 0. 340 0. 580 a a 9. 55 16. 30 35. 69 16. 79 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tyl 13A•2ocs 0.201 se 5.65 4.29 0 0 0 0 0 0 0 0 t12C- 0sw2A• 2om 0.340 0. 091 se s 9. 55 0. 00 25. 97 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G2A• 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Yy 13A•2ocs 0.201 s 5.65 4.29 0 0 0 0 56 41 231 176 2A- 2om 0.340 s 9.5513.68 0 0 0 0 0 0 0 0 I G V) I 2B- 21m 12C- 0sw28- 21m 0. 340 0. 09 0. 3400 s w w 9. 55 0. 00 0. 00 1188 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 143 0 0 208 0 0 28- 21m 28- 21m 0. 340 0. 340 w w 0. 00 0. 000. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V IL 13A- 2ocs 10C- m 28- 21m 0. 201 0. 340 0. 340 w w w 5. 65 9. 55 9. 55 4. 29 8. 68 12. 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CCR 12C-0sw0.091 2.56 1.42 0 0 0 0 0 0 0 0 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.90 1.73 0 0 0 0 0 0 0 0 F 20P-19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Ipl 0.989 27.79 0.00 30 0 0 0 131 6 167 0 61 c) AED excursion 1-31 11 Envelope loss/gain 0 3 542 395 12 a) Inlillration 0 0 109 35 b) Roan ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 50 0 Subtotal ( lines 6 to 13) 0 47 651 430 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 47 651 430 15 Duct bads 110% 10% 0 5 10% 10% 651 43 Total mom bad 0 52 716 473 Air required (clm) 0 3 1 131 23 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-07 16:25:31 A... brookeMonroeAGLW\Lo192ThombrookeMonroeAGLW.rup Cak: - MJ8 Front Door laces: W Page 5 DEL -AIR r r • ar emrraro Right-J® Worksheet Z1 DEL -AIR HEATING & AIR CPNDITIQ NING531CODISCOWAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL•AIR.COM Job: Lot92ThombrookeMonroeA... Date: 10-1-10 By: 1EJH I Room name PWDR DINING/FOYER 2 3 Exposed wall Room height 6.0 It 9.3 It heat/cool 48.5 It 9.3 It heaYcool 4 5 Room dimensions Room area 6.5 x 6.0 It 39.0 h2 1.0 x 430.0 It 430.0 It2 Ty Construction number U-value BtulVft2-*F) Or HTM BtuNl12) Area (112) or perimeter (it) Load Stuh) Area (112) or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 V)I 12C-0sw 2A-tom 28.21m 0.091 0.340 0.340 n n n 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 0l-f( 11 VL 13A-2ocs 2A-2om 13A•2ocs 2A•2om 0.201 0.340 0.201 0.340 0.091 n n ne ne a 5.65 9.55 5.65 9.55 0.00 4.29 12.40 4.29 27.06 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56 0 0 0 0 56 0 0 0 0 316 0 0 0 0 240 0 0 0 0 Vy G t12C-0swG VLS13A-2ocs 2A•2om 0.340 0.201 a a 0.00 5.65 0.00 4.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 2A-2om 2A•2omd 13A-2ocs 0.340 0.580 0.201 a a se 9.55 16.30 5.65 35.69 16.79 4.29 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 1y 2A•2om 12C-0sw 0.340 0.091 se s 9.55 0.00 25.97 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LG Vy 2A-2om 13A•2ocs 2A-2om 0.340 0.201 0.340 s s s 0.00 5.65 9.55 0.00 4.29 13.88 0 56 0 0 56 0 0 316 0 0 240 0 0 229 39 0 190 0 0 1073 369 0 815 537 Vjl 2B-21m 12C-0sw 2B-21m 2B•21m 28.21m 0.340 0. 0.340340 0.340 0.340 s w w w w 9.55 0.00 0.00 0.00 0.00 13.88 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0IL---C( C`'' 1yL2 13A•2ocs 10C-m 2B-21m 0201 0.340 0.340 w w w 5.65 9.55 9.55 4.29 8.68 12.40 0 0 0 0 0 0 0 0 0 0 0 0 168 24 16 128 24 16 723 229 153 549 208 198 q D C F F 12C-0sw 11 D0 168.30ad 20P-19c 22A•tpl 0.091 0.390 0.032 0.050 0.989 n 2.56 10.96 0.90 0.00 27.79 1.42 11.88 1.73 0.00 0.00 0 0 0 0 39 0 0 0 0 6 0 0 0 0 167 0 0 0 0 0 84 0 0 0 430 84 0 0 0 49 215 0 0 0 1348 119 0 0 0 0 61 c) AED excursion 15 341 Envelope loss/gain 483 225 4426 3008 12 a) Infiltration b) Room verailation 109 0 35 0 882 0 280 0 13 Internal gains: Occupants @ 230 0 0 1 230 ApOiances/other 0 0 Sublolal(lines 6 to 13) 592 260 5308 3518 Less external bad 0 0 0 0 14 15 Less transfer Redistribution Subtotal Duct bads 10% 10% 0 0 592 59 0 0 260 26 10%1 10Yo 0 0 5308 531 0 0 3518 352 Taal room bad Air required (clm) 651 29 286 141 5839 257 3870 190 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightSOlTt' Right•Suite® Universal 2017 17.0.16 RSU24011 2017•Mar-07 1 a5eBbrookeMonroeAGLW\Lol92ThombrookeMonmeAGLW rup Cale - MJ8 Front Door laces: W g DEL -AIR a o • m arronrorrara Right-J® Worksheet Z1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 32771 ho oo-N266N5 Fax 407-333.3853 Web: WWW.DEL•AIR COM Job: LotWhombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name MUD PANTRY 2 Exposed wall 6.5 It 0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 6.5 It 39.0 It2 1.0 x 16.6 It 16.6 I12 Ty Construction U•value Or HTM Area ' (W) Load Area (It2) Load BtuIV112-*F) Btuh/112) or perimeter (IQ Stuh) or perimeter (It) Stuh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 Vy 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 2B-21m 0.340 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01-CC 11 13A•2ocs 2A-2om 0.201 0.340 n n 5.65 9.55 4.29 12.40 61 0 61 0 343 0 260 0 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 ne 5.65 4.29 0 0 0 0 0 0 0 0 2A•2Dm 12C-0sw 0.340 0.091 ne a 9.55 0.00 27.06 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy G y/ 2A•2om 13A-2ocs 0.340 0.201 a a 0.00 5.65 0.00 4.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L__GG t13A-2ocs 2A-2Dm 2A-2Dmd 0.340 0.580 0.201 a 9 se 9.55 16.30 5.65 35.69 16.79 4.29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G Vy 2A•2om 12C-0sw 0.340 0.091 se s 9.55 0.00 25,97 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V G Vy 2A.2om 13A•2ocs 2A-2om 0.340 0.201 0.340 s s s 0.00 5.65 9.55 0.00 4.29 Ia88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0l__ C` Vjl 28•21m 2B-21m2B-21m 0.340 0.09 0.3400 s w w 9.55 0.00 0.00 13.88 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 2B•21m 2B•21m 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl L- G 13A•2ocs tOC-m 2B-21m 0.201 0.340 0.340 w w w 5.65 9.55 9.55 4.29 8.68 12.40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q D 12C-0sw 0.091 2.56 1.42 56 38 98 54 33 33 84 46 11D0 0.390 n 10.96 11.88 18 18 195 211 0 0 0 0 C F F 16B-30ad 2DP-19c 22A•tpl 0.032 0.050 0.989 0.90 0.00 27.79 1.73 0.00 0.00 0 0 39 0 0 7 0 0 181 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 61 c) AED excursion 3p 2 Envelope loss/gain 816 495 84 44 12 a) Infiltration 118 37 0 0 b) Room ventilation 0 0 0 0 13 Intemal gams: Occupants @ 23D 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 934 5XI 84 44 Less external load 0 0 0 0 14 Less transfer Redstnbulion Subtotal 0 0 934 0 0 533 0 0 84 0 0 44 15 Duct bads 10% 10% 93 53 100/0 10% 81 4 Total room bad 1027 586 92 48 Air required (cim) 45 29 4 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rk wrighttsoft- Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-07 1 :25e1 brookeMonroeAGLW\Lol92ThombrookeMonroeAGLW.rup Cale. MJ8 Front Door laces. W g 1' DEL -AIR Raw-rweorrarrroraro Right-J® Worksheet Zi DEL -AIR HEATING 8t AIR 914DITIONIN9531CODISCOWAY, SANFORD, FL 32771 hone: 407-333.26 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot92ThombrookeMonroeA... Date: 10-1.10 By: EJH 1 Room name KITCHEN/BRKFST FAMILY 2 Exposed wall 9.5 It 40.0 It 3 Room height 9.3 It heal/cool 9.3 If heat/cod 4 5 Room dimensions Rooarea m1. 0 x 295.1 It 295. 1 It2 1. 0 x 362.8 It 362. 8 W Ty Contstrtrction U-value Or HTM Area (Its Load Area (Itj Load number Btuhrlt;•F) BtuWft2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cod 6 yl 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 213- 21m 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 5.65 429 89 50 282 214 154 154 889 661 11 2A-2orn 0.340 n 9.55 1240 39 0 369 480 0 0 0 0 Vy 13A•2ocs 0.201 ne 5.65 4.29 0 0 0 0 0 0 0 0 C Vy 2A- 2om 12C- 0sw 0. 340 0. 091 no a 9. 55 0. 00 27. 06 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- G 2A-2bm 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 a 5.65 4.29 0 0 0 0 219 123 696 529 2A- 2om 0.340 a 9.55 35.69 0 0 0 0 0 0 0 0 I;_( G 2A• 2omd 0.580 a 16.30 16.79 0 0 0 0 96 96 1565 1612 yl 13A-2ocs 0201. se 5.65 4.29 0 0 0 0 0 0 0 0 I- G yl 2A- tom 12C- 0sw0. 340 0. 091 se s 9. 55 0. 00 25. 97 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- G 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 2A- 2om 0.340 s 9.55 13.88 0 0 0 0 0 0 0 0 IG^ 2B• 21m 0.340 s 9.55 1188 0 0 0 0 0 0 0 0 12C- 0sw 213 0. 091 340- 21m0.340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28- 21m 2B- 21m 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj/ 13A•2ocs tOC- m 2B- 21m 0. 201 0. 340 0. 340 w w w 5. 65 9. 55 9. 55 4. 29 8. 68 12. 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 sR 12C-0sw 0.091 2.56 1.42 117 117 298 165 0 0 0 0 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 0C 16B-30ad 0.032 0.90 1.73 0 0 0 0 137 137 123 237 F 20P-19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•tp 0.989 27.79 0.00 295 10 264 0 363 40 1112 0 61 c) AED excursion 1-114 226 Envelope losstgain 1214 745 4365 2812 12 a) Infiltration 173 55 728 231 b) Room vernitation 0 0 0 0 13 Internal gains Occupants @ 230 0 0 4 920 Appiances/ other 1200 0 Subtotal ( lines 6 to 13) 1387 2000 15093 39fi2 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1387 2000 5093 3962 15 Duct bads 10'yo10% 139 200 19% 37% 965 1484 Total mom bad IS25 2200 6058 5446 Air required (cfm) 67 108 1 266 267 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOft' Right -Suite® Universal 2017 17 0.16 RSU24011 2017-Mar-07 16Page ge8brookeMonroeAGLW\L0192ThombrookeMonroeAGLW rupCalc - MJB Front Door laces: W DEL -AIR auo • nun emlru ro Right-J® Worksheet Z2 DEL -AIR HEATING & AIR CgNDITIO NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: LotWhombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name Z2 OPEN TO BELOW 2 Exposed wall 163.0 It 43.5 It 3 Room height 9.0 ft 9.0 ft heal/cool 4 5 Room dimensions Room area 1327.5 ft2 1.0 x 168.0 It 168.0 112 Ty Constriction U-value Or HTM Area (112) Load Area (It2) load number Btuh/112-'F) BtuN112) or perimeter (It) Stuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vjl 12C-0sw 2A-2om 0.091 0.340 n n 2.56 9.55 2.32 12.40 374 30 338 0 863 287 782 372 108 0 108 0 276 0 250 0Imo- ff 2B-21m 0.340 n 9.55 12.40 6 0 57 74 0 0 0 0 11 13A-2cos 2A-tom 0.201 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy VLf 13A•2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 t12C-0sw 0.091 a 2.56 2.32 360 330 844 764 0 0 0 0 0 2A•2om 0.340 a 9.55 35.69 30 0 287 1071 0 0 0 0 y/ 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 l_GC 2A-2om 0.340 e 000 0.00 0 0 0 0 0 0 0 0 y/ 2A-2omd 13A-2ocs 0.580 0.201 a 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 G tyl 2A•2om 12C-0sw 0.340 0.091 se s 0.00 2.56 0.00 2.32 0 374 0 329 0 840 0 761 0 108 0 108 0 276 0 250 G 2A-2Dn 0.340 s 9.55 12.68 45 37 430 571 0 0 0 0 4y 13A-2ocs 2A•2om 0.201 0.340 s 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 l_( Ci Vh12C-0sw 2B-21m 2B-21m 0.340 0.091 0.340 s w w 0.00 2.56 9.55 0.00 232 35,69 0 360 10 0 323 0 0 826 96 0 748 357 0 176 0 0 149 0 0 380 0 0 344 0 2B•21m 2B•21m 0.340 0.340 w w 9.55 9.55 35.69 35,69 12 15 0 0 115 143 428 535 12 15 0 0 115 143 428 535 yLS 13A•2ocs 10C-m 2B-21m 0.201 0.340 0.340 w w w 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 R D 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 IIDO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B•30ad 0 032 0.90 1.73 1403 1403 1262 2422 168 168 151 290 F 20P-19c 0.050 1.40 0.70 55 55 77 38 9 9 13 6 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 325 Envelope loss/gam 6125 8923 1354 2429 12 a) Inlinration 2860 907 763 242 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Apphances/ other la00 0 Subtotal ( lines 6 to 13) 8985 11630 2117 2671 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 8985 11630 2117 2671 15 Duct bads 35% 46% 3119 5320 35% 46% 735 1222 Total room bad 12104 16950 2852 3893 Air required (c1m) I I" 840 198 Im Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrighttsoft' 2017-Mar-07 16:25.31 Riphl•Suite® Universal 2017 17.0.16 RSU24011 Pape 9 brookeMonrosAGLW\ Lo192ThombrookeMonroeAGLW.rup Calc - MJ8 Front Door faces: W 1 DEL -AIR rra • ar rnmlru ro Right-J® Worksheet Z2 DEL -AIR HEATING & AIR CgNDITIQNINC 531 CODISCO WAY, SANFORD, FL 32 hone: 407-3 -2665 ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: LotWhombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name GAME RM WIN 2 3 Exposed wall Room height 13.5 It 9.0 It heat/cool 4.0 It 9.0 It heat/cool 4 5 Room dimensions Room area 1.0 x 367.5 It 367.5 W 8.0 x 4.0 It 32.0 W Ty Construction U-value Or 14TM Area (III Load Area (III Load Btul1/Itx•F) Btuh/III or perimeter (It) Stuh) or perimeter (It) Btuh) Heat cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 VN 12C-0sw 2A-2om 2B•21m 0.091 0.340 0.340 n n n 2.56 9.55 9.55 2.32 12.40 12.40 9 0 0 9 0 0 23 0 0 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0II----f( i 11 13A-2ocs 2A-torn 0.201 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 13A•2ocs 2A-tom 12C-0sw 0.201 0.340 0.091 no ne a 0.00 0.00 2.56 0.00 0.00 232 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f Vy G V613A-2ocs 2A•2om 0.340 0.201 a a 9.55 0.00 35.69 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 2A-2om 2A-2omd 13A-2ocs 0.340 0.580 0.201 a a se 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 0YG, Vjr 2A-2om 12C-0sw 0.340 0.091 se s 0.00 2.56 0.00 232 0 113 0 83 0 211 0 191 0 36 0 36 0 92 0 83 I-G V613A-2ocs 2A-2om 2A-2om 0.340 0.201 0.340 s s s 9.55 0.00 0.00 1268 0.00 0.00 30 0 0 24 0 0 287 0 0 380 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2B-21m 12C-0sw 2B-21m 0.340 0.091 0.340 s w w 0.00 2.56 9.55 0.00 232 35.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02B•21m 2B•21m 0.340 0.340 w w 9.55 9.55 35.69 35.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V 13A•2ocs 2B-21m 0201. 0.340 0.340 w w w 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 0BLStOC-m R 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0IIDO0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 0C F F 16B• 30ad 20P- 19c 22A• tpl 0. 032 0. 050 0. 989 0. 90 1. 40 0. 00 1. 73 0. 70 0. 00 443 5 0 443 5 0 398 6 0 765 3 0 32 0 0 32 0 0 29 0 0 55 0 0 6 c) AED excursion 105 8 Envelope loss/gain 925 1256 121 130 12 a) Infiltration 237 75 70 22 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Apphances/ other 12001 0 Subtotal ( lines 6 to 13) 1162 2531 191 153 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 1162 0 0 2531 0 0 191 0 0 153 15 Dud bads 35% 46% 403 1158 35% 46% 66 70 Total room bad Air required (clm) 1566 109 36M 183 1 257 18 222 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1= _ Pk. wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017• Mar-07 e e 10 brookeMonroeAGLYALot92ThombrookeMonroeAGLWrup Cale - M.18 Front Door laces: W 9 DEL -AIR n • ar eamor Right-J® Worksheet Z2 DEL -AIR HEATING 81 AIR C9NDITIONINC531CODISCOWAY, SANFORD, FL 32771 none: 407-3 -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot92ThombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name UTILITY BDRM2 2 Exposed wall 5.5 It 26.0 It 3 Room height 9.0 It heat/Cool9.0 1t heat/cool 4 5 Room dimensions Room area 6.5 x 8.0 It 44.0 112 15.0 x 11.0 It 165.0 IP Ty Construction U•vafue Or HTM Area (III Load Area (ft2) toad number BlutVfiz•F) BtuNft2) or perimeter (ft) Btuh) or perimeter (11) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 VN 12C-0sw 0.091 n 2.56 2.32 0 0 0 0 99 84 215 195 2A-2om 0.340 n 9.55 12.40 0 0 0 0 15 0 143 186II----f( a 2B•21m 0.340 n 9.55 12.40 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 I-f2A•2Dn 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 VLf 2A•2om 0.340 ne 000 0.00 0 0 0 0 0 0 0 0 t12C-0sw 0.091 a 2.56 2.32 0 0 0 0 0 0 0 0 G 2A•2om 0.340 a 9.55 35.69 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0G 2A-2Dmd 0.580 is 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A•2ocs 0201. se 0.00 0.00 0 0 0 0 0 0 0 0 G 2A•2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Vjr 12C-0sw 0.091 s 2.56 232 0 0 0 0 0 0 0 0 I G 2A-2om 0.340 s 9.55 1268 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dn 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vj/ 2B•21m 12C-0sw 0.340 0.091 s w 0.00 2.56 0.00 2-32 0 50 0 45 0 114 0 103 0 135 0 130 0 332 0 301 2B•21m 0.340 w 9.55 35.69 5 0 48 178 5 0 48 178 I ffG' 2B•2Im 2B•2Im 0.340 0.340 w w 9.55 9.55 35.69 35.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 13A•2ocs 11OC•m 2B•21m 0.201 0.340 0.340 w w w 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 0LL_GG R 10 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.90 1.73 44 44 40 76 165 165 148 285 F 20P•19c 0.050 1.40 0.70 11 1t 15 8 30 30 42 21 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 131 29 Envelope loss/gain 217 397 929 1137 12 a) Infiltration 96 31 456 145 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 313 1027 1385 1282 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 313 1027 1385 1282 15 Duct bads 135% 46% 109 470 35% 48% 4811 586 Total room bad 422 1497 1866 INS Air required (c1m) 1 29 74 129 93 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wrightsoft' 2017-Mar-0716:25:31 Ripht•Suile® Universal 2017 17.0 16 RSU24011 page 11 brookeMonroeAGLW\Lol92ThombrookeMonroeAGLW.rup Calc = MJB Front Door faces: W w DEL -AIRutrxuuoruouo Right-J® Worksheet Z2 DEL -AIR HEATING & AIR CgNDITIQ IN531CODISCOWAY, SANFORD, FL 32771 hone: 407-3 -2665 Pax 407.333-3853 Web: WWW.DEL-AIR COM Job: LotWhombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name BATH2VAN BATH2 2 Exposed wall 0 It 6.5 It 3 Room height 9.0 It heat/cool 9.0 1t heat/cod 4 5 Room dimensions Room area 8.5 x 6.5 It 55.3 112 6.5 x 6.5 It 42.3 It2 Ty Construction number U•value BwNltz•F) Or HTM BtubjIlI Area (III or perimeter (it) Load Stuh) Area (112) or perimeter (it) Load Stuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vjr 12C-0sw 0.091 n 2.56 232 0 0 0 0 59 53 134 122 2A•2bm 2B-21m 0.340 0.340 n n 9.55 9.55 1240 12.40 0 0 0 0 0 0 0 0 0 6 0 0 0 57 0 74I-fC VG 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 I-- 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 a 2A•2an 12C-0sw 0.340 0.091 ne a 0.00 2.56 0.00 2.32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0tylG2A•2om 0.340 a 9.55 35.69 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0i; GG 2A-2wW 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 1y 12C-Osw 0.091 s 2.56 2.32 0 0 0 0 0 0 0 0 Imo; 2A•2om 0.340 s 9.55 1268 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 2B-21m 28-21m2B•21m 0.340 0. 3400.340 s w w 0.00 2.56 9.55 0.00 232 35.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2B-21m 2B-21m 0.340 0.340 w w 9.55 9.55 35.69 35.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)I 2 13A•2ocs 10C-m 28.21m 0.201 0.340 0 340 w w w 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 R 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 D IIDO 0.390 n 0.00 0.000 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.90 1.73 55 55 50 95 42 42 38 73 F 2OP•19c 0.050 1.40 0.70 0 0 0 0 0 0 0 0 F 22A-tpi 0.989 0.00 0.000 0 0 0 0 0 0 0 61 c) AED excursion 1-5 16 Envelope loss/gain 50 90 230 253 12 a) Irdiltration 0 0 114 36 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Apphances/ other 0 1 0 Subtotal ( lines 6 to 13) 50 90 344 289 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribuiion 0 0 0 0 14 Subtotal So 90 344 289 15 Duct loads 1 35% 46% 17 41 351/e 46% 119 132 Total room bad 67 132 463 422 Air required (cfm) 5 7 32 21 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Right-SuileO Universal 2017 17.0.16 RSU24011 2017 Mar-07 a25:31 brookeMonroeAGLVALot92ThombrookeMonroeAGLW. rup Calc = MJ8 Front Door laces: W 1 DEL -AIR MWM- a rx.olom Right-J® Worksheet ZZ DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327CRIrone 40 -3G33-266655 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot92ThombrookeMonroeA... Date: 10-1-10 By: EJM 1 Room name BDRM3 WIC32 3 Exposed wall Room height 26.0 11 9.0 It heat/cool 5.5 It 9.0 If heat/cool 4 5 Room dimensions Room area 15.0 x 11.0 It 165.0 112 5.5 x 8.0 It 44.0 It2 Ty Construction number U•value BtuIVItZ°F) Or HTM BtuNlll Area (W) or perimeter (It) Load Btuh) Area or perimeter (It) Btu) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 t 12C-0sw 2A•2om 2B-21m 0.091 0.340 0.340 n n n 2.56 9.55 9.55 2.32 12.40 12.40 99 15 0 84 0 0 215 143 0 195 186 0 0 0 0 0 0 0 0 0 0 0 0 0cC 11 13A-2ocs 2A-2om 13A-2ocs 2A•2om 12C-0sw 0.201 0.340 0.201 0.340 0.091 n n ne no a 0.00 0.00 0.00 0.00 2.56 0.00 0.00 0.00 0.00 2.32 0 0 0 0 135 0 0 0 0 120 0 0 0 0 307 0 0 0 0 278 0 0 0 0 50 0 0 0 0 50 0 0 0 0 127 0 0 0 0 115 yl G yl 2A•2om 13A-2ocs 0.340 0.201 a a 9.55 0.00 35.69 0.00 15 0 0 0 143 0 535 0 0 0 0 0 0 0 0 0 I{; t-G13A•2ocs 2A-2om 2A-2omd 0.340 0.580 0.201 a a se 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 Vy 2A•2Dn 12C-0sw 0.340 0.091 se s 0.00 2.56 0.00 2.32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 2A-2om 13A-2ocs 2A-2Dn 2B-21m 12C-0sw 2B•21m 2B-21m 2B-21m 13A-2ocs 10C-m 2B•21m 12C-0sw 1,DO 16B-30ad 20P•19c 22A-tpl 0.340 0.201 0.340 0.340 0.091 0.340 0.340 0.340 0.201 0.340 0.340 0.091 0.390 0.032 0.050 0.989 s s s s w w w w w w w n 9.55 0.00 0.00 0.00 2.56 9.55 9.55 9.55 0.00 0.00 0.00 0.00 0.00 0.90 1.40 0.00 12.68 0.00 0.00 000 232 35.69 35.69 35.69 0.00 0.00 0.00 0.00 0.00 1.73 0.70 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 148 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 285 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76 0 0 Vj/ ECG R r--D C F F 61 c) AED excursion 83 11 Envelope loss/gain 957 1395 166 179 12 a) Inliftration b) Room ventilation 456 0 145 0 96 0 31 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1413 1540 263 210 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 359b 46% 0 0 0 1413 491 0 0 0 1540 704 35% 46% 0 0 0 263 91 0 0 0 210 96 Total room bad Air required (cfm) 1903 132 2245 111 354 25 W 15 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A wr{ghtsoft' Righl-Suite® Universal 2017 17.0 16 RSU24011 2017-Mar-07 6 25:31 bmokeMonroeAGLW1Lo192ThombrookeMonroeAGLW.rup Cale - MJB Front Door laces: W 1 DEL•AIR ramp- ar emtta o Right-J® Worksheet Z2 DEL -AIR HEATING & AIR 9NDITI% IN9531CODISCOWAY, SANFORD, FL 3277t hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lof92ThombrookeMonroeA... Date: 10-1-10 By: EJH 1 Room name BATH3 BDRM4 2 Exposed wall 6.0 It 26.5 ft 3 Room height 9.0 It heal/cod 9.0 ft heat/cool 4 5 Room dimensions Room area 6.0 x 10.0 It 60.0 112 1.0 x 184.5 It 184.5 112 Ty Construction U-value Or HTM Area (III Load Area (It2) Load number BluNlt;'F) Bluh/II2) or perimeter (ft) Btuh) or perimeter (fl) Btuh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heal Cool 6 V/ 12C-0sw 0.091 n 2.56 2.32 0 0 0 0 0 0 0 0 II----GG 2A-2bm 0.340 n 9.55 12.40 0 0 0 0 0 0 0 0 2B-21m 0.340 n 9.55 12.40 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 no 0.00 0.00 0 0 0 0 0 0 0 0 L--G 2A•2bm 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 2.56 2.32 54 54 138 125 122 107 272 247 2A-tan 0.340 a 9.55 35.69 0 0 0 0 15 0 143 535 Vy 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dm 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 I; G 2A-2omd 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 I-G 2A.2on 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 s 2.56 2.32 0 0 0 0 117 102 261 236 G 2A•2om 0.340 s 9.55 1268 0 0 0 0 15 12 143 190 Vj/ 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 I. G 2B-21m 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 2B-21m2B-21m 0. 3400.340 w w 2.56 9.55 2. 6935.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IIL-----(( C'?' 2B-21m 28-21m 0.340 0.340 w w 9.55 9.55 35.69 35.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 13A-2ocs tOC-m 2B•21m 0.201 0.340 0.340 w w w 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 0IL_GG R D 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 1613-Mad 0.032 0.90 1.73 60 60 54 104 185 185 166 319 F 2015-19c 0.050 1.40 0.70 0 0 0 0 0 0 0 0 F 22A.Ipl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 13 86 Envelope loss/gain 192 215 986 1441 12 a) Infiltralion 105 33 465 147 b) Room ventilation 0 0 0 0 13 Infernal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 297 249 1451 1589 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 297 249 1451 1589 15 Duct loads 1 35% 46% 103 114 35% 46%1 504 727 Total room bad 401 362 1 19541 2315 Air required (cfm) 28 181 1361 115 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Mar-0716:25:31 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 14 brookeMonroeAGLW\Lo192ThombrookeMonroeAGLW.rup Cale - MJ8 Front Door faces: W 1 DEL -AIR Duct System Summary Job: LotMhombrookeMonr... NUUM - AB COtminO ml0 Date: 10-1-10 Z% By: E.1H DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407333.2665 Fax: 407-333-3853 Web WWW.DEL-AIR.COM For: TAYLOR MORRISON MONROE III 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 0.167 in/100ft 1000 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.167 in/100ft 1000 cfm 144 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk DINING/FOYER h 5839 257 190 0.225 8.0 Ox 0 VIFx 21.6 85.0 st2 FAMILY C 2723 133 134 0.225 7.0 Ox 0 VIFx 21.5 85.0 st1 FAMILVA C 2723 133 134 0.228 7.0 Ox0 VIFx 20.2 85.0 SO KITCHEN/BRKFST C 2200 67 108 0.238 6.0 Ox 0 VIFx 15.9 85.0 SO MSATH h 716 31 23 0.177 4.0 Ox 0 VIFx 35.6 100.0 st3 MBDRM C 3474 131 170 0.167 7.0 Ox 0 VIFx 43.7 100.0 st3 MBDRM-A C 3474 131 170 0.167 7.0 Ox 0 VIFx 43.7 100.0 st3 MUD h 1027 45 29 0.228 4.0 Ox 0 VIFx 20.1 85.0 SO MWIC1 h 838 37 22 0.176 4.0 Ox 0 VIFx 36.0 100.0 st3 MWIC2 c 34 1 2 0.168 4.0 Ox 0 VIFx 43.0 100.0 st3 PANTRY h 92 4 2 0.237 4.0 Ox 0 VIFx 16.2 85.0 SO PWDR h 651 29 14 0.215 4.0 Ox 0 VIFx 26.8 85.0 st2 W/C c 52 0 3 0.173 4.0 Ox 0 VIFx 38.6 100.0 st3 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type Cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 332 390 0.167 715 10.0 0 x 0 VinlFlx st2 st2 Peak AVF 617 594 0.167 577 14.0 0 x 0 VinlFlx SO Peak AVF 383 406 0.225 517 12.0 0 x 0 VinlAx C Wrl htSOft• 2017-Mar-0716:25:33 9 Righl-Suite® Universal 2017 17.0 16 RSU24011 Page 1BA . brookeMonroeAGLW\Lo192ThornbrookeMonroeAGLWrup Cale = MJfi Front Door laces W Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rb2 Ox 0 1000 1000 0 0 0 0 Ox 0 VIFx C wri hflsof t' 2017-Mar-07 16 25:33 Z& At. 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Pape 2 brookeMonroeAGLW\Lol92ThombrookeMonroeAGLW.rup Calc = MJfi Front Door laces: W at'1 DEL -AIR Duct System Summary DLot92ThombrookeMonr... Date: 10-1-10 Z2 By: EJH 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 MONROE III 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. 274 in/100ft 840 cfm Cooling 0. 30 in H2O 0. 06 in H2O 0. 24 in H2O 0. 120 / 0.120 in H2O 0. 274 in/1001t 840 cfm 88 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk BATH2 h 463 32 21 0.282 4.0 Ox 0 VIFx 15.0 70.0 BATH2VAN c 132 5 7 0.306 4.0 Ox 0 VIFx 8.5 70.0 BATH3 h 401 28 18 0.301 4.0 Ox 0 VIFx 9.7 70.0 BDRM2 h 1866 129 93 0.302 6.0 Ox 0 VIFx 9.4 70.0 BDRM3 h 1903 132 111 0.284 7.0 Ox 0 VIFx 14.6 70.0 BDRM4 h 1954 136 115 0.285 6.0 Ox 0 VIFx 14.1 70.0 GAME RM c 3688 109 183 0.319 7.0 Ox 0 VIFx 5.1 70.0 OPEN TO BELOW h 2852 198 193 0.274 8.0 Ox 0 VIFx 17.7 70.0 UTILITY c 1497 29 74 0.324 5.0 Ox 0 VIFx 4.0 70.0 WIC3 h 354 25 15 0.284 4.0 Ox 0 VIFx 14.6 70.0 WIC4 h 257 18 11 0.279 4.0 Ox 0 VIFx 16.1 70.0 Return Branch Detail Table Name Grille Size ( in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/ Joist Opening ( in) Duct Mail Trunk rb1 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htsoft' 2017-Mar-07 16:25 33 9Right -Suite® Universal 2017 17.0.16 RSU24011 brookeMonroeAGLW\ LO192ThombmokeMonroeAGLW.rup Calc = MJ8 Front Door laces: W Page 3 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot92ThombrookeMonroeAGLW Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity s aces. 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 3/7/2017 4:38 PM EnergyGauge® USA - FlaRes2014 Section R405.4 1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include 0 This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types ofcomponents, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: D Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) 0 A completed Envelope Leakage Test Report(usually one page) D 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 v5.13r7/2017 4:38:21 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot92ThombrookeMonroeAGLW Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL, Permit Number - Design Location. FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2872 sq.ft. Cond. Volume: 26368 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE j 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 thins party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: F-THE STq7'ArA oWE 3/7/2017 4:38 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 O a FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Buildin Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and 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 test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood-buming 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 psi (75 Pa) pressure differential All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)MI ducts, air handlers, and filter boxes and building cavities that forth the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be 'substantially leak free' by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/7/2017 4:38 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Pagel of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. D R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 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. 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water healing systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating 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 0404.2 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 TMA , 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 a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 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 heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 30/2017 4:38 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 It FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403 6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 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. O 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. 0 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. 0 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 heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space 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 fined by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights 0 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. 3/7/2017 4:38 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 r NOTE TO BUILDERCMUST PROVIDE UNRESTRICTED 1 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS Transfer ducts/grills sized In compllance with Florida Resldentlal Bullding Code-M1602.4 balanced return air. EXCEPTIONS 1-3 Must have a minimum PAD 1•i K V ttlaam Z* c+ W leusaaat c eolaebo tnt C \ O tignttaervNt KFNWRaM4F toll 3 3 O Q 01FOW06MRM D O cF OWN1000" Zt-) 3- I1atevltwmumu C 11e11eue•saQn Z c+ F 4e I C Z i rF A)U 7 \ O U ON c+ I-0 Q S33orF IE O N S i0 0 Q0 T. n O 3 V v* c N 3 Z 4Z4r i /ObF(a i 4 1010FGa-< e u uew 4u wI VIO 11 a1 m, iYARrFER mm ORFD® MAIN FLOOR UPPER FLOOR TOTAL LIVING GARAGE LANAI Pollcm 1 ro T I WFMV B UX 1ttlatttultttatn "Ov"mm1ulwtxseote MAIN FLOOR PL c 4 Inches around the air handler per the Sta 11 ,\ Transer ducts/grllls sized In compllance I with Florida Residential Building Code-M1602.4 I balanced return air. I EXCEPTIONS 1-3 I I NOTE TO BUILDER,MUST PROVIDE UNRESTRICTED I 1 INCH UNDERCUT ON DOORS TO HABITAL ROOM I I 3' bath duct to roof cap w/f an WE Nutone 696RNB 39w5l IpttTt 0. AT T4 B7Fm \ / •e3m BEDI OOM 3 le-t tc-C V-? I AT QL I0x6 Iwcd 110 14x14 61 c taal 10 c6 Iwcd 14x 77 DROOM 2 C MT QA T."41ra ID Q T4, 8x4 In0V 4 IwcdAa- a TH 3 RAM 410x6 Iwcdtrastr-e•et-4• 1151'-Or MT CA 6' ng 1 14 4 rag r- 4a•ltsrrr AI I $tl 1 B aYa.rfi to tt r 4' dryer du t to roof cap w/dryer vent box Sou code. All duct has an r=6 insulatlon value. Y oat ro l4x8 KowAt 195 1 1 1 1 IE ROOM n•-n• MT Ct4 8' iZG14 R/lW I Tr1eera I t0.ttM 1 1 /Or.•w1 R. I I 1 1 2.0 ton w/5kw @240v 1p 1 1 1840 pleas platform by r bldr L scale -1/8'=I'0' --- 4 FROting 0 H LLI Y c:] a 0o(3`z L.L a J J Q z00 0 00 NZ Q 0 O = Ln LJJ~OW Z O U) m w Z C3 ZJQ o m w— 3: Q O J O O Q w mCLJ(n00 D T 3" WASTE LINE FROM 2ND FLOOR 3" WASTE LINE FROM 2ND FLOORF TERMINATING TO THE 1ST FLOOR TERMINATING TO THE 1ST FLOOR r rri 3. o LAB! TAYLORMORRISON HOMES µ, THORNBROOKE S.F. LOT 92 HOUSE TYPE: MONROE iST FLOOR 7 r; . DESCRIPTION AS FURNISHED: Lot 92, THORNBROOKE PHASE..4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. 1 ?_ %cAA PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZO(;I(\G DATEwLZRECORDCOPY THORNBROOKE PHASE I Ok to construct single family homePLATBOOK79. PAGES 3-7) with setbacks and impervious area S 00° 10' 44" E shown on plan. 50.00' 110-11 LOT 92 3.5'x3.5' 26.47' AC (2-TYP.) p 29.80' 5.00' 9.7' v 5.00' w 5.00' o LANAI c 5.00' 23.7' k p OTWOSTORYhOOPROPOSEDRESIDENCE LOT 9J LOT 91 !} c MODEL MONROE III - A O o C\? CO 00 vl En 9.3, n 5.00' N COVEREDENTRY 17.7' `D 5.00' 22.3' DRIVE725.20' 25.20' SMT. 0 93.15 — P.C. O 5' CONC. WALK 3' FLARES ON LOT AREA CA CUI n'I'IOrJ CURB LOT - 6.000 SOFT. B.B.) S 00° 10' 44" E LIVING 499'Z SO.FFT. E _ 50 00' ENTRY - 158 SU.Ft'. LANAI = 237 SO IT. BREEZEWAY - N/A SO.FT. ROCKY GROVE LANE DRIVEWAY = 403 SO.FT. 50' R/W) TRACT 1 LKWAY SOO.F7. W = 53 UTILITY do ACCESS R/W IMPERVIOUS- 51.8 X 3.107 SO.F7. G S00 - 2893 SO.F7. OF LTA A CALCULATIONS i pe R/W = 550 SO.F7. Q PROPOSED FINISHED SPOT GRADE ELEVATION APRON = 110 Sn.1-1. PER DRAINAGE PLANS BUILDING =MgK *PLOT PLAN ONLY' SIDEWALK - 250 S0 F7 v PROPOSED DRAINAGE FLOW FRONT - 25' (NOT A SURVEY) S00 = 190 SOFT. LOT GRADING TYPE A • PROPOSED F.F. PER PLANS - 24.6' REAR - 15' A PROPOSED INFORMATION SHOWN AREA - 6.550 SO. FTSIDE - 5.0' ON VEWAY = 513 SO FT. SIDE CORNER - 10' PROPOSED GRADE PER CONSTRUCTION PLAN + ANp% D OR INSTRUCTIONS ERR SIDPLANEWALKEWALK - 303 SOFT. CUENT NOT FIELD VERIFIED SOD = .3,083 SOFT. GRU,SENMEIYETR-SCOTT LJT. ASSOC.7 INC. - LAJV SURVEYORS LCGCND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436P • PLAT Pa- . POINT ON LINE r . FIELD TYP. • TYPICAL N01ES: I.P. . IRON IVE rim • 01NT Or REVERS[ CURVATURE IR - IRNI ROD CC. - rolHT or Cafe" CURVArm 1. ME UN NED DOES HEREBY CORM' IMF THIS SURVEY MEETS IW STANGARW OF PRACTICE SET FOAM SY THE FLORM BOARD OF PRW SIONAL SURAWR4 AM MAPPLRS W CN4PIER lJ-17 FLORID AOMwb7R M CODE PURSUANr TO SECTION 471027. nARIM STATUES CC • Co1CRCtE IORREM RA0. •RADIAL SCT IA.. t/•2• LIL •/RLR 4"6 NR - NON -RADIALEDOR 2 UNLISS CMBOSSM BTH SVRYEI'OR'S SICNATTAPE AND ORKANAL RAISED SEAL THIS SURVEY UAP OR COPIES ARE NOT MCI I TMS SUAW WAS PROMtED MAI TITLE NROR114TION FLMMED TO THE SIAIVCMOIT. THERE YAY BE oMClt RESTRKnONK PA RECOVERED CALWP. CALCULVITHCSATEDPD.R. • POINT or CIDO N CE CALL. • FMANOTCDrot. . POINT K ®0¢1LCMCM rRJI . rCRMANGIT RCFOtLIRC 1@MIWT OR EASEMENTS INAr AF)MCr MS PAOMM. 4 NO UIOfF,HOWNO ONPN014]IENIS HAVE BEEN WGIm UINIESS OIHERNTSE SHOW t • CENTCRLDE rF'. • FINISHED FLOOR ELEVATION NLD • NAIL L DISK &SA. WILDING SCTRACK LINC A THIS SURWf IS PREPARED FOR WE SOLE BENEFIT OF IN= CERnRm TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. a DWEI41ONS SHORN FOR ME 2OC41IOFN OF WPR OME NTS NVEON SHOULDSEDHOFBCUTO RECONSTRUCT BOUNDARY LINES R/V - RIGHT-W-VAT &A RCIRNdRK ESHT. • CASENCM ILL USE 2EM1NG 7. KAI IN05 ARE MCI) ASSUMED OATWN AND ON THE LONE SHOW AS &SE BEAMNO (SAL) OPAM - DRAINAGE 6 CIEVATIONS. IF SHOWN, ARE BAtm ON lNTIOH4L GFDOlRC DATUM OF 1929. I/FRE55OMfRM75C NOTED. UTIL. • UTILITY CLM • CHAIN LINK FENCE 9. CERnFICA.E OF AVBMCNdATION Na 459a VDFG • VOOD FENCE KACUR SCALE 1• - 20•-i DRAWN BY: ••• C/ • COMMA 11C TURF RE • POINTW TANGLICT DESE. • DESCRIvnOH GATE OROEW No. CER71FlE0orR • RA HIS L . ARC LEI„ PLOT PLAN 03-10-17 1055-17 0 • DELTA REVISED PLOT PLAN 05-31-17 c a • c REARING, NORTH o THUS SUILDINC/PROPERTY OOES.NOr UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' t USFNIz6. R.LS. / 4714 ZONE Y MAP I 12117C DOSS F. AWES W. SCOTT. R.LS 14801 RECORD COPY L e 6r EeE ciea cSEzvieEs,ne. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP HOME OWNER Taylor Morrison Homes HOUSE PLAN Monroe III 2872 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 8616 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 OVE OV%L0IN6 8000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER SANFORD 1200 VA 1 CLOTHES DRYER FpgR 5000 VA 1 DISPOSAL (1/3 HP) 250 VA 7-1944 VA VA SUBTOTAL OF GENERAL LOAD 32066 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 22066 VA x . 4 8826 VA TOTAL NET GENERAL LOAD 18826 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 18826 VA NET TOTAL HEAT 18020 VA TOTAL LOAD 36846 VA CALCULATED LOAD FOR SERVICE 36846 VA 1240 V= 153.53 AMP 200 AMP SERVICE Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® - RECORD COPY RE: TB0092 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0092 Model: Monroe III Tampa, FL 33610 4115 Lot/Block: 92 Subdivision: Thombrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/ TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 64 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name Date 1 I T10683944 1 C1A 3/20/17 118 1 T 106839611 FT3 3/20/17 12 1 T106839451 C3A 13/20/17 119 1 T1 0683962 1 FT4 13/20/17 1 13 1 T1 0683946 1 C3B 13/20/17 120 1 T106839631 FT5 1 3/20/17 1 14 1 T1 0683947 1 C5A 13/20/17 121 1 T10683964 I FT6 13/20/17 1 15 I T1 0683948 1 CJ1 13/20/17 I22 I T106839651 FT7 13/20/17 1 T106839491 CJ2 13/20/17 123 1 T106839661 H2A 1 13/20/17 I 6 T10683950 1 CJ3 13/20/17 124 1 T106839671 1-17A 13/20/17 1 18 IT 10683951 1 CJ4 1 3/20/17 125 1 T1 0683968 1 HJ2 13/20/17 1 19 I T106839521 CJ5 13/20/17 26 1T1 0683969 1 HJ3 13/20/17 110 I T106839531 E7A 13/20/17 127 1 T1 0683970 1 HJ4 13/20/17 1 111 I T106839541 EJ2 13/20/17 128 1 T10683971 1 HJ5 13/20/17 1 112 I T106839551 EJ3 13/20/17 129 1 T106839721 HJ7 13/20/17 13 IT10683956JEJ5 3/20/17 130 IT10683973IT01 3/20/17 114 I T10683957 I EJ7 13/20/17 131 I T10683974 I T02 1 3/20/17 1 15 1 T1 06839581 FG1 3/20/17 132 IT10683975IT03 3/20/17 16 1 T106839591 FT1 13/20/17 133 IT10683976IT04 13/20/17 117 I T10683960 I FT2 13/20/17 134 I T10683977 I T05 13/20/17 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certificationthattheengineernamedislicensedinthejurisdiction(s) identified and that the designs comply with ANSl/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for 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 ANSVTPI 1, Chapter 2. 0O\LDl/vo SANFORD OFpAR 11 194 01 380 ' sir= STA E OF •Q/Z 0 <(/ . i iceJON AI ,`` 0 ThomasA. All and PE No.39380 MRek Usk lee. FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2017 Albani, Thomas 1 of 2 RE: TB0092 - Site Information: Customer Info: Taylor Morrison Lot/Block: 92 Address: City: Sanford Project Name: TB0092 Model: Monroe III Subdivision: Thornbrooke No. I Seal# I Truss Name Date 35 IT1068397BIT06 13/20/17 136 I T10683979 I T07 13/20/17 137 IT10683980 I T08 13/20/17 1 138 I T10683981 I T09 13/20/17 139 I T10683982 I T10 13/20/17 140 I T10683983 I T11 13/20/17 141 I T10683984 I T12 13/20/17 1 142 I T10683985 I T13 13/20/17 143 I T10683986 I T14 13/20/17 1 144 I T10683987 I T15 13/20/17 1 145 I T10683988 I T16 13/20/17 1 146 I T10683989 I T17 13/20/17 I 147 I T10683990 I T18 13/20/17 1 148 I T10683991 I T19 13/20/17 1 149 I T10683992 I T20 13/20/17 I 150 I T10683993 I T21 13/20/17 151 I T10683994 I T22 13/20/17 152 I T10683995 I T23 13/20/17 1 153 I T10683996 I T24 1 3/20/17 1 154 I T10683997 I T25 13/20/17 1 155 I T10683998 I T26 13/20/17 156 I T10683999 T27 13/20/17 1 157 I T10684000 I T28 13/20/17 I 158 I T10684001 I T29 13/20/17 1 159 1T106840021 V01 13/20/17 160 1 T1 0684003 1 V02 13/20/17 1 161 1 T10684004 1 V03 13/20/17 1 162 I T106840051 VO4 13/20/17 1 163 I T106840061 V05 13/20/17 1 164 1 T1 0684007 1 V06 13/20/17 I State: Florida 2of2 fuss truss type ' ' y N T10683844TJob7B0092CtAJack -Open 2 Reference o tional Budders rastsource, ren4a. vies cay, rtonaa ssbbb • wv a ftv..e AV.o —I.• ...Y....w. •— ••,••• • •_.• • •• .ti ID:CoIKVZ9E 1y6CBPXj4iUjLNyCk2Y•8iDVJOPmmq 1TYTnhlvlhsVc 1 rJLIdRm&h78NozZ1DO 1.0.0 t•OO 1.0-0 1-0-0 J(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. LOADING (psQ SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 10.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=129/Mechanical, 4=10/Mechanical Max Horz3=241(LC 1), 4=•241(LC 1) Max UpIIft3=-59(LC 12) Max Grav3=129(LC 1). 4=20(LC 3) FORCES. ( lb) - Max. CompJMax. Ten.. All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-267/271 BOT CHORD 2.4=-241/305 Scale = 1:7.1 DEFL. in (loc) Udell Ud PLATES GRIP Ven( LL) 0.00 2 n/r 120 MT20 244/190 Ven( TL) -0.00 2 Nr 90 HOrz( TL) 0.00 n/a rlla Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- ( 8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL= 1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) Non Standard bearing condition. Review required. 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 . Vertly dedgn pwantstars and READ NOTES ON inks AND INCLUDED AUIEK REFERANCE PAGE hM747E rev. 10AXXVIS BEFORE USE Deslpt valkl lot use only wihl Mllek®cotvtectom hits da4nIs basedoNy upon pmameters shown. and Is rot an hdMdrd brAdblg component, nor o himsystem. Belore tao. It* L4*Ct g desi" must vedty the apolcabby of desW paameters and piopedyhcorpotate this designInto the overallIxBdttg design. Biochg Wxftoted Is to pieveni budding of bttlivkludthus web mWcxchord members oNy. Adt9llonal tempoic y and pennOnentbiacing WOW IsalwaystegrLodtotslatxlltyaidtopreventcollarmwith {wssL-Aepersond lr*sy and properlydomogeFoi general gLArlatcetegaralngOro fabticallon slotage. delivery. eiecton and twochg of mnSes and hmr trim syslaseeANSI/1PI1 QualityCdleda. DSB-69 and IICSI 9uBding Component ik 69M Pmks EastBlvd. SafetyrMm oanatlon avc0able hohim Platebutitule. 218 N. Lee Sheet. S lle 312, Alexanddo. VA 22314. Tampa, East0 Job I russ Truss Type • ' ry Ply 710683945 TBM2 CM Jack -Open t 1 Job Reference (optional) Budden FestSource. Tampa, Plain Coy. Flarda 33566 7 640 s Apr tI Z01e mile¢ inausmes• inc. mon Mar zu tcca.at zut r rage t ID:CoIKVZgE 1y6CBPXj4iUjLNyC12Y-SrDVJOPmmq 1TYTnhlvjhsVcl tJJydRmXVrh7BNIZl DO 1-0-0 3-0-0 1.0-0 3-0-0 Scale = 1:12.3 LOADING (psi) SPACING- 2-" CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ven(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Ven(fL) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.01 3 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 Malrix-M) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. (Ib/slze) 3=47/Mechanical, 4=-33/Mechanical, 5=282/0-3-8 Max Horz5=84(LC 12) Max Uplifl3=42(LC 12). 4=-33(LC 1), 5=-81(LC 12) Max Grav3=47(LC 1), 4=24(LC 12), 5=282(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph-, TCDL=4.2pst; 8CDL=6.Opst; h=25ft; Cat. II; Exp B; End, GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlerior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) lot thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 III uplift at joint(s) 3, 4, 5. 6)'SemFdgid 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 dedgn Parmmlere and READ NOTES ON nfiS AND INCLUDED WTEK REPERANCE PAGE M -7473 rev. 10ALMIS BEFORE USE. Design valid for use orttywith WIek®conneclors. it* deslAl B based ortry upon paameters stawix andIs lot an rndMdual brAdkV component not a Wassystem. Below use, the txlcbV designer must verity theopplkoblilN of design Marnetets and property Incorpaote this doslpn Into theoverall bxlding design Biachg bWicoled Is to bucWV of kxIlMual truss web md/or chord members only. Adc911ortul temporary and pamatent btocbtg MOWpievenlisalwaysregrbed101skdp0ily, and to pleventcollapsevArh possiblepersoxl "jy and property damage. For general guidancefegadht; One 69W Parks East Blvdlabtpcollon, stooge, delivery, etectlonand bracbq of trusses aWtruss systems. seeANSVTPII Quality,Cdtmio. DSB-69 and SCSI BuildingComponent Tampa. FL 33610SafetyinformationovdkAplefromtrussPlatebnstifule. 218 N bee Street. Sulle 312. Alexandria. VA 22314. Job I FUSS Truss Type city Ply T10663046 TS0002 C38 Jack -Open t 1 Job Reference o uonal Burldars 1`I9150urce, iairya. plant cr1y. 1-101108 33b6a . o+v snpt 'e w'o =v o. mu..'—' 1'.. ' ' w e" . . awl , W. . ID:CoIKVZOE 1y6CBPX141UjLNyCk2Y-ct ntW mOOX79K9dMtbdEw019CRIgMMuOhkVOhjpzZ 1 DP 1-0-0 3-0.7 1-0-0 3-0.7 Scale = 1:8.3 LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.01 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) -0.00 3 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0.7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=31/Mechanical, 2=272/0-3-8, 4=-4/Mechanical Max Horz 2=48(LC 8) Max Uplitl3=-24(LC 12), 2=-122(LC 8), 4— 4(LC 1) Max Grav3=31(LC 1). 2=272(LC 1), 4=22(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: Cat. 11; Exp S; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) - This truss has been designed for a live load of 20.Ops11 on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=122. 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.' WARNINO - VwIIy dedgn parameters Intl READ NOTES ON THIS AND WCLUDED WTEX REFERANCE PAGE A07473 rev. 1002WIS BEFORE USE Design valid la use onty vAth Wlek® connectom it& design Is based ordy upon pitameters Mown. and Is for an Individualal txddbV componenl. notamassystem. Before use. the bkdk*V deskpvn must verily the aWiccMIlly of design parameters and peoperiy Incogotate this design Into it* overall txldkng design. Besting Indicated Is to prevent buckling of IWMdual truss web and/or chord members only. Additional temporary and pemxmenl boding MiTek' Is always iegWed for stability and to prevent collalze wllh possUe personal InIt" and poperty damage. For general guidance tegardng the IabrlcalkxL storage, delivery. erection andbating of fr ssesand Inns systems, seeANSVFP1I Quality Cdledo, OSS-69 and SCSI BuBdIrV Component 6904 Parke East Blvd Safety Information avalloble from truss Plate Institute. 218 N. Lee Saeel, Suite 312. Alexandria VA 22314 Tampa. FL 33610 Job rus cuss ype r tY 710683047TJobTS0092C5AJack -Open 1 eference(optional) tle110*1* raslJ*erce. lanQa, rw. —y. rlullae oaaoo ..Xj4l iL . k2Y-C........._.. 79K._ . tbdID:CoIKVZ9Ety6CBPX141UjLNyCk2Y-clntWmOOX79K9dMIbdEwOi99rjdYMuONcVOhjpz2l DP Scale = 1:17.3 1.2-0 0.1.12 3.8-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) 0.01 4-5 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(TL) 0.01 4-5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.01 3 Na We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 18Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=98/Mechanical, 4=15/Mechanical, 5=341/0-3-8 Max HorzS=128(LC 12) Max Uplift3=-80(LC 12), 5=-90(LC 12) Max Grav3=98(LC 1), 4=55(LC 3). 5=341(1-0 1) 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 puriins. BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpt=0.18; MWFRS (envelope) gable end zone and C-C Exterfor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 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 100 lb uplift at joint(s) 3, 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.' WARNING - Vedry design parameters andREAD NOTES ON TM ANDINCLUDED AUMK REFERANCE PAGE Afg-7177rev. 1602 IS BEFOREUSE Design valkl to use only with WIek® conneclots. hits deslgn Is bard only Wpn parameters mown. and Is tot an IWlvldtcll tAddbV component. not a Noss system. Before tee, It* bidding designer must verity the applicability of design parameters awl popery Incotpotale I11% deslM Into We overall btgalng design. Brackng Inalcated Is to pevent bucMing of IWNkival nmweb and/a chord members only. Addlllonal temporary o W permanent bracing MiTek' Isalways teglLed to stability and to prevent collgsso wllh possible personal Mery and popery damage. for general g tlamce tegadkmg the fabrication. slotoge, clellvery. election art blacbmg of muses and truss systems. seeANSVIPII Quality Crites, DSB-89 and BCSI BuDmny Component 6904 Perk* East Blvd. Safety Information avalla ble from Lira Rate Instltute, 218 N. lee Street. Sidle 312, AlecarWtlo. VA 22314. Tarry*, FL 33610 Job Truss I russ Iype Oty ply 710683948FJbeferenceT80092CJlJwk•Open 12 1 optional) Builders FirslSouwe. Tan". Plant Gay. Flame 33666 r e+va Apr , v ev,e i ,i sa ,nvusu ea. mc. mun mu, cv ,+ ca "cv, F r.y. , ID:CoIKVZ9E 1 y6CBPX14iU1LNyCk2Y-4DLGk6O01RHBr=49K19xmNr71 uSLGgz9AEGFzZ 1 DO 1-0-0 0-0 1-0-0 2x4 = LOADING (PsQ SPACING- 2-0-0 CSI. DEFL. in hoc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Ven( I-) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 rVa Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Iba/size) 3=-9/Mechanical, 2=138/0-8.0, 4=9/Mechanical Max Horz 2=41(LC 12) Max Uplift3=-9(LC 1), 2= 58(LC 12) Max Grav3=11(LC 8), 2=138(LC 1), 4=18(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:7.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=251h Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extenor(2) zone;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 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid phtchbreaks 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 - Vwt/y dsdpn pwamerma end READ NOTES ON rm AND INCLUDED MIEK REFERANCE PAGE NO-7472 rrw. IOC WIS BEFORE USE Design valid fa use onlywith MllekO corvlectors. this designIsbased onlyupon paametelsshcw andIslot anIndhAduot bulck* component, not a Miss system. Before use, the Wildhnp deg" mttsl verity the applkalAlly of design pacvnelers and Iaopedy Incotpoate this design Into the ovetdl building desitm. ®acing Indiealed Is to ptevent bxr kWV of Individual missweb aid/or chord members only. Additional lempotay, and permanent txocblg MiTek' Is always iegtLed lot stdblly and to pgevenl callcpse with possble personal"aid property, damage. Fog general guidance tegad hg, the 10LACollorl, sloicge. delivery, election and [gating of misses and Inrss systems, seeANSVTPI I Quality Cdledo, DSB-89 and 6CS1 building Component 6904 Parke East Blvd. Safety Wormatlon avdlc"e, Rom buss Plate bnstllule. 21B N. lee Sheet. Stdte 312. Alexandfla VA 22314. Tarpa, FL 33610 Job runs rues ype ry ply 710683949FJobeference780092CJ2Jar: -Open 3 1 optional) Builders FustSoulce, 7arr48, pram Gay. 1.I01100 33SeB r o+v s Ap. 'v cvw nun .. , cv U. . ID:CoIKVZ9E 1y6CBPXi4iU1LNyCk2Y-4DLGk6O01RHBnnx49K19xmNr7I bSLGgz9AEGFzZ 1 DO 1-0-0 1-8.10 1 00 1$10 Scale = 1:9.0 2x4 = 1-8.10 LOADING (psQ SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Ven(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 3 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8.10 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing REACTIONS. pb size) 3=26/Mechanical, 2=150/0-8-0, 4=16/Mechanical Max Horz 2=57(LC 12) Max Uplift3=-27(LC 12), 2=-53(LC 12) Max Grav3=28(LC 1), 2=150(LC 1), 4-93(LC 3) FORCES. (Ib) - 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=4.2psf; BCDL=6.Opsl, h=2511; Cat. ill; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )oini(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - Vertty deslpn parameters and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE NII.7473 rev. 10MMIS BEFORE USE Design vlaild for use only with KlekO connectors. This; design Is based only upon paometem shown, and 6 lot an htlMdtxl trAdl ng component, nonatn4Ssystem. Before use. the 1xOdng designer mtlsl verily the cpritcabllty, of design pai mmeters and property Wogotote 4% design into the overallbt/ding design bating inckated Is to prevent bucMV of individual Miss web and/of chord members only. Addltionol lemporary and permanent bnacing MiTO W Is always reed lot stability and to prevent collapse with possible personal "and popery, do mmage. Fa general gldance regamng the tabrleatlon, storage. delivery. erection ax1 bracing of Musses and miss systems, seeANSV M I Quality criteria, DSB-89 and SCSI BuDdbmp Component 69D4 Perks East Blvd Safety Irdormadon ova0W11e eon It Liss Nate Institute. 216 N. Lee Sheet, Stdte 312. Alexanab. VA 22314. Ternya, FL 33610 Truss russ Type b ply 710683950 TB0002 CJ3 Jack -Open e f1 Job Reference floral u.. 7A -YI-L M117 Drina 1 Bullders Fust5ourea. Tarrgo. Pram city. nonce ;suuo ...,.....,..... __._ .._. _.....--_...__. ...- ---.- ---- -- - .---- - -- - - -o- ID:CoIKV29E 1y6CBPXi4tUILNyCk2Y-YPvexSRf31P2PxVG12GOU7EY0W M4goVz8pvootzZ 1DN 3-" t-0-0 3-" Scale . 1:12.3 20 = 3-0-0 LOADING (pst) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(rL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) 0.00 3 We n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=58/Mechanical, 2=205/0-8-0, 4=26/Mechanical Max Horz 2=84(LC 12) Max Uplif13=-54(LC 12), 2=-63(LC 12) Max Grav3=58(LC 1), 2=205(LC 1), 4--52(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 3-0.0 oc punins. 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=6.Opst; h=251t; Cat. If: Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used inthe analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG . Vartrydaidgnparrtrnafays andREAD NOTES ON THISANDINCLUDED ANEK REFERANCE PAGEN9.7473 rev. faMWIS BEFORE USE. Design vaikf for use orgy wlm Mltek® cotxwclors, fats design Itbased orgy upon parameters shown. diva is lot an individual btrlcNtg component. notahtnssystem. Below use, the txOding designer mint verily the appilcability of desl®1paarnelers and properly btcotporote this design Into the ovetdlbtOCBtgdesign. Brocing hxkaled Is to prevent buckling of h1vidtial Ituss Weband/or chordmembers orgy. Additional tempotayand pemfawnt bracing M iTek' Is always required 101 stability and to prevent collcW with possible personal IryuN and property damage. For general guldatco regal iing tho ktxlccstbn storage. WWry. election aid bracing of tnm; nsesandInssssysteseeANSVTPII Quality Criteria, OSS-89 and SCSIBuilding Component 6904 Parke East Blvd. Tanpa. FL 33610 Safely IMormattonovd0abiefromhamHateInsdiute. 218 N Lee Street. StLte 312. Alexandria. VA 22314. Job Truss Truss Type Ory Ply 710683951 780092 CJ4 Jack -Open 4 t Job Reference(optional) aunaers rxsuzource, r anga. rrmo Bey, rronoo aaaoo w, . V. • -u- ID:CoIKVZ9E 1 y6CBPYj4iUlLNyCk2Y-YPvexSR131P2PxVG12GOU7EXSW LugoVzBpvooizZl DN 1.18 3.11.13 r 1.1-0 3.11.13 2x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Ven(LL) -0.01 TCDL 10.0 Lumber DOL 1.25 BC 0.15 VBn(TL) -0.02 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=90/Mechanical, 2=249/0-8.0, 4=36/Mechanical Max Horz 2=96(LC 12) Max Uplitt3=-74(LC 12), 2= 76(LC 12) Max Grav3=90(LC 1), 2=249(LC 1), 4=72(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = v 13.6 poc) Well Ud PLATES GRIP 2-4 >999 240 MT20 244/190 2-4 >999 180 3 rVa We Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 3-11.13 oc purlins. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf-, h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6)'SemFngid 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. Veriy dodgn pwamotere and READ NOTES ON TM AND INCLUDED WTEK REFERANCE PAGE MD-7473 rov. 1403MIS BEFORE USE Design valid for use onlywtlhMtleWconnectors. mksdesign Is based onlyupon paameters shown. andIs for an individual building component. not a busssystem. Belore too, thet4A(*Vdesigner must verilytheapptkabilly, ofdesign parametersand property Incorporate Sdsdesign into the overall buldimg design ®acing indicated Is to prevent bxtcatng or imdtviduxl trust web and/or chord members only Atldlttonal temporary and permanent tmracbmg Welk' Isalwaysrequiredfor stabilityandto preventcollapse with possible personal hluy andpropertydamage. nor generalguidance tegadling the rablcatbn. storage, delivery. etectIon andbratcintl of truces andtruss systems seeANSVH41 Quality Criteria. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Salary Irdormatlon available iom trust Plate ittlllute. 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa. FL 33610 Job rust rurss Type ' ty ply Tt06B3952FJobeferenceTB0092CJSJack -Open 9 1 optional) tsueoare "siboutce, Tampa, rgam t ffy, IlWwe a00 ••+•• • w' •• "•` ••"•^ .^....'.'... ••••• ••••••• ••••• • • __• ID:CoIKVZ9E1y6CBPX14iUjLNyCk2Y•YPvexSR131P2PxVG12GOU7EUnWJggoVzBpvo iIDN t4-0 5-0-0 1•).0 r 5.0.0 Scale a 1 17.3 2x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.03 24 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Ven(TL) 0.08 2.4 727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 We Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=136/Mechanical, 2=269/0-3-8, 4=48/Mechanical Max Horz 2=128(LC 12) Max Uplifl3=-1IO(LC 12), 2=-67(LC 12) Max Grav3=136(LC 1), 2=269(LC 1), 4=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 5-0-0 oc punins. 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=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load 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 o1 withstanding 100 lb uplift at joint(s) 2 except 01=1b) 3=110. 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. Yertty dadyn jawarnotsrs and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE ND7473 rev. 18W,201S BEFORE USE Design valid log use only with hdlek® conneclors. Inls design Is booed only upon paanelers ax*^ and islot on Individual buldhte component, not o Dust system. Before use. the IxBdlng designef must venty the appOcaUllly of design paanetes OW Ptope0Y incorporate 9nb design Ingo the ovegallbuldIngdesign. Boeing IndlColed is to pgevenl txrckli ng of Indlvlduxa Dustweb aid/a chord members only. Addlllonal temporary and permanent bocbtg MiTek' Is ahvays ierpbod lot slablilty and to prevent collapse with posmle personal btluy and pgopeny Carnage. Fog genesol gu lcki nce gegading the tabtcallm storage, delivery, egectlon and blocbng of horses aid trim systems seeANSifrpll CuaOty Ctterb. DSB-69 and BCSI BuBdbng Component 6904 Parke East Blvd. safety Inlormation ovalloble Dom truss Plote institute. 218 N. Lee sheet. Suite 312, Alexo ndrlo. VA 22314. Tampa. FL 33610 Job Truss Truss Type T106B3953TiobT80092VAJack -Open 1 eference(optional) ousaers rxsrsotrrce. Iarnpa, ro.m t.oy, rgrraa .»aoo ID.CoIKVZ9E 1y6CBPXi4tUlLNyCIQY-OcSO8oSHg2XvO54SGIodOLnZ4wa__ZFI70TfLK8zZ 1DM 7-0-0 scale = 1 22.2 3x6 = OADING pst) SPACING- 2.0-0 CSI. DEFL. in poc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) 0.12 1-3 >700 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Ven(TL) -0.29 1-3 >281 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=272/0-3-8, 2=185/Mechanical, 3=87/Mechanical Max Harz 1=155(LC 12) Max Uplift 1=-41(LC 12), 2— 135(LC 12) Max Grav 1 =272(LC 1).2=185(LC 1).3=129(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent with any other live loads. 3) ' This Iruss 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 100 lb uplift at joint(s)1 except (jt=Ib) 2=135. 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 - Verily dadgn parameters and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE MD7473 rev. 1001110015 BEFORE USE LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=272/0-3-8, 2=185/Mechanical, 3=87/Mechanical Max Harz 1=155(LC 12) Max Uplift 1=-41(LC 12), 2— 135(LC 12) Max Grav 1 =272(LC 1).2=185(LC 1).3=129(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent with any other live loads. 3) ' This Iruss 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 100 lb uplift at joint(s)1 except (jt=Ib) 2=135. 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 - Verily dadgn parameters and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE MD7473 rev. 1001110015 BEFORE USEDesign, vdkf for use otvy vAth lv91ek9 connectors. ft design Is lased orvy upon pcaaneters showtx and Is tot an IndhAdual building component. notatrusssystemBeforeuse. the btt9ding deslgnet must verity the apWkoblity, of design parameters and tAopedy Incotpaote this design Into the overall Larding design. ®acing tndcated is to prevent bt OW* of Individual truss web and/ot chord members orty. AdalBoni lempaay, and petmalent bacing M iTek' It always tecpA&d fof stability and to prevent collapse with possible personal Inf ry and property damage. For genefd guidance regarding She faim"lbn storcge. delivery. etec,bn dial bracfrlg o1 trusses and inns systems. secANSIMI I Quality C Iterio. DSB-89 and SCSI Bulling Component 6904 Parke East Blvd. Safety Informotton ovalla le from Inns Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Tt0683B54 T80092 EJ2 Jack -Open 1 1 Job Refereroe(optional) twum" a reerJortrce, Ianpa, ratan {.ay, rronoa Jf DD ID:CoIKVZ9E1yfiCBPX14rUILNyCk2Y•Od S01ioSHg2Xv054SGIodOLnjowg9ZFz70TILK8zZIDM 2-" 1-0-0 2-0-0 QI9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In hoc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.11 Ven(LL) 0.00 6 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Ven(TL) 0.00 6 999 180 BOLL 0.0 ' Rep Stress Incr YES W B 0.05 HOIZ(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3 REACTIONS. (lb/size) 4_ 26/Mechanical, 5>52/Mechanical, 6=303/0-3-8 Max Horz6=64(LC 12) Max Uplift4=-26(LC 1), 5= 52(LC 1), 6= 91(LC 12) Max Grav4=7(LC 8), 5=18(LC 12), 6=303(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:10.9 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% 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; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left 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 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 1DD lb uplift at joint(s) 4, 5, 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Varlly dedpn parameta send READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE II1217179 rov. rrIMMIS BEFORE USE. DedM valkl fa use oral VAth MllekO connectors. ft design It based oNy ur.+on paametets stxAwn and is la an bxlMUral IAAdhng component. notahisssystem. Before use. the buUd9ng deslgnef mtrst Vedry the applicabUty of design paarnelors and properly incorporate this design Into the overall bBahlg design, ®acingIndicated Is to prevent buckling of indly ahjai tnsssweb and/a chord members oNy Adallkrxd femporay aid permanent bracing WOWIsalwaysregtbedfarstabilitya11dtoprevenlcollapsewtlhpossiblepersonalh>fury and property, damage. rot general gtldance regarding tine fa bilcatkbn. stadlgo, delivery, etecllon and Irachng of Inmes and truss systems. seeANSIMI I Quality Cdlerb, DSI.89 and ICSI bu0dhng Component 904 Parke East Blvd. Salary Information available horn hag Plate hnstitule. 218 N. teo Sheet. SLAW 312. AlexaWda. VA 22314. Terrpe. FL 33610 Job runs ruse type ' y ply T10663955TJobTB0092EJ3Jack -Open 3 Relereroe tional tsunasts rushsance. Parry=. rant d.ny, rronaa oo •—V . V..e 4 ,.• •.. ...... •••. ^^ .I • v- . ID:CoIKV29Ety6CBPXj4iU)LNyCk2Y-Vo00MTrvbMtmeFtgTJsZYKtgK 11.100170usazZl DL t-0-0 3-0-0it003-0,0 Scale = 1:12 3 2x4 = 3-0-0 a-0-0 LOADING (psQ SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2.4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 rda rda BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 11 lb FT = 2M6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=70/Mechanical, 2=195/0-3-8, 4=28/Mechanical Max Horz2=84(LC 12) Max Up1ift3=-6O(LC 12), 2=-57(LC 12) Max Grav3=70(LC 1), 2=195(LC 1). 4=56(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL--6.Opsf-, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 lit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- VWW desfpn parameters andREAD NOTES ON TM AND INCLUDED Y/TEK REFERANCE CAGE A07473 rev. 101130015 BEFORE USE Design valkt lot use onlyvAlh Mllek®connectas. This design Is basted only upon rxnometets shown, andIs for an indhA[htl buiding component, norasusssystem. Before use. the Mfid ing deslgnet must verity the arVicalAty of design parameters and popedy Incorporate this design Into the over,. biking design. Bracing indicated is to pevenl bwlding of Individual truss web anal/or chord members only. Addition, lemporary and permanent bracing MOWIsalwaysreclined " stabl.ty and to prevent collapse with posdWe personal Ctluy and property danoge. For general guidance regrading thefabicallon. storage. delivery, etectlonand brachhgof Inrssesand trusssystems. seeANSI/TPII CuaOty Marks, OSS-89and SCSI lu" Component 6904 Parka East Bbd. Safety Information avc0c"e Dom loss Plate institute. 218 N. lee Steel. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss I russ I ype ty T70683956 780092 EJ5 Jack -Open 3 t Jab Reference (optional) Butklars FbstSoutce. Tampa. Plard Crty. Fonda 33566 r 640 a Apt w zdte infra¢ industries. inc. Non mar zu - za.ao M r raps r ID:CoIKVZ9E1yfiCBPXi41UjLNyCk2Y-VoOOMTrvbMtmeFttgTJsZYKpiK fli9GI70usazZIDL 1-0-0 5•f10 2x4 = LOADING (pst) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stresslncr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=276J0-8.0, 4=46/Mechanical Max Horz 2=128(LC 12) Max Uplift3=-106(LC 12), 2=-70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:17.3 0 N N DEFL. In loc) Well L/d PLATES GRIP Ven(LL) 0.03 2-4 999 240 MT20 244/190 Ven(TL) 0.07 2-4 820 180 Horz(TL) 0.00 3 n/a rVa Weight: 18 lb FT = 2016 BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except 01=lb) 3=106. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end lildry 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 WARNWO. Verffy dsa/ynpwamaters and READ NOTES ON TMS ANDWCLUDED MREK REFERANCE PACE MS7473 rev. IMMIS BEFORE USEDesignWWlotuseonlyw1mMllekSconneclomMsdesignIsbasedonlyuponpacmetefsshomadhlotanYxONdxfMcMVcomponent. not a Dtas system. Before tee, the Ixaclblp designer must verify the appllcaWlly of design pxsamelers and properly hcarporate this design Into the oVetall IxBdrvjdesign. Bocbng Indicated Is to pxeveni buckling of lrw*Adua fuss web and/or chord members orgy. Addtlon l lemporay and permanent brocing WOW Isalwaysrec"ed tot stablily and to prevent collapse wllh possible personal 6>1ury and property damage. For genetal guidance regadbng the fabrication. storage, del". erection (Sid bfaolrng of Irises ad IrtrSs systems. soeANSVWI I Quality Cdtedo. OSB•89 and BCSI Building Component 6904 Parka East Blvd. Safety Information avaboble Dom truss Rate InstBule. 218 N. Lee Sleet. Suite 312. Alexandria. VA 22314. Tanya. FL 33610 Job Truss Truss Type Qty Fly T1o683957 TS0092 EJ7 Jack -Open 32 t Job RI,,,,, -to tional Builders FostSOU1Ce, Tartpa. PRIM Udy, Fbnds 33566 vo+v. a AP, ,s xwo mn k i.—u,ea, me m , m , cv ,• ca a. cv, . .aye , ID:CoIKVZ9E 1y6CBPX14iU1LNyCk2Y-z_amZTTXLgodGOErOAg55mstrvkGbl9FOunBSP1zZ1 DK 1-0-0 7-0-0 1-0-0 7-0-0 Scale = 1:22.2 3X4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ven(LL) 0.11 2-4 768 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Ven(TL) 0.28 2.4 288 ISO BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(fL) 0.00 3 n/a nla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. pb/size) 3=182/Mechanical, 2=346 0.3.8, 4=84/Mechanical Max Horz2=172(LC 12) Max Uplift3=-134(LC 12), 2=-78(LC 12) Max Grav3=182(LC 1), 2=346(LC 1), 4=128(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf-,BCDL=6.Opsl-,h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Ot=lb) 3=134. 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.' WARRING - Vartry dedyn parameter, and READ NOTES ON TNS ANDWCLUDED AMK REFERANCE PAGE 11-7473 rev. 16=10015 BEFORE USE Design valid lot use only with Mllek® connectors. this design is based orgy upon parameters shown. and is rot an Individual btAdhtg component, not a hie system. Belore use, the btr dng deslgnet must verity the applicability of design pmatneters and properly Wogbotote Otis design Into line overall buildingdi design. Bracing ftadkated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional antemporaryandpermanent bracing MiTe k' Is atways tequlod for stability and to prevent collapse vAth possible personal Inlay and properly damage. For general guidance regadbg helarlcatlon. storage, delivery. etectlon andbracing 01 tnraesand Russsystems seeMSVIPI I Quality Criteria, DSB-89 and BCSI Buiding Component 6004 Parks East Blvd Safely information avalable Rom bum Plate institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Puss Puss ype ty Ply 710683958 7BOD92 FG1 FLOOR t 2 Job Reference(optional) Buadam "Stsource. 1ampa. Plant city. faro, 33566 .,. •y • o m • ,• +, ,• , •- " . • . e . ID:CoIKVZ9Ety6CBPXi4iUlLNyCk2Y-z_amZTTXLgodGOErOAg55ms27kEo13E0un8SP1zZ1 DK 2-8-0 5.4-0 2-8-0 2-0-0 3x4 = Scale = 1.12.6 1 3x4 = 2 2x4 II 3 2x4 11 2x4 II LOADING (psQ SPACING- 2.0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 TCDL 10.0 Lumber DOL 1.00 BC 0.65 BCLL 0.0 Rep Stress Incr NO W B 0.39 BCDL 5.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) Udell Ud Ven(LL) -0.02 4-5 >999 360 VBn(TL) -0.03 4.5 >999 240 Horz(TL) 0.00 4 rVa n1a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=1818/0-4.0, 4=137210-4-0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-892/0, 1-2=-1420/0, 2-3= 1420/0, 3-4=-892/0 WEBS 1-5=0I1617, 2-5=-269/0, 3-5=0/1617 PLATES GRIP MT20 244/190 Weight: 56lb FT = 20% Structural wood sheathing directly applied or 5.4-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (6) 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: 2x4 - 1 row at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc, Except member 2-5 2x4. 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) '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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 881 lb down at 0-1-12. and 877 lb down at 2-3.8, and 877 lb down at 4.3-8 on bottom chord. The desigrUseleclion of such connection device(s) is the responsibility of others. 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.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1.3_ 100, 4-6=-10 Concentrated Loads (lb) Van: 6=-881(B) 7=-877(B) 8=-877(B) WARMNG - Vedly design parameter, and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE ND-7479 rev. 10ft'"1S BEFORE USE Design valid lot tee only wpm tAlek® connectors. ft cWgn Isbased only upon paametem sho, m and k fa an hdMdtai bulling component, nor a miss system. Before toe. the btDdng designer must verify the applkal111ty, of design l"ameters and popery incorpaate Ink design Into the overall btDdng design. Bracing WKWoted Is to prevent buckling of W911vldtKf truss web and/or chord members only. A ddllonal temporary and Ixmaanent blachtg MiT®k' isalways tecttrlted IN sictAlty, and to prevent collalx a vAlh possUe personal "and popery danage. For general guidance iegadng the ladlcallm storage, delivery, erection cmtl bonging of mrsses and huss systems seeANSI/TPI I CwOy Criteria, DSB-89 and BCSI Su6ding Component 6904 Parka East Blvd. Safety Information available Dom lnm Rate institute. 218 N. Lee Street. Sullo 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss I russ I ype ryply 710683959 780092 FT1 GABLE 1 1 Job Reference (optional) ounasrs rusiauuse, ierrya, r n wy, r-P.—. -ice 3x4 11 t 2 3 4 5 6 7 a 9 v+v a r.y,..v.. ..... .a ., .. .... .... ...q., . ID:CoIKVZ9EIy6CBPXl4iUILNyCk2Y•RB89rpU96zwUtYp1 L7aiPDUBk?WWiiRl?xTzZtDJ o-H4 Scale = 1.46 4 36 FP= 10 11 12 13 14 15 16 17 18 19 20 21 22 23 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 II 34 FP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) rVa n/a 999 MT20 244/19D TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 000 24 rVa n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 133 lb FT = 20- F, I ItSE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 27-11-4. Ib) - Max Grav All reactions 250 lb or less at joint(s) 24, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 33, 32, 31, 30, 29, 28, 27, 26, 25 FORCES. (lb) - Max CompJMax. Ten -All forces 250 (Ib) 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-ngid pi(chbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Varrly dedyn pommetwe andREADNOTES ON TN13AND INCLUDED IIIREK REFERANCE PAGE A97479 rev. f6MMIS BEFORE USE Design valid lot use onlywith Mllek®conneclors This design Is basedonly upon Parameters shown, and Is lot an Individual building component, norotrusssystem. Belote tise. the L-4Mdb)gdesigner must verify theapplicability or design paiamelemand propertyl ncotporole thisdesign Into theoverall btDding design. Racing Inclk:ated Is to buckling of Indlvldtral Miss web and/or chord members only Additional temporary and permanent bracing Welk' prevent is always ieguied for stability and to prevent collapse wllh possible personal "and property damage. For general gilclarnce iegardng the fabklal6m storage, delivery, erectionand brochngof Inrssesand irtrsssystems. seeANSVTTNI Quality Criteria. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Solely information avalable from Irus PlateInstitute. 218 N. lee Street. Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty ply 7106639ti0FJbeferenceTB0092FT2Flow101 optional) aunaers rssaorrres, ianva. — wy, —.— aaaoo A:9 i 3x4 II Sx6 = 4x6 = 1 2 3 i 1.11-8 0^ I.Sx3 II 4x6 = 1.Sx3 II 4x6 = 4 5 6 7 ID:CoIKVZ9Ety6CBPXj4rUjl-NyCk2Y-vNiX_9Vn1H2KViODVbsZBByWy5CSVuOjL5d vz21DI o" O-e 30 = 30 = 3x6 FP= 1 5x3 II 3x4 = 8 9 10 11 12 Seale = 1.49.1 1.5x3 II 5x6 = t.Sx3 = 4x6 = Sx6 = 3x4 II 1.5x3 = 13 14 1516 17 34 qrY 33 ,90 32 31 30 29 28 27 26 26 24 23 22 21 20 19 18 6x8 = US II 4x6 11 4x6 II 3x6 II US MT20HS FP = 3x8 = 3x6 = 4x6 = 5x6 = 5x8 = 30 = 3x6 FP= 3x6 II 3x6 II 27.11.4 26-0.0 259.8 _25-i,1 25-" d - 2 1.11.4 Plate Offsets (XY)-- l l:Edae 0-1.8) 128.0-3-0 Edael LOADING (psl) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Ven(LL) 0.50 24.26 >612 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.81 Ven(TL) 0.77 24-26 >399 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.73 HOrz(TL) 0.09 19 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 180lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 9.17: 20 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: BOT CHORD 2x4 SP M 31(flat) 6-0-0 oc bracing: 19-20,18-19. WEBS 2x4 SP No.3(llat) REACTIONS. (lb/size) 32=1386/Mechanical, 19=1953/0-4-0 Max Grav32=1408(LC 3), 19=1953(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 18.33-358/0, 33-34-358/0, 17-34=-358/0, 2-3=-2347/0, 3-4— 3990/0, 4-5— 5544/0, 5.6=-5544/0, 6-7-5544/0. 7-8-6D86/0, 8.9-5800/0, 9-10-5800 0, 10.11— 5004/0, 11-12=-5004/0, 12.13— 3816/0, 13.14=-2132/0, 14-15=0/483, 15-16=0/483 BOT CHORD 31.32=0/1332, 30-31=0/3301, 29-30--W4806, 28.29=0/4806, 27-28=0 5544, 26-27=0/5809, 25.26-0/6069, 24-25=0/6069, 23-24=0/5502, 22.23=0/5504, 21-22-0/4497, 20-21=0r"7, 19.2D— 120/1151, 18-19-327/0 WEBS 2.32=-1897/0, 2.31=0/1516, 3-31=-1425/0, 3-3D--WlO29, 4-30— 1218/0, 4-28--Wl253, 5-28=-344/0, 14.19=-1880/0, 14-20=0/1528, 13-20=-1504/0,13.21=W1129, 12.21=-1069/0, 12.22=01786, 10-22=-768/0, 10.24=0/466, 8-24=-426/0, 8-26=-1101272, 7-26-203/625, 7.27=-968/172, 6-27=-153t268, 16-18=0/488, 16.19=-513/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4)'Semi-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 3-1Oct (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' LOAD CASE(S) Standard 1) Dead t Floor Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 18-32=-10, 1.17=-100 Concentrated Loads (Ib) Vert: 17=-300 WARNING- Verily daslga Parameters and READ NOTES ON TM AND WCLUDEO MITEK REFERANCE PAGE AML7473 rev. f04? MIS BEFORE USE De&W valid for use only wpm Mtlek® connectors. ft design Is nosed only upon paameters shown. and B Iw an IndMdral buldirig component, not a buss system. Below use. the "cling designer must verify the alp ice billy of cleslgn paamelers and poperly Incorrorate ena design Into the overalld1rQdesign. Racing Inc9cated Is 10 prevent bucktfrng of trlWvldual muss web and/or Chord members only. Addilonal temporary and permanent txodng WOW S always required lot sloUlty and to pevenl collapse With possible personal "and popedy, damage. For general guidance iegadmg the fabk:all m. storage, delivery. etecilon andbracbng o1 trussesand Inns systems. seeANS1flPI I Cuailly Criteria, DSB-89 and SCSI BuIlding Component 6904 Parke East Bbd Safety Information ovaltabte from Luss Plate institute. 218 N. lee Sheer. Su lle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type pry T10663961 TB0092 FT3 Floor 10ty3 1I Job Reference (optional) Buvders FustSouice. Tampa, Plant Cay. Florida 33666 3x6 = 3x6 FP= 1.Sx3 II 17 16 15 3x6 = 3x6 = 14 7 640 aApt 19 2016 Welt Industnes. Inc. Mon Mat 201423.39 2017 Page 1 ID:CoIKVZ9Ety6CBPX)4iU)LNyCk2Y-vNiX_9VnIH2KViODVbsZBByHaXIVVz)IL5dYTvzZ1DI 2-3-8 Scale = 1:27.5 10 I'-H LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Ven(LL) -0.21 14-15 >903 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Ven(TL) -0.32 14-15 >607 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(rL) 0.04 11 We We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 90lb FT = 20*V, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. except 4.10: 20 SP M 31(flat) end verticals. BOT CHORD 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ibtsize) 17=901/Mechanical, 11=1009/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1330/0, 3-4=-2118/0, 4-5=-2118/0, 5-6=-2312/0, 6-7=-2312/0, 7.8=-2312/0, 8-18=-1400/0,9-18=-1400/0 BOT CHORD 16.17=0/800, 15.16=0/1843, 14-15=W340, 13-14=0/2312, 12.13--WI910, 11-12=0/891 WEBS 2.17=-1164/0, 2-16=0/811, 3-16=-783/0, 3-15=0/421, 5-15=-340/0, 5-14=-230/331, 9-11— 1296/0,9-12=0/778,8-12-780/0, 8-13=0/750,7-13=-412/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131* X 3') nails. Stongbacks 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.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 11.17= •10, 1-18=-100, 10.18=-140 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 11-17=-10, 1-18=-100, 10-18=-140 3) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11.17=-10,1-7=-100,7.18=-20,10-18— 60 4) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 11-17=-10,1-6=-20,6.18=-100,10-18=-140 Continued on Me 2 WARNING - Veft dedgn pwwnefars and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE 10}7473 rev. r003020I5 BEFORE USE Deslgli vdkl lause only withMI1ek® connectors. IM design Is 1>osed only upon plaaneters shown, and Is la an eidrvkW btAdkig component. nor eters a cl Incorporate 01b design Into She ovetallabusssystem. Berate use, the b&t W deer" mtrst veft theapplka llN ordeslgl paamproperly BiachO Indicated is to bucldbV of Individual Iniss web a d/ot chord members only. Additional lemporay and permalenl b10CVV WOW buildingdesign. prevent 6 aways tegilod lot sta101ry aid io proven collapse vAlh posslAepersona MW aid rxoperty danoge Foi general gtldaice iegaidng 9ie 6904 Parke East Bled. labrlcatbti, stooge, del". etection aid bracingor tnraesax1truss syslemiseeANSVTPI I Quality Criteria, DSB-69 and SCSI SuDdbig Component Tanpa. FL 33610 SafetyInformationavok"e San truss Rate Institute. 218 N. Lee Sheer. Sulle 312. Alexaidrla, VA 22314 Job Truss Truss Type N Ttou8396t T80092 F73 Floor 3 t Job Reference tional Buddere FIISISOur:e, Tan". Plant tiny, Aortae :twee LOAD CASE(S) Standard 5) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1 00 Uniform Loads (pll) Vert: 11-17=-10, 1.7=-100, 7-18=-20, 10.18=-60 6) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 11-17=-10, 1.6= 20, 6-18— 100, 10.18= 140 wv •..y..v cv.v m.v.. ...vvo...vv. .... ..... ... ..._ _-.. -v-- ID:CoIKVZ9E ly6Cl3PXj41UjLNyCk2Y-vNiX_gVntH2KViODVbsZBByHaXtWzjIL5dYTvzZ tDI WARNING - Vwly dedgn panuatars and READ NOTES ON TM AND INCLUDED MITEK REFERANCE PAGE M674TJ ray. 1 M WIS BEFORE USEDesignvalidfauseoralvAthholekOconnectors. Inds de0gn It based only upon p lameters shown. and is lot an bWMdt al bulling comporteni. not a nuns system. Belore tee. the bt/dng designer must vedly the "Icc billy of design paanelers and ptopedy Incorporate link design Into the overall only. Addllonal tempotary axf permanent bracing MiTek' bulding design. ®achg Indicated Is to prevent bucahg of Irtdvldud truss web aW/or chord membershalwaystegWedlotstabOOyandtopreventcollapsewithposttlepersonalhltayandpropertydamage. For genptal guldancs legat)hg Onestorage. delivery. erectlon Ord DrOCIng of trusses and truss systems, seeANSVMt Csa01y Criteria. DS8.89 and BCSI Bull tg Component 69046904 rkParke East Blvd.kbndcatlon, Satady Inlormallon avallatAe mom huss Rate InsIIMe, 218 N Lee Sheet. Stile 312, Atesax]do. VA22314. a. East 0 Job I rusS Truss Type ty Tt0683962 TB0092 FT4 Floor 6 1 Job Reference Lanai Butldets FbstSource. Tampa, Plant Coy. Fonda 33566 3x4 II 4x6 = 3x4 = 3x6 FP= 3x4 = 7.640 a npt nt 2016 Mff ex tnausmes, Inc. Mun Mm 20 14 23 40 cv, r ye ID:CoIKVZ9E 1y6CBPY44iUlLNyCk2Y-NZGvCV WPebAB7szO31NolOUSoxHcEOmsaIM6?LzZ 1DH 2f —0-0 —1 I.Sx3 II 1.50 II 11.50 11 Scale = 1.28.6 I.Sx3 II 3x4 = 3x6 = 1.Sx3 = 1 2 3 4 5 6 7 8 9 22 10 11 3x6 = Us = 3x4 = 30 = t.Sx3 II 3x6 FP= 3x6 = 3x4 = 3x6 = 21 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Ven(LL) -0.24 17-18 >814 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Ven(TL) -0.35 17.18 >559 240 BCLL 0.0 Rep Stress Incr NO W B 0.40 Horz(TL) 0.04 12 We nla BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 93 lb FT = 20%F, 11- E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(11at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=1026/0-3-8, 20=920/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1363/0, 3-4-2184/0, 4-5-2184/0, 5-tic-2404/0, 6-7=-2404/0, 7-8=-2404/0, 8-9=-2404/0, 9-22=-1440/0, 10-22=-1440/0 BOT CHORD 19-20=0/817, 18-19=0/1893, 17.18=0/2419, 16.17=0/2404, 15.16=0/2404, 14-15-0/1983, 13-14-0/1983, 12-13=0/912 WEBS 2-20-1188/0, 2-19=0/836, 3-19— 809/0, 3-18_-0/446, 5-18= 359/0, 5-17=-254/0, 10.12= 1325 0, 10.13=0/807, 9-13=-830/0, 9-15=01785, 8.15=-362/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 4)'Semi-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 panlcular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead t Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Van: 12.20=-10, 1-22=-100, 11.22=-140 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12.20=-10, 1-22=-100, 11-22=-140 3) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12.20=-10, 1.8-100, 8-22=-20, 11-22-60 4) 2nd chase Dead Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 12.20=-10, 1-7— 100, 7-22= 20, 11.22=-60 Continued on a e 2 WARNING- Vadly dadpn parameters and READ NOTES ON THIS AND INCLUDED UREK REFERANCE PAGE M11-7473 rov. 1062 0IS BEFORE USE Destll<n valid for use only with Mffelu® con neclors. this design Is Lased only upon paamelers shovm. and Is fos an rluMdual b l ilho component.notamisssystem. Before use, the building desIgnor must verify the at)NIcabriry of desl®1 pacmelers and pnopedy Incorporate mk design Into the overall building design. BicleN Indicated Is to prevent buckIN of InUMdud Russ web ad/or chord members orgy. Additional temporary and permanent Lw--bng M1Tek' Isalways required lot stabilityad to prevent collapseWin possiblepersoml Inlury and propertydamage. Fos genoralgutklance legadrng the klntcatton, storage, delNery, erection andbracing of trussesand trusssystems. seeANSVIPI I CuRf fy Criteria. DSB49 and BCSI BullditV Component 6904 Parka East Blvd. Solely Information ovaDatsle Rom truss Plate Institute. 218 N. Lee Stseef. Suite 312. Alexandnb. VA 22314 Tartpa. FL 33610 Job I ruse Truss Type a10ty Ply 710663962FJbeferenceTB9092FT4Floor6I1 ti. . Buddets FirslSoures, TOnV8. Fiord udy, f-wca 3356o 7.64, • ny, , • cv w —,— mwamsa, —, ...,., moo, aiz, . ID:CoIKVZBE 1y6CBPXj4iUILNyCk2Y-NZGvCV W PebAB7szO31NolOUSoxHcEOmsaIM6?LzZ I DH LOAD CASE(S) Standard 5) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-20=-10, 1.8=-100, 8-22=-20, 11-22=-60 6) 41h chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-20=-10, 1-7=-100, 7-22=-20, 11.22=-60 Q WARNING • Verifydsdlyn pw mstws and READ NOTES ON TM AND INCLUDED AUMK REFERANCE PAGE N817473 mv. ir141 MIS BEFORE USE De*p VOW for use orgy with Mtlek® connectors. Irgs deslp is based orgy upwn patameters shown. and is for an kvdN IKN bulcwv component, nDlanunssystem. Belwo use, the txAlding designer mint verify the a Icabliry of design paarteters and popedy IncoWote title design Into the overallbulldingdesign. Bracing Irx9cated Is toprevent bucklltg of IxW Iud Iuss web a cUor chord members orgy. AtldBond lemporary and permanent MaclrV M iTek' Is always regrbed tot sladllly and to pevent collal" wtm possble personal I fury and property danoge. For genetal gtrkfance iegodng thekt0catbrtstorage, detivery. erection and Isactng of teases cM truss systems seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Perks East Blvd. Safety Information avalable Iom hues Plate Institute, 218 N. lee Sleet. Sulle 312. Alexaxlda. VA 22314. Tampa, FL 33610 Job russ Truss Type ~-' ty Ti T80092 FTS GABLE 1 1 lJobR.enceferoptional) ouuasr[ nraavwce. Tanya, rwm..nT, rwnvv vuavv ID:CoIKVZ9E1y6CBPX14iU1LWYCk2Y•rmgHPrX2Pul2k0YcdOu1 Gc1khLlbzyk?oP6fYpzZ1DG 0*8 Scale = 1:28.4 Kim, A A A • Y IIYY-YYY-Y1- LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Ven(TL) We We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 15 n/a rVa BCDL 50 Code FBC2014/TP12007 (Matrix) Weight: 83lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins, except BOT CHORD 20 SP No.2(I1at) end venicals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16-8.0. Ib) - Max Grav All reactions 250lb or less at joint(s) 28, 15, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16 FORCES. (Ib) - 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 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARArNa • Vedy design pwanWors endREAD NOTES ON TM AND WCLUDED AR/EX REFERANCE PAGE AD67473 rev. 1802MIS BEFORE USE Design valid got use only vAth Wek® connectors. 8gs dew is based orgy upon paanetelS shown. and IS la an Individual building component. not a sus system. Before use, the Wilding desIgnet must verify the opdkabllty of design parameters and poperty Incap cote this design Into the overdl btldtng design. Bracing indicated Is to revent b ucidi ng of kndlvidurd Itus web and/or Chord members only. Additional temporary and permanent bracing MiTek' isagways reed for stability and to prevent collapse vAlh posVle personal t*uy and property damage. Fa general guidance regaalng the fobticatknn slotage. delNery, erection mx1 bracing of trusses and trusssystems. seeANSVIPI I Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovdtabte from truss Rate institute. 218 N lee Sheet. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job I russ Truss Type ty 710683964 T8009? F76 Floc 7 1 Job Reference (optional) Builders FxstSource. Tan". Plain Coy. Florida 33566 a1-e i 11-- -4-0 —1 I.SX3 II t.SX3 = 1.SX3 = 06 = 1 2 3 20 19 r au • npr rr ono inn ea mausnss, nn- ,con mug cv ,. au.., cv.. Hoye , ID:CoIKVZ9E1y6CBPXj4iU1LNyCk2Y-rmgHPrX2Pu12k0YcdOulGctXhLX?zpo?oP6fYozZ1DG 1-9-12 i-1-0-0 1.5x3 II 1.SX3 II 0%1re e = 1:31.6 1.5x3 II 4x6 = 1.Sx3 = 9 10 4x6 = 4X6 = 4x6 = 4X6 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 TCDL 10.0 Lumber DOL 1.00 BC 0.95 BCLL 0.0 Rep Stress Incr NO W B 0.60 BCDL 5.0 Code FBC2014/TPI2007 Matrix) 18.2.12 18412 DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) -0.2515-16 >860 360 MT20 244/190 Ven(TL) -0.3415-16 >632 240 Horz(TL) 0.08 11 rVa n/a LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(llat) TOP CHORD BOT CHORD 2x4 SP No.l(flat) WEBS 20 SP N0.3(flat) BOT CHORD REACTIONS. (lb/size) 11=1335/0-3-8, 18=1344/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1986/0, 3.4=-3253/0, 4-5=-3871/0, 5-6=-3871/0, 6.7=-3871/0, 7.8= 327010, 8-9=-2024/0 BOT CHORD 17-18=0/l l55, 16-17=012791, 15-16=0/3688, 14-15=0/3871, 13-14=0I3704, 12-13_-0/2820, 11-12=0/ 1201 WEBS 2-18=- 1722/0,2-17--&1269,3-17=-1232/0,3-16=01706,4-16= 664/0,4.15= 30/557, 5-15=-312/ 0, 9.11=-1744/0, 9-12--Wl259, 8.12=-1217/0, 8.13=0/687, 7-13— 663/0, 7-14— 34/ 591. 6-14-363/0 21 4 T Weight: 100lb FT = 20-0, 1 I%E Structural wood sheathing directly applied or 4-9-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) Load case( s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 4) 'Semi -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.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 11-18=- 10, 1-10=-140 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 11.18=- 10,1-10=-140 3) 1st chase Dead+ Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Ven: 11.18=- 10, 1-6=-140, 6.10=-60 4) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Continued on Daqe 2 WARNING - Verily dedgn parameters and READ NOTES ON Tfr/S AND INCLUDED Y/7EK REFERANCE PAGE NA7473 rev. taGIW I S BEFORE USEDesign vad lot use only with Mllek® cohrwelors, 0* desIM k based only upon paameters shown and Is fog an Indlyl Jx9 Wk k,p component not otruss system. Below use. the L*&*V designer mini verily the applk:aMly of deslgn parameters and propmly hcorporate 0nk doslpn Into the overall brOdhg deslp, McfaVindfcatedatopreventbucklingofWK9vldualtruceweband/or chord members Doty. Addtlonca temporary and permanent brocitg M iTek' E aways tegrLedlaslaUillyandtopreventcollapsevAlhpossblepersonali:tay arxt property damage. For general pldance regorling the fabrk:olkm slorage. dellvery. erection and bracing of trusses axl Inns syslems. seeANSVTPI I Quality Criteria. DS11.69 and BCSI lulldi ng Component 904 Parks East Blvd. Safely INormotlon avalk" o Worn truss Plate Wnstllute. 218 N. lee Street. Sulte 312. Alexonalo. VA 22314. Tampa. FL 33610 Job Truss s cuss Type Qty ply T10683964 TB0092 FT6 Floor 7 t Job Reference (optional) aunoars rxstbource. neaps. rrom uay. prong sa000 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 11-18=-10,1.5_ 60,5-10=-140 5) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10, 1-6= 140, 6-10=-60 6) 41h chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10, 1-5= 60, 5-10=-140 w a Mv.,.&..,o ..,,, e. ,.,.,...o. .. .. , ...yooz. ID:CoIKVZ9E1y6CBPX14iU1LNyCk2Y-rmgHPrX2Pul2k0YcdOu1Gc1XhLX?zpoFoP6fYZ1DO WARNWO - Vwtfy de dgn parorrtarers and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE N1F7473 rev. fORl IS BEFORE USE Design vdk) tot use only with Mllek® connectors D* design It based only upon parameters slxpwn, and Is fa an Indh4d al building cornponent, not o fr ss syslem. Before use. One txr kkV deslgnet mull vedty the c>ustllcobllty of design paraneters and properly Incorporole this design Into $he overall btldIng design. Doting Indicated Is to prevent tKtckling of tndlvkhra truss web aril/ot chord members orgy. Additional lemporary and permanenl btaciry M iTe k' Is always recpAod lot stability and to prevent collapse YAM possmle personal Infry and property damage lot genera ouldance regadng tine laNlealbR stofage. delvefy, erection and bK1cI1g of IAsses arx) truss systems. seeANSVTPI) Cua11M CdtwW. DSB-E9 and SCSI Building Component ' 6904 Parke Ease Blvd. Sorely Information available from hues Plate Innslltufe, 218 N. Lee Sheet, Sulle 312. Alexandria VA 22314 Tanpa. FL 33610 Truss Truss Type Tt06e39ri5 F77 Floc1""y t JOD Reference Donal ouuuss rne,avu,w..—W.. r w,..—Y...--..... „---- s iT7 9 ID:CoIKVZ9E 1y6C6PXl4i6lLNyCk2Y-rmgHPiX2Pul2k0YcdOul GclltLkPzyT?oP6fYozZ 1DG 0.1.8 30 = f14I5iw 11 14.0 2 0 8.12 3x4 = 4 1.6xr-t1 3x4 = 3x6 = It t.5x3 = Scale = 1:11.2 Plate Offsets (XY) 12:0.1 8 Edael 13.0-1.8 Edae) 4.2.12 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 VBrt(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert( L) -0.01 5.6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 We rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 30lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 4-2.12 oc puffins, except BOT CHORD 2x4 SP No.2(flat) endverticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib size) 5=209/0-3-8, 8=215/0.7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown 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 strorngbacks, 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.' WARNWG - Vadiydesignpuanwbn andREAD NOTESON THIS ANDWCLUDED WTENREFERANCE PAGEAD 7473 rev. 1803V201S BEFORE USE Design vdkJ to# use only with IvIllek8 conneclots. Itflscleslgt Is based ordy rspon rwamstea shown and Is la an h K4ckK l building component, notahuessystem. Before use, the building designer must veAN the appllcobllty of design parameters and propetty Ineog>orato V* design Into the overallAdollionarlemporaryandpermanentbtocing M iTe k' btldng design. Bracing Indicaled Is to prevent b cMkV of hndMdual truss web and/a chord members orgyisalwaysrequtiedforslablltyandtopreventcdfapsewithpossiblepersonalYtluyandproperlydamage. For general gtkkMe tegadng theWblcalbn, storage. delNery. erectlon and bract ng of trusses and Inns systems. seeANSI/iPlI OuoBly Criteria. DS11-89 and SCSI BuBdI ngComponentSolelyInformationavalablefromltreRatehnstttute, 218 N. lee Sheet. Sidle 312. Alexandria. VA 22314 6904 Parke East Blvd. Tartnpe, FL 33610 Job Truss Truss Type UTY Ply Tt0683966 TB0092 H2A Jack -Open t t Job Reference(optional) tsuaoers resmource, rarrpa, rum wy,'W— waaoo 20 = 3-3-0 3-3-0 3J-0 ID:CoIKVZ9Ety6CBPxj4iU)LNyCk2Y•JyOtcBxgACOvMA70BIOGopZ4iilh 06913rD4Ez21DF Scale = 1:11.7 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Veff(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Veff(TL) 0.01 1-3 999 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOfz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPtM7 Matrix) Weight: 10lb FT = 204b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=114/0-9-2, 2=86MIechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl— 18(LC 12), 2=-67(LC 12) Max Grav1=114(LC 1), 2=86(LC 1), 3=57(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3.0 oc puffins. BOT CHORD Rlgld ceiling directly applied or 10.0-0 oC bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed lot a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 18 Ill uplift at joint 1 and 67 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 • Verity daelpn parameters and READ NOTES ON TM AND INCLUDED NREK REFERANCE PAGE 11111•7173 rev. tMMI S BEFORE USEDesignvalidlotuseonlywithMltek8connectors. this design Is based only upon paamefers shown. and Is for an Individual building component. noramisssystem. More the, the IxDcbng designer mull vedfy the oppllcablilly of design praaneters and properly Incorporate this design Into the overallbtllhngdesign. ®aches Indicated Is to pxeveni buckling of Individual truss web and/or chord members only. Additional tempofaty and permanent bracd,g WOWIsawaystec"ed We slalpalty and to prevent collapse with posltle personal I>1uy and properly damage For general gldanco tegading lies labdeatkxftstorage. delivery. euecllon and butcng of trusses and truss systems, seeANSI/1PI I Quality Critedo, DSt-89 and SCSI tutidlng Component 6904 Parke East Blvd. Saledy Information avdpabde hom trig Plate IuIIMe. 218 N lee Sheet. Sute 312. Alexandda. VA 22314. Tampa. FL 33610 Job Truss Truss Type iy T10683967 T80092 H7A Diagonal Hip Gkder t 1plyJobt Reference tional Bud"Is Fastsoutce. Tonga. vent tray. Froncla s.rsee ,.Rj = rip" . w.,o m.. „,,...... - V- 16z19 H,. ,.... 16 ...e . ID:CoIKVZBE 1 y6CBPX14iU1LNyCk2Y-nBx2gxYlxW Ym_Jt?kRxVL16z19HW RgzlGjbmcgzZ IDE 1.5-0 5.1.9 9.10-1 1.5-0 5.1.9 4.8.7 Scale = 1:21.8 aq LOADING (psi) SPACING- 2-0.0 CST. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 6.7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Ven(fL) -0.14 6-7 >701 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(rL) -0.04 4 ala rVa BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 42 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=141 /Mechanical, 5=208/Mechanical, 8=651/0-4-15 Max Horz8=182(LC 4) Max Uplift4=-107(LC 4), 5=-73(LC 8), 8=-249(LC 4) Max Grav4=141(LC 1), 5=216(LC 3), 8=651(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12— 460/174, 12.13— 416/157, 3.13— 351/146 BOT CHORD 2-15=-113/860, B-1 5=- 113/360. 8.16=-233/360, 7-16=-233/360, 7-17-233/360, 6.17-233/360 WEBS 3-6=-392/254 NOTES- (9) 1) Wind: ASCE 7.10, Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.OpSf-, h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 20.0ps1 on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" 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 Dealing plate capable of withstanding 107 lb uplift at joint 4, 73 lb uplift at joint 5 and 249 lb uplift at joint 8. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 64 lb up at 1.4-15, 53lb down and 64 lb up at 1-4-15, 27 lb down and 45lb up at 4-2-15, 20lb down and 31 lb up at 4-2.15, and 62 lbdown and 111 lb up at 7-0.14, and 44 lb down and 76 lb up at 7-0.14 on top chord, and at 1-4-15, at 1-4-15. 9 lb down at 4-2-15, 24 lb down and 62 lb up at 4-2.15, and 39 lb down at 7-0.14, and 15 lb down and 8 lb up at 7.0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular budding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-4=-60, 5.9=-20 Continued on Dat1e 2 WARNING - l4wity design paransters and READ NOTES ON TM AND INCLUDED MREK REFERANCE PAGE MU-7473 rov. I00=15BEFORE USE Design valid for use only vAlh kelek® connector- TK%design Is based orgy upon paameters simown. and Is lot an Individual building component. not a has system. Before use. the building deslgnet must verlty the applicability of design pmaneters and properly Incorpaote ink design Into the ovetall handing design. Bache Indicated Is to prevenl b ucl0hg of individual has web aid/or chord members only. Additional lemporary and permanent bxacOmg WOW It always iealrlted ra stability and to ptevent collapse wllh possible personal "andproperty damage. lot genetdguidance iegading the fabrication. storage. delivery, erection and bating of tnrses and Inns systoms. seeANSI/TPI I Quality Crlierlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety I=allon avdlable nom Truss Plate Institute. 218 N. lee Sheol. Sulte 312, Alexandria. VA 22314. Tanya. FL 33610 Job Truss Truss Type Oty Fly 710683967FJobeferenceTB0092H7ADiagonalHipGkdaltI1 optional) Buddata FuslSoutta, 7 artpa. Plant LAY. FID1100 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12= 89(F_ 44, B=-44) 14=-64(F=-S1, B=-14) 16=33(8) 17= 12(F=-20, B=8) r o.u.Apl cu i"Aanacu. ruyvc ID:CoIKVZ9E ly6CBPXi41UjLNyCk2Y-nSx2gXYIxW Yrn_JI?kRxVL I &19H WRgzlGlbmcgzZt DE WARNING - Vadfy dadgn parom ws and READ NOTES ON THIS AND WCIUDED WTEK REFERANCE PAGE MD.7473 rev. $0631015 BEFORE USE Design valid 10, use arty wtih Mlleksconnectors. III design is based only upon laaameters shown, and is lot an Indlvldual building component, nor a kiss syslem. Below use. tho txlk9ng designer annul verify the applicability of design parameters and properly Incorporate his design Into the overall building dwJgn. Bracing kndlcoted Is to prevent brcatrng of individual Inns web and/or chord members only. Additional temporary and permanent bacbng M iTek' k always teaR6ed for stob0lty and to prevent collapse wllh posMe personal InW and property damage For general guidance regadhg the IOWWlkmx storage, delivery. orectlon and dating of Insses and lAw syslems. seeANSVM l Quality CrIleda, DS949 and SCSI BuDdIng Cornponent 6904 Parka East Blvd. Salary Information ovaDable rom Ifuss Plate Institute. 218 N. lee Skeet. Sulte 312. Alexandria. VA 22314. Tampa, fL 33610 Job Truss Iruss lype oty ply TIOSS3968 780092 HJ2 Jack -Open Girder 1 1 Job Reference(optional) auudereFesrSoures.rerrge. rromcrry,rrouuaaasbaus ID:CoIKVZ9Ety6CBPX14rUiLNyCk2Y-nB1QgXYIxWYm_Ji?kRxVL163z9OoRsklGlbmcgzZIDE 1.1•t5 3.2.13 3-2.13 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 TCDL 10.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=62/Mechanical, 2=227/0.8-14, 4=28/Mechanical Max Horz 2=79(LC 8) Max Uplift3-53(LC 8), 2-75(LC 8) Max Grav3=62(LC 1), 2=227(LC 1), 4=57(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.7 3.2.13 DEFL. In (loc) Well Ud PLATES GRIP Ven(LL) -0.00 2.4 >999 240 MT20 244/190 Ven(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 n/a We Weight: 12 lb FT = 209tr BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-13 oc puffins. BOT CHORD Rigld 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 2psl; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 20.0psf on the bottom chord In all areas where a rectangle 33-6-0 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 atjoint 3 and 75 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79lb down and 16lb up at 1-11-15 on top chord, and at 1-11-15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-3=-60, 2-4=-20 WARNWG • Vet/y design psrantetee and READ NOTES ON THIS AND INCLUDED NREX REFERANCE PAGE N47473 rev. laftW IS BEFORE USE Design vrlkl for use only vAlh kAtekS connectom V& doAp Is based oNy upon parameters shonrm. and B ra an IndNkAxf building compor*nl. nor a huss system. Before use, the building designer must verify the applicability of design parameters and popedy Incorporate this design Into the overall buildingngdesign. Bache hc9cated b to prevent b cldtng of IndnWuxl trussweb and/or chord members only. Acd9t onal temporary and permanent baling MOWItalwaystecpLedtotstabilityandtopreventcollq)W vAlh possflNe personal Injury and poperty damage. For general gWane fegardhg the faboicallon, storage, dellvery, erection and bracing of fntsses and toss systems seeANSI/TPI I Quality Crilarlo, DSB-89 and 1ICS1 Building Component 6904 Pauke East Blvd. Safety INormasron avark"e from llug Rate hstlMe. 218 N. lee Sheet. Site 312, Alexarxftkx VA 22314. Tampa. FL 33610 Job Truss russ Type ry Tt0613969 7BW92 HJ3 Diagonal HipGeder 2 1 Job Reference(optional) rweaere resource. tarrga. r®m t.ey. rronoe aoaoo . r.._ _._..... ...___..... ---.. _-" - ID:CoIKVZ9E1 y6CBPX14iUjLNyCk2Y-GLVOItZvipgdbTGBIBSkuEtCPYkOAJ SVNKJB7zZIDD 1.5.0 4.23 1.5.0 14.2-3 20 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ven(LL) 0.01 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Ven(TL) 0.04 2-4 999 180 BCLL 0.0 ' Rep Stress lncr NO W B 0.00 Horz(TL) 0 00 3 Na n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (ILVsfze) 3=79/Mechanical, 2=230/0-4-9, 4=39/Mechanical Max Horz 2=93(LC 4) Max Uplift3=-48(LC 8), 2= 76(LC 4) Max Grav3=79(LC 1). 2=230(LC 1), 4=79(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale: 1'= V PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psl; h=25ft; Cat. II; Exp B; Encl., GCpi_-0.18; MWFRS (envelope) gable end zone; 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 lit between the bottom chord and any other members. 4) Refer to girder(s) for thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3 and 76 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 94 lb up at 1-4-15, and 71 lb down and 94 lb up at 1-4-15 on top chord, and at I A-15, and at 1-4-15 on bottom chord. The designtselection 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=-60, 2-4— 20 Concentrated Loads (lb) Veil: 5=63(F=31, B=31) WARNWG - VwIty deatgn parameters and READ NOTES ON TN1S AND INCLUDED AUTEK REFERANCE PAGE ND-7473 rev. tag 3WIS BEFORE USE. Design valkl tot use orgy Win lvlllek9 connectom Rik design Is bared only upon polametem shown and Is lot an Individual leading component. not omat system. Belore trse, the bB ng designer mint verily Ina applcabllly of design paramelets and properly lncorpotale Ink design Into the overaalbuildingdesign. ®achg hxlcaled isto pevenl btrctaing of individualtruss weband/ot chord members only. Addltonai temporary and permanent bracMO MOW is oiways regJted fix sttlrillly and to prevent colla rm vAth poss9)le personal lWy and property damage. Fa general guidance regarding the fabdcallm slotoge, delivery, election cW brocmg of trusses and miss systems. seeANSVIPI I Ctrally, Criteria. DSB-89 and SCSI luBdfng Component 6204 Parke East Blvd. Safety IMamnalon ovallabte Dom muss Plate Institute, 218 N. lee Sheet SJIe 312. Alexcnddo. VA 22314. Tanga. FL 33610 Job Truss Truss Type ty T106B3970 T80092 H34 Diagonal Hip Girder I t 1ply 1 Job Reference tional Buddars FOslSource. TwWa. Plant City, F1011011 33566 r oc. a Apr ry evro m11 sa mvusmes, i—. wary — av i4— 44 cv, , ruy. , ID:CoIKVZ9E 1 y6CBPXj41UlLNyCk2Y-GLVO fiZvApgdbTGBIBSkuEf87Yg2AJ_SVNKJ87zZ f DD 2.2.13 4.43 2-2-13 4.43 Scale = 1:12.8 LOADING(psl) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Verl(LL) 0.06 5 >883 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.07 5 >706 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.03 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Malrix-M) Weight: 19 to FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3---4/Mechanical, 2=494/0-3-8, 4=-35/Mechanical Max Horz 2=72(LC 4) Max Uplift3=-40(LC 19), 2-269(LC 4), 4— 35(LC 1) Max Grav3=25(LC 22), 2=494(LC 1), 4=60(LC 22) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10, Vuft=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCPI=0.18; MWFRS (envelope) gable end zone; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five 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 anyother members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3, 269 lb uplift at joint 2 and 35 lb uplift at joint 4. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 19 lb down and 19 lb up at 2-2-3, and 25 to down and 58 lb up at 4-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 3=22(F) WARNING - Verity design parantotart and READ NOTES ON TIM ANDWCLUDED A1/1EK REFERANCE PAGE 11-7473 rev. MA030015 BEFORE USE Design valb lot use onlywith Wlel9 conneclois. R* design Is based orgyupon paametea shown. andisfor on hc014Uxi UfidW* component. non auras system. Before use. the lxildng designer musl verity the apr)lMobllty or dosign Marnetels and propody Incapaote Ods design Into the overall b tdhV design. BacitV IrxOaaled Is to prevent bucid9lg of ItWNWual truss web and/a clad members only. Ad[Otlonal tempotay aW permanent biocing MOWIsalwaystegWedrotstabilityandtopreventcollapsevAlhpossiblepersonal"aW property damage. For general gtldonce regmclrlg the tabilcotlon slotoge, delivery. erection aW brocing of Inmes arxl Ines systems seeANSI/TPII Quality Criteria. DS9.69 and IICSI Ituildlrlg Component 6904 Parka East Blvd. Salary Information owfliable from truss Wale Institute. 218 N. Lee Street. Suite 312. Alexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type ry Tt0683971 TBOD92 f w GirderDiagonalHQGird 2 t Job Reference o tional Budders FlrsiSourca. Tampa, Plant Gdy. 1-101100 33566 , o4v a ny, , v Aviv mn vn v,vval; .va. •••... •...,, — -„ — - -. --• • , -e- , ID: CoIKVZ9Ely6CBPXl41UiLNyCk2Y-kX3oFCaYr7oUDdrNsrzzOSBJoylZvmEb 14thZzZIDC t- 1.15 3.0.9 5.9-4 t• t•15 3.0.9 2.8-12 2x4 = LOADING ( psO SPACING- 2.0.0 CSI, TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 10.0 Lumber DOL 1.25 BC 0.40 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 REACTIONS. ( lb/size) 3=149/Mechanical, 2=317/0-8-14, 4=54/Mechanical Max Horz2=128(LC 8) Max Uplift3=-115(LC 8), 2=-89(LC 8) Max Grav3=149(LC 1), 2=317(LC 1), 4=108(LC 3) FORCES. ( Ib) - Max ComplMax. Ten. • All forces 250 (lb) or less except when shown. Scale = 1:17.1 DEFL in (loc) Ydell Ud PLATES GRIP Vert( LL) -0.05 2-4 >999 240 MT20 244/190 Vert( TL) -0.13 2-4 >515 180 Horz( TL) -0.00 3 rVa We Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 9) 1) Wind: ASCE 7.10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=251t, Cat. II; Exp S; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 20.0psl 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 115 lb uplift at Joint 3 and 89 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 18 lb up at 1-11-15, and 38 lb down and 51 lb up at 4.1.2 on top chord, and at 1-11-15. and 2 lb down at 4-1.2 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 t Root. Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 60, 2-4=-20 WARNING - Verily designParameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCEPAGE A07473 rev. MWMIS BEFORE USE Design valkl lot use only vAth Ml1ek8 connectors. fits design It based only urpon paameters shown, and Is for an IndMdxl building component. not o 9trssystem. Belote use, Ine building ingdesigner mtal verity the oWleabilly of design paamelers cNwf properly IncorMolo this design Into the overall btidi ng design. Bracing kxgcaled is to prevenl budding or IndNldral Inns web and/or chord members only. Atldllond temporay and permanent bracing M!Tek' is c hvoys loqubed lot slobllty and to prevent collque with lxnd3le persand May end ixoperly damage. for general g ldo nce iegardng the labicatlon. storage, delivery. etectlon and blOCing of busses and IRM systems. seeANSI/TW IQuality Crita lo. DSB-89 and SCSI BuIlM9 Component 6904 Parke Easl Blvd. safely Information available nom IlLm Plate InsIIMe. 218 N. lee Sheet. Sidle 312, Alexandria VA 22314. Tampa. FL 33610 Job I russ Truss Type ty 710683972 T80092 HJ7 Diagonal Hip Girder 4 t Job Refererc oOptional) euudera FssrSoures. Tamps. Nram cary, rrarraa erases ID:CoIKVZ9Ely6CSPXj41UjLNyCk2Y-kX3oFCaY r7oUDdrNsrzzOSBKLyOyvho ;IZhEzilDC 1.5-0 6-1.9 9.10.1 1.5-0 5.1.9 4-8-7 Scale = 1:22.3 3x4 3x4 = 5.1.9 4-0.7 LOADING(psQ SPACING- 2-0.0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ven(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Ven(TL) 0.11 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) 0.01 5 rVa We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=146/Mechanical, 2=473/0.4.9, 5=323/Mechanical Max Horz 2=181(LC 4) Max Uplilt4-117(LC 4), 2=-132(LC 4), 5=-82(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-755/189, 8-9=-692J206, 3-9=-684/189 BOT CHORD 2-11— 273/682, 11-12— 273/682, 7-12— 273/682, 7-13=-273/682, 6-13— 273/682 WEBS 3-7=0/294, 3-6-740/296 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 117 lb uplift at joint 4, 132 lb uplift at joint 2 and 82 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 94 lb up at 1-4-15, 71 lb down and 94 lb up at 1-4.15, 27 lb down and 45lb up at 4-2.15, 27 lb down and 45 lb up at 4-2-15, and 62 lb down and 111 lb up at 7-0.14, and 62 lb down and 111 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 9 lb down at 4-2-15, 9 lb down at 4.2.1 S. and 39lb down at 7.0-14, and 39 lb down at 7-0.14 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face o1 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 lot 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: 1.4=-60, 2-5=-20 Concentrated Loads (lb) Van: 8=63(F=31, B=31) 10=-101(F=-51, B=-51) 13=-39(F=-20, B-20) WARNING - Vad/y dodgn parameters andREAD NOTES ON TNISAND INCLUDED WEK REFERANCE PAGE 111D7473rev. iMMIS BEFOREUSE. Deslgl %tilt ra use only Win Mllek®coruectors. link design Is based only upon paaneters shown. and is la an IndNkAxl building component, nototlussyslem. Before use, the txOdng designer must verily the gtdlCablily of design paameters and ptoperly incotpotole thisclesign Into the ovesdl lxDdng design. Bracing Indicated Is to pevent bucIdI ng of Individual inns web and/or Chord members orgy. Additional temporary and permanent Lvacing WOW IsalwaystegrLedrotslMlIllyandtopreventcollapseWinposBlepersonalWuyandpropertydamage. Fa general gtldo nco negadrng me knxlcatlorxstorage, delivery, erection and bracing of tnrses arkl tnra systems. seeANSI/1PI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salary Information available Dom truss Rate InsIIMe. 218 N. lee Sheet, Salle 312. Alexandria. VA 22314. Tompa, FL 33610 Job Truss Type ry T10693973Feference_(optional T80092 T01 Hip Girder 1 1 uutroars rasisource, rampo. rram t.ey, rrwraa seaoo w V. aAERwLrrCzfkXCM ID:CoIKVZ9Ely6CBPXj41UiLNyCk2Y-CjdASYiOaOZU030coyh D?zZIDB 1- 0-02.9.13 6.3.8 10.0.8 13-6-4 16-4- 1. 0-02-9.13 3.5.11 3-9-03-5.12 2.9 12 3. 77 12 a 5x8 = 4x6 = Scale = 1:30.7 O OADING ( psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.35 BC 0.38 W B0.09 Matrix) DEFL. in Ven( LL) 0.04 Ven( TL) -0.10 HOrz( TL) 0.04 loc) Well Ud 9 > 999 240 9- 10 >999 ISO 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 79lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 7=804/0-8-0, 2=893/0.8-0 Max Harz 2=66(LC 27) Max Uplift7=-237(LC 9), 2=-283(LC 8) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 2-3=-1416/414, 3-12=-1437/468, 4.12=-1408/463, 4-13=-1348/461, 5-13=-1348/461, 5- 14-1405/467, 6-14— 1435 470, 6-7— 1440/440 BOT CHORD 2.11=-366/1187, 11-15=-361/1192, 10-15=-361/1192, 10.16— 388/1347, 9.16= 388/1347, 9- 17=-360/1219, 8-17=-360/1219, 7.8=-365/1213 L 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=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 toad nonconcunent with any other live loads. 5) ' This buss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-" tall by 2.0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 237 lb uplift at joint 7 and 283 lb uplift at joint 2. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 lb down and 38 lb up at 2-9-13, 62 lb down and 69 lb up at 3-11.9, 85 lb down and 111 lb up at6-3-8, 67 lb down and 111 lb up at 7-11-12, 85 lb down and 111 lb up at 10-0-8, and 62 lb down and 69 lb up at 124-6, and 57 lb down and 54 lb up at 13-64 on top chord, and 5 lb down at 2-9.13, 19 lb down at 3.11.9, 113 lb down at 6-3.8, 52 lb down at 7-11.12, 113 lb down at 9-11.12, and 19 lb down at 12-4.6, and 5 lb down at 13- 6-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 60, 3-4=60, 4.5=-60, 5-6=60, 6.7=60, 2-7=-20 Continued on DaGe 2 WARNINO • Verily dedyn pararmrorto and READ NOTES ON THIS ANDINCLUDED AMEK REFERANCE PAGE A067472 mv. 1000MIS BEFORE USE Dwlgn vaki for use ortly wllh PAIeW carVleCtais. IIt6 design Is bored only upon paameters sown. and Is lot an Individual buRCling component. not a irtstpS system. Beforetoo, the Lxdkk designer must verily the a0plic("Ify of des0i pcaameters andproperlyWortxxote 0* design Into theoverall design. @achg Indicated is to buclddtg of h0vickKs muss web anti/or chord members only. Addtbnal temporary anal d penmenl brocboMiTek' btBdrlg prevent isalwaysrecphed fa stab0lly and to prevent collapse wllhpossible personal btluyand property damage For general g4da ce tegading the 6904 Parke East BNd. tabricatlm storage. delivery. erection cars brdcbV of Dimes and truss systems. seeANSV1PI I OudOly Cdtedo, DSO-89 drtd 6CSI 8uOdbtp Component Tampa. FL 33610 Safety Ir doanadonovdlatxeDomInnsRatebutllute. 218 N. lee Sheel. SUIe 312. Alexambla, VA 22314. Truss Truss Type ry Ply T t061t3973FJobelerence_(optional ob SOO92 701 Hip Ghdsl 1 1I MOWS rx615eurce, Iampa, rom buy rmma A 00 v' U ID:CoIKVZ9E ly6CBPX141UjLNyCk2Y-CidASYaAE RwLrnOaOZUCzfkXCMO3eCOMvOD?zZ1 DES LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-67(F) 5=-67(F) 10— 57(F) 9=-57(F) 12= 5(F) 13=-67(F) 14=-5(F) 15_ 8(F) 16= 26(F) 17— 8(F) WARNING - Verilydesign parameters and READ NOTES ON TMAND INCLUDED AMX REFERANCE PAGE ASH-7473 rev. 1003QOIS BEFORE USE. Designvalid lofuseonly v4thMllekGconnectors. Ihlsdesign Is basedonly upon paamelers atwwn. and Is tot an IrWNAdsal boldingcomponent. nail a cuss sySlem. Beloro Use. Iho bnBdIng designer must verify the applicoWity of design parameters and propedy Incorporate M design Into the overall Brochg IWlcated Is to b Indlvldual Inns web and/or chord members only. Addlblond lempoary and permanent tracing M iTek' trsc911g design. prevent uclridng of is always recp4ed lot stabllry and toplevenf cdlgne with possble Personal Intury and property cianage. For general g ldance regadng 11w 6904 Parke East Blvd. Wbricattm slaage. delivery. erectionand bracingoffnnsesand NausssystemssecMSVFPII Quality Criteria, DSB-89 and BCSI Bullmng Component Safely Iruwmatlan ovalksble from Muss Plate InsilMe. 218 N. Lee Street. Sulle 312. Alexandria VA 22314. Tanya. FL 33610 o rttss russ ype ty Ply Tt0683974TJob780092T02Hip1 Reference (optional) tsuddem Frrstbource. I arrpa, r'rarnt Gay. PIOrrda J3bbb Y,,D&V--^,---".. "^"''"' "'.Y. ID:CoIKVZ9Ety6CBPXj4iUjLNyCk2Y-gwBYgubo?k2CSx?mzG?RVtHeEmhhNgruBLZ_IRzZ1DA 1-0-0 6.25 7.6•t1 6-10.5 /01.1 t 16.4-0 1-0-0 6.2-5 1.3-6 1-8 1.'t 1 6.2-5 Scale = 1:31.3 3.77 t 2 4x6 = 4x6 = 4x6 % 4 5 6 4t6 20 II 20 II 2X4 II 5x6 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.14 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Ven(TL) -0.27 7-8 >694 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.06 Horz(TL) 0.02 7 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purllns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IbrSlze) 7=623/0-8-0, 2=71a0.8.0 Max Horz2=85(LC 16) Max Uplih7_ 134(LC 13), 2=-175(LC 12) FORCES. (lb) • Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-927/319, 3-4=-782/374, 4-5-745/362, 5-6=-781/373, 6.7-925/318 BOT CHORD 2.12-188(740, 11-12=•182l739, 10-11=-185f745, 9-10=-182/739, 8-9-182l739, 7-8-188/741 NOTES- (8) 1) Unbalanced roof live loads have been considered for thisdesign. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 7 and 175 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Vedry dedgn psnwWom and READ NOTES ON TH SAND INCLUDED WTEK REFERANCE PAGE Am•7473 mv. 1OQY1015 BEFORE USE DedM veld fa use only vAm lvtllek9 connectors Bds deslgrn is based only upon paamelers stnown. and Is la an IndMd al bAtlhlg component. nol a Inns system. Before use. the bBrdng designer must vedty the aptxk:abdlty of de*p parameters a1d property Incorporate Ihk deson Into the overall btldlrng deslgn. tracing Indicated Is to prevent btcIdI ng of Individual puss web and/or chord members only. Additional temporary and permanent braabng Welk' h a Alys regtAred for sta30lty and to prevenl cdlapse vAm possUo porsaxd k*" and property danoge Fa genera guidance regadltng me fabrication, storage. delivery, erection and bracing of trusses and tRwsystems, seeANSVtPI I Quality Cdtedo, OSS-89 and SCSI Building Component 6904 Parka East Blvd Safety Information available horn truss Rate Institute, 218 N. lee Sheet. Su lle 312. Alezanddo. VA 22314. Tampa. FL 33610 I russ Truss Type ply Tt06B3976 JoblJob780092T03CommonJOIY1I Reference(optional) Builders FrrstSource, iempa. fiord idly, aorta& asabt, . ,..,. a mF; ........ ..... _.. ..._......._. ..._..._.. .._. -_ .. -_ ._ _-.. - _o_ - ID:Co1KVZ9E 1y6CBPXi4iUjLNyCk2Y-861xtEcRrn2A345ayX_Xg24pu?A??65,11 P?IXluz-Z1D9 1-0-0 4.4.4 8.2-0 11.11.12 _ 16.4-0 1 0 0 4.4.4 3.9.12 3-9.12 4.4-4 Scale = 1.30.1 4x6 = 3x4 = 3xB = 3x4 = 3x4 = 8.2-0 18.2-0 LOADING (psQ SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.07 6-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 VBff(TL) -0.20 6-8 >940 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 6 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IbIsize) 6=623/0.8-0, 2=71a0.8-0 Max Horz 2=96(LC 16) Max Uplitt6=-138(LC 13), 2=-180(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1000/407, 3-4=-762/302, 4.5= 763/302, 5-6=-1008/412 BOT CHORD 2-8=-294/845, 7-8= 302/857, 6-7_ 302/857 WEBS 4-8=-111/448, 5-8= 275/224, 3.8= 2621214NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=250; Cat. 11; Exp B; Encl.. GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exterfor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.6D plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 III between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 6 and 180 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 - Veriy dedgn paramerae and READ NOTES ON THIS AND INCLUDED A EK REFERANCE PAGE MR-74YJ rev. IaVSW IS BEFORE USE Design vclkl foruseonlywlmMllek6connectors. thts design Is based orgy upon parameters shown, and is la an Indlvdual building component. riot o truss system. Before use, the buildingdesigner mtal verity the applicability of design pcoanelers and properly Incorporate Bits design Into the over,,, Addific n ltemporaryandpermanentbracingMiTek' btidrtg design. BrocngindicatedIstorxeventbuddingofIndividualbussweband/ot chord members orgy. Is always tegtiedforstabilityandtopreventcollcpsewpmPossiblePersonaliniWandpropertydamage. For general guidance regarding the ratxldallon. storage, delivery, eracilon and bracing of trusses and Inrss systems, seeANSU1PI1 QualityCriteria, DSB-89 and SCSI BuldarngComponent 6904 Perk& East Blvd. Safely information avaiable from truss Plate institute. 218 N. Lee sheer, Stile 312, Alexaxfria VA 22314. Ton", FL 33610 Job russ ype ryT10683876ply7,u5s flip Garter 1 1 iob Reference (optional)_ Builders FeslSource. Tanga. Ptara City. Flonde 33566 7.640 s Apr 19 2016 Mir ek maustnes. Mc. wn mar 20 14t zivv 2017 rags 1 ID:CoIKVZ9E 1y6CBPXj4iUjLNyCk2Y-cIJJ4ad3XMIwiE985n2valMwKZJnrN WBet24gKzZ tD8 1 3.94 7-00 116-0 76-0-0 20J•t4 24-0-0 28-0.2 33-0-0 36.2.12 40-0-0 1 39d 32.12 4-" 4-" 4-3.14 4.2.2 4.2.2 4-3.14 3.2.12 39d 1 SX8 = Sx6 — 34 = 2x4 II 4X6 = 6.00 12 4 S 6 24 7 e 25 26 2x4 II 3X8 = 56 = 927 2e 10 29 11 Scale = 1:70.7 11ppm9pabli-P-4442ffist I IL F4V1' 00. i 747011 0 3X6 = 23 3X8 = tib 22 21 20 30 31 1932 3X6 = 6X8 = 2X4 11 2X4 11 33 to 34 35 17 16 36 15 3X6 = SXe = 2x4 II axe — 4X6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ven(LL) 0.13 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Ven(TL) -0.29 16.18 >994 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.88 HOrz(1L) 0.07 13 Ma rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10.7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 8-20 REACTIONS. (lb/size) 2=234/0-8-0, 20=3504/0.8-0, 13=1597/0.8 0 Max Horz 2=77(LC 12) Max Upli112=-321(LC 27), 20=-1117(LC 5), 13=-546(LC 9) Max Grav2=472(LC 15), 20=3504(LC 1), 13=1605(LC 20) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-604/528, 3.4=•430/462, 4-5=-347/448, 5.6=-602/2017, 6-24— 602/2017, 7-24=-6022017, 7-8= 602/2017, 8-25=-1983/757, 25-26=-1983r757, 9.26-1983r757, 9.27-1983/757, 27-28=-1983r757, 10-28=-1983/757, 10-29=-2413/874, 11.29=-2413/874, 11 -1 2-2707/942,12-13=-2828/980 BOT CHORD 2-23=-468/556, 22-23=-933/492, 21-22= 933/492, 20-21=-933/492, 20-30=-225/485, 30.31=-225/485, 19-31=-225/485, 19-32=-225/485, 32-33=-225/485, 18-33=-2251485, 18-34=-87312640,34-35=-873/2640,17-35=-873/2640,16-17=-87312640, 16-36=-87312640, 15-36-8732640, 13-15=-784/2423 WEBS 3-23-253/178, 4-23-318/174, 5-23-258/889, 5.20=-1417/406, 6.20=-415268, 8-20=-3180/1077, 8-19=N351, 8-18=-653/1981, 9-18=4931342, 10.18=-876/292, 10-16_-0/333, 10-15-337/161, 11.15-85/731 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B: Encl., GCpi=0.18: MWFRS (envelope) gable end zone; 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 lot a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 2, 1117 lb uplift at joint 20 and 546 lb uplift at joint 13. 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) 122 lb down and 141 lb up at 16-11-4, 122 lb down and 141 lb up at 18-11-4, 122 lb down and 141 lb upat 20.11.4, 122 lb down and 141 lb up at 22-11-4, 122 lb down and 141 lb up at 24-11-4, 122 lb down and 141 lb up at 26.11-4. 122 lb down and 141 lb up at 28-11.4, and 122 lb down and 141 lb up at 30-11-4, and 230 lb down and 262 lb up at 33-0-0 on top chord, and 88 lb down at 16-11-4, 88 lb down at IS- 11-4, 88 lb down at 20-11-4, 88 lb down at 22-11-4, 88 lb down at 24-11.4, 88 lb down at 26-11.4, 88 lb down at 28-11-4. and 88 lb down at 30-11-4, and 358 lb down and 91 lb up at 32.11.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. section, loads applied to the face of the truss are noted as front (F) or back (8) WARNING. Verify design paranretas and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE N967472 rev. fW3WrS BEFORE USE Design valid fause oNy with Mllek® corvneclots. Bit de*pIt based arty upon paameters shown. anal 6 fixan Individual rAdc rigcomponent nor rtE.yahimsystem. Before use, the bulk2lg deslgmust verify, the aWIcabllly of design paameters and property hcorporole this design Into the ovetall design. Ilfachg Indlcoted Is to buckW* of kxWucd truss web and/or chord members orty. AddgUaxf temporary and permasieni bracing M bl0dngpreventIt alwayste%Med for slab6lty andto prevent collat a vAthpossiblepersonalhluy and poperly damage. For general guidance tegdading the iTek' 6904 Parke East 8W. fdlbubatbr% storage, delivery, efecflon and brdlChpof Misses awtruss systems. seeANSI/TPI1 Quality criteria, DSB-89 and 11CSI eu0dh9 ComponentTampa. FL 33610 SafetyIrdorma8onavailablefromIrisRatehsfltute. 218 N Lee Street, Stile 31Z Alexandria. VA 22314. Job Truss runs Type ry T10663976 T80092 T04 Hp Girder 1 t Job Reference (optional) Builders FUSISOUICe. lenge. 1'IBM GAY, FIOI108 33566 r ow a npr is zuro mi r aR muusr iss, ice. mart ma, cv .+ uya c ID:CoIKVZ9E t y6CBPXf4iUtLNyCk2Y-cIJJ4ad3XMl WiE985h2valMwKZJrdN WBet24gKzZ1 D8 10) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building isthe 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: 1-4— 60, 4.11=-60, 11-14— 60, 2-13= 20 Concentrated Loads (fb) Vert: 7=-122(F) 11-183(F) 16-64(F) 10-122(F) 15=-358(F) 24-122(F) 25-122(F) 26=-122(F) 27=-122(F) 28-122(F) 29=-122(F) 30=-64(F) 31-64(F) 32-64(F) 33-64(F) 34=-64(F) 35=-64(F) 36=-64(F) Q WARNING - Vedly dedpn puametene and READ NOTES ON TM AND INCLUDED MEEK REFERANCE PAGEN07173 rw. rdr03MIS BEFORE USE Design valld for use onlyvAth Mllek® connectors. INs design Is basedonly upon paarnetem shown, andIsfor an hdMdrlalIxldingcornponenL not atrusssystem. Before tse, the blldngdeserter must verify theappllcablltyof designpcaamelemand propertyIncortwrale Ihh design Into theoverall brlddtg design. Bracing Indicated Is to prevent baotding of indlvkhxg miss web and/or chord members only. Adalikxai temporary and Permanent Using M iTek' Is always reoUred lor staWly and toprevont colktpse with pos*Ae personal k*jry and property damage. for general guldo nce regadng the f bacatim storage, delivery, erection and Loocfrlg of Irkases and trusssystems. secANSVMI Quality Criteria. DSB-89 and SCSI BuBding Component 6904 Parke East Blvd. Safety Information ovaltoble from In8 Plate Institute. 218 N. lee Sheet. SrJte 312. AlexCFKM . VA 22314. Tempe. FL 33610 ob Truss Truss Type ry P T10683977 T80092 T05 Hip 1 Job Reference (optional) Builders FirslSource. Tampa. Plant Coy. Florida 33566 7.640 s Apr 19 2016 Wait Industries. Inc Alan Met 20 14 23 50 2017 Pepe 1 ID:CoIKVZOE 1y6CBPX14iU1LNyC12Y-4UshlwehlfOnJOkLIPZ87VvgiztvasOKIJneMmzZ1 D7 1-0 4.9 4 fi-0-0 16-0-0 23-0 0 31-0.0 35.2.12 40 0-0 1 0 1 0 4.9 4 4.2.12 7-0-0 74;-0 7.6.0 4.2.12 4.9 4 1 Scale = 1:70.7 5x6 = 5x8 = 3x6 = 20 II Sx8 = anmFiT 4 5 6 7 a 16 2x4 II 13 3x8 = 3x6 = Sxe = 3xa = 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) 0.14 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Ven(fL) 0.38 10-12 >751 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.73 HOrz(TL) 0.03 10 rVa n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 202 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood Sheathing directly applied or 4-7-5 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=518/0.8-0, 15=1886/0.8.0, 10=902/0-8-0 Max Horz2=96(LC 12) Max Uplift2=-166(LC 12), 15=-434(LC 9), 10— 220(LC 13) Max Grav2=541(LC 23), 15=1886(LC 1), 10=914(LC 24) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-618271, 3-4-333/150, 5.6— 739/346, 6-7=-739/346, 7-8— 739/346, B-9=-1135/403,9.10=-1391/514 BOT CHORD 2-17=-204/513, 16.17=-571/304, 15.16-571/304, 14.15-571/304, 13-14-165/972, 12.13— 165/972,10-12=-363/1187 WEBS 3-17=-307240, 5-17-266/917, 5-15-1741/671, 5.14=-466/1481, 7.14=-479292, B-14-297l77, 8-12=-4/396, 9.12-254223 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exlerfor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 2.0-0wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 2,434 lb uplift at joint 15 and 220 lb uplift at joint 10. 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 useof this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' wARNWO•VMfydesrpnpaanW"end READAfOMON THIS AND WCLUDED WrEK REFERANCE PAGE M67473 rev. /6021DIS BEFORE USE Design vtlkf for use onlyvAth Mllek®connectots. Thisdesign E rxaed only upon paamelets sn%m and is for on individual buldIng component. not obrassystem. Before use. tho 1xrDcfnp designer must verify the appllcaNlfy, of design paametes and Ixopedy Inca oicrte this design Into the overdlirking design. Bochg Dndlcoled Is to prevent rxrckWV of Individual miss web aid/a chord members only. Addllond lemponay and pemlalenl brocbng M iTek' IsalwaysnequtedlotskiblllyandtopreventcdlgxevAIhpossiblepersonal1Mtryandpropertydamage. for generd guidance regardng the tabd ( tbrL storage, del", erection andbracing oftrusses andMiss systems. seoANSIMI lQuality Criteria, DS9-89 andSCSI BuedDng Component6904 Parke East Blvd. Safety IMamabon avc0c"e Dom bum Prate Institute. 218 N. lee Street. Sulle 312. Alexumdda. VA 22314. Tarlrpa. FL 33610 Job Truss Truss Type atyly 70683978 780092 T06 Hip t t Job Reference (optional) Builders FkarSource, Tampa. Plant City. Florida 33566 7 64e a Apr le ze16 Mrr ek rnouarrles, Inc. Man MBr zu 14'Zd'Du zul7 rage 1 ID:CoIKVZ9E 1y6CBPXj4iUjLNyCk2Y•4UshlwehliOnJOkLtPZ87W 7kzkoawwKUneMmzZ 1 D7 1-0-0 11 -0.0 18.8-0 23.10-0 29-0.0 34.2.12 40-0.0 41 0 i-0-0 S9 4 5-2.12 7•a•0 5-2-0 5.2-0 6-2.12 S8 a 5xB = 2x4 II 3x6 = 3x8 = Sx6 = a Scale = 1:70.7 3x6 = 19 1a " — 16 1s " 13 12 3x6 = 2x4 II 3x6 = 3x8 2x411 3XB 2x4 II 3x4 = 3x6 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.40 WB 0.48 Matrix) DEFL. in (loc) Udell Ud Ven(LL) -0.07 16.18 >999 240 Ven(fL) -0.17 16-18 >999 ISO Horz(FL) 0.04 10 rVa n/a PLATES GRIP MT20 244/190 Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpi 4-16, 7-16 REACTIONS. (lb/size) 2=59310.8.0, 16=1985/0-3-8, 10=728/0.8.0 Max Horz 2=-115(LC 17) Max Uplift2=-183(LC 12), 16— 383(LC 9), 10— 216(LC 13) Max Grav2=629(LC 23), 16=1985(LC 1), 10=756(LC 24) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-830/270, 3.4— 357/164, 4-5-86/665, 5.6-85/665, 6-7=-85/665, 7.8-4&W75, 8-9=-619/255, 9-10=-1101/355 BOT CHORD 2-19=-208/669, 18-19-208/669, 17.18=-26/312, 17-20=-26/312, 16-20=-26/312, 12-13-216/909, 10.12=-216/909 WEBS 3- 1 8=-475/265, 4-18-42/435, 4-16=-1061/342, 5-16=448/269, 7.16-1059/346, 7-13=-184/555, 9-13-486/264 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=6.Opsh h=25fh Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C 6dedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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, with BCDL = t O.Opsl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 2, 383lb uplift at joint 16 and 216 lb uplift at joint 10. 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 lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNINO - Vedly designparameters and READ NOTES ON TM AND INCLUDED WTEK REFERANCE PAGE it11,7473rev. 1401113Il0IS BEFORE USE Design voild log use Orly v4mMllek® connectors. this dedgri is based only upon paamefeos shown. andIsrat an Individual buldhng component. notahusssystem. Beforegore. the bxBc9ng deslgm must verity theafolcalNity, of ciesl®1 paameters and ixopedy incor paate On6 design Into theover,, btldi Bracing Indkated Is to buckling of findlvidual trussweb and/or chordmembers only. Adalblonal lempaary a cl permanenl bracing MiT®k' ng design. prevent is always reed too stability and to prevent collapse vAlh possUe personal Iir+y and property damage. For general guidance regarung Ole 6904 Parka East Blvd. fabncallon, storage. delivery. erection and bracing of mrssesand tnrss systems seeANSVIPl1 QkKMIV Criteria. DSS-69 and SCSI BuildingComponent Tampa. FL MOSafetyInformationovallableDomtrussRateIu0lute. 218 N. lee Sheet. Srdle 312. Alexandria VA 22314. Job Truss russ ype Pry T106B3979 78OD92 T07 Hip 1" ry t Job Referent(optional Buddess FistSou¢e. Tampa. Plant City. Fbndo 33566 man mar 20 i4:23 a' cv i i ravvi ID:CoIKVZ9Ely6CBPXi41UiLNyCk2Y-YhQ3VGeJ2zYdxYJXC64NgjRMtN3LJLOUSyXBuDzZID6 6-&4 13-04 188-0 22.100 27-0-0 332.12 40-0-0 1 4 6.2.12 5.8.0 4.2-0 4.2-0 6-2.12 Scale = 1:70.7 5xe = 2x4 11 U6 = 3x4 = 4 5 6 7 0) d b 0 IT0 3x6 = 17 'v 15 14 13 11 3x6 = 2x4 11 3x6 = 3x8 3x8 = 2x4 II 30 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ven(LL) 0.13 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Ven(TL) 0.27 13.14 >922 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(fL) 0.03 9 rVA We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 219lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.3.2 oc pudlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 6-14 REACTIONS. pb/size) 2=553/0-8.0, 14=2062/0.3.8, 9=692/0.8-0 Max Horz2=134(LC 12) Max Uplift2=-181(LC 12), 14=-316(LC 9), 9=-226(LC 13) Max Grav2=6D4(LC 23), 14=2062(LC 1), 9=735(LC 24) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-742/233, 4.5— 79/697, 5-6— 78/697, 6-7— 294/226, 7.8=-428/192, 8-9= 1017/327 BOT CHORD 2-17-201/584, 16.17=-201/584, 15.16=-201/584, 12.13-180/828, 11.12=•180/828, 9-11=-180/828 WEBS 3.17=0/289, 3.15= 6251327, 4-15= 86 430, 4-14= 983/338, 5-14— 340/199, 6-14=-992/365, 6-13=-202/717, 8-13-606/333, 8-11-0/262 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=2511; Cat. 11; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.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 anyother members, with BCDL = 10.Ops1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 2, 316 lb uplift at joint 14 and 226 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.' Q WARNWG - Verily design paramotan and READ NOTES ON THIS AND NCLUDED NREK REFERANCE PAGE d1P7473 rov. 100VAIS BEFORE USE. Design valkt Ia use onlywith Mllek®conneclors. inlsdeslgnIsbased onlyupon paanelemshown. andIsgot an Individual buldkng component. nor a btm system. Before tee, the bxOdbng designer mist verity the %4AIcabliN of design paaneters and property Incorpaate Bit design Into the ovetall building design. BacW VxAcated Is to prevent buckling of Individual tftm web ad/or chord members only Additional temporary ad permanent bracing MiTek' Isalways regt6ed lot stability and to pnevenl collapse with possible personal H1ay and property damage. For genetal guidance regadng the I "Icatkxn. stondge, deMery. esectlon axl b r(x*V of taisses and Muss systems. seeANSVIPII Quality Crifedo, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available Dom puss Rate Institute. 218 N. lee Sheel. State 312. Alexarxfda, VA 22314. Tampa, FL 33610 Job ues Truss Type 0ty Ply 710683980 760092 TOB Wp t 1 Job Reference (optional) Bwldeis FrstSource. Tampa. Plant Cny, Fbndo 33566 7 540 s API 19 2016 Mr I ek Industries. lac. Moll Mat 20 14 73 52 2017 raga 1 ID:CoIKVZ9Ety6CBPXj4iUjLNyCk2Y-tt_RlctxpHgUZit4mgbeCw CwrUv2t2dKcGkRfzZ1D5 1 7.9.4 15-0-0 20-0-0 25-0-0 32.2.12 40-0-0 1 1 7.9.4 7.2-12 5-0-0 5-0-0 7.2.12 7.9.4 1 Scale = 1:72.0 6 DO F2 3x4 Sx6 = 5 6 7 3x6 = 17 10 15 - " 14 "' 12 3x6 = 2x4 11 3x6 = 3xB = US = 3x6 = 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) 0.37 14.15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Ven(TL) 0.84 14.15 >562 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.25 Horz(TL) 0.18 10 We Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 210lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 Except' BOT CHORD Rigid ceiling directly applied or 6.5.15 oc bracing. 13.16: 2x4 SP No.1 WEBS 1 Row at midpt 3.15, 6.15, 6-14, 9-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=165,TO-8-0, 10=1653/0.8-0 Max Horz 2=153(LC 12) Max Uplift2=-346(LC 12), 10=-346(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2931/999, 3-4=-2275/821, 4-5=-2164/846, 5.6=-1947/825, 6-7=-1947/825, 7.8=-2164/846, 8.9=-2275/821, 9-10=-2931/999 BOT CHORD 2-17— 754/2512, 16-17=-754/2512, 15.16=-754/2512, 15-18=-492/2043, 18-19=492/2043, 14-19-492/2043, 13-14=-762/2512, 12-13=-76=512, 10-12-762/2512 WEBS 3-17=0P299, 3-15-662J372, 5-15-151/641, 6.15— 3231178, 6-14-323/178, 7.14_ 151/641, 9-14-662/372, 9-12=0/299 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 346 lb uplift at joint 10. 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 • Verty designpWamsfers and READ NOTES ON MS AND INCLUDED WEK REFERANCE PAGE A07472 rw. 10113MfS BEFORE USE DeslM vcgld for use only WinMllekO connectors. Ihs design Is based only upon pmaneters shovoi, andis lot an Individual btdd#V component notatrusssystem. Below use. the tr0alng designer must verily the appllcabilN of design paa telers and property klcorpaale Ins design Into the overall btBdhg design. 9acing Indicated Is to prevent bucMWV or Individual truss web and/ot chord members only. Add9gorwl temporary and permanent btactng M!Tek' Is arways recit lied for stability and to prevent colici se whh possible personal "and property damage. for genefal gukk nce regad9ng Brie 6904 Parke East Blvdfabilcatlon, storage. delivery, erection arttracing or tnoesdmd Inns systems. seeANSVTPI I Quality Criteria, DSB-69 and BCSI Building Component Safety Information ava9alte from huss Plate Insilfule. 218 N. Lee Sheet, S111e 312. Alexandria. VA 22314. Tampa FL 33610 Job Truss truss type '71" yT10683981 780092 TOB hip G ider 1 3 Job Reference (optional) t5UIICDre rSSMOUrCe. Iarpa. W. 4.Ily. rlunaa J.fJoo "j4iUiL . Ck2Y- .....-.....-_-...__. uEd"._._-.. ID:CoIKVZ9E 1yfiCBPXl41UjLNyCk2Y•zG6C8HhBLuxCo016uEd4HL3mua3MldawowlrVXz21 D3 1-0 5 e 3 10 9 13 1511 B 17-5-0 20 8.12 24-0.8 29.2.3 34.3.13 40-0-0 t-" 58.3 S-t-11 S7.11 t-SB 3312 33.12 57.11 5.1-11 5e3 -0-0 6.00 F,2 5x8 = 2x4 11 7x10 = 6x8 = 6 7 8 9 Scale = 1:71.4 4 M Iq 0 cr co 23 co a <0 22 c, — .,.. — — 19 "'" 18 16 — -- 15 -- -- 5xts = Sx8 3x8 II US 20 3x6 II 12x14 = IOx12 = 3x8 II 8x1O = 5x12 = 6x8 = S&3 10.9.13 1 S11 a 17-SO 20 8 12 24-0 8 29 2 3 34313 404?O 583 5-t-tt S1.11 t-SB 34 2 33.12 57.11 5-t-11 583 Plate Offsets (X,Y)— 12:0-4-0,D-1.151,16:D-4-0,D-1-151,18:D-2-12,D-2-8), (9:D•4.0,D-1.151, 10:0-1.12,0.1-81,(13:D•4-0,0-1-15),115:0.6-0,D-1-8),116:0-3-6,D-6-4), (20:0-4-0,0.2-0), 122.0-4-12 0-"1 123.0-5-8 0.1.81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 100 TC 0.88 Ven(LL) -0.13 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Ven(TL) -0.28 15-16 >967 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.95 Horz(R) 0.04 13 IVA n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 961 lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4.10-10 oc pudins. 6-9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 5-22,8-20,8.18,10.16: 2x4 SP No.2, 7.20: 2x6 SP No.2 REACTIONS. (Ib/size) 2=2412/0.8-0, 20=12175/0.6-0, 13=4636/0.8-0 Max Horz2= 162(LC 8) Max Grav 2=3201 (LC 21), 20=19883(LC 14), 13=7831(LC 14) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3997/0, 3-4-463/360, 4-5=-360V372, 5-6=0/5053, 6-7=0/4429, 7-8=0/4534, 8.9=- 2329/100, 9.10— 2606/66, 10-11-804B/0, 11.12-8078/0, 12-13-13229/0 BOT CHORD 2.24-0/3521, 24.25-0/3521, 23.25=0/3521, 23-26=0/3521, 26.27--W521, 27.28=0/3521, 22-28=0/3521, 21-22=- 297/510, 21-29=-297/510, 29-3D=-297/510, 20.30=-297/510, 20.31=-1099/137,31-32=- 1099/137,19-32=-1099/137,19-33=-1099/137, 18.33-1099/137,18.34-- W214,17.34=0/7214,16-17=M214,16-35=0/11779, 35-36=0/11779. 36-37= 0111779, 15-37=0/11779, 15-38--Wl1779, 38-39=0/11779, 13-39=0/11779 WEBS 3- 23--0/3552, 3.22=-3979/0, 5.22-0/5288, 5-20=-5493/0, 7.20=-3576/0, 8.20— 8784/0, 8.19=0I998, 8.18=0/9112, 9.18= 01858, 10.18-6933/0, 10.16-017250, 12.16-5166/0, 12-15--W4698 NOTES (12) 1) 3-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc, 2x6 - 2 rows staggered at 0.9.0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0.4-0 oc. Webs connected as follows: 2x4 - 1 row at 0- 9-0 oc, Except member 12-15 2x4 - 1 row at 0-4.0 oc, 2x6 - 2 rows staggered at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511, Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1. 60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. Continued on Dacie 2 WARNING • VnUy dadyn pwwnetws and READ NOTES ON TIRS AND NCLUDED WMK REFERANCE CAGE A61-l473 rev. rdQ2WIS BEFORE USE Design valid lot use only with MilekO conneclom Inls design S based Only upon paiatmeters Mown. and Is lot an bWNkAKf building cornpOnent. not a Miss system. Betote us0. the building deslgnei mint vedN the cxxbtk:ablsly of design paamelers and ptopetly Incorpaale this design Into the ovetall blAdng design. Bracing hndcafed is to prevent buckling ofIndividualtrusswebdnd/ot toad members only. Additional temporary and permanent bnocAng WOW It always iecp4ed la stability and to prevent cdlolme vnm possible personal "and property damage. lot general gldance tegardi ng the tabrlcolbn storage, delivery. edectlon and btarctrng of Inrsses and miss systems. seeANSVTPI I Quality Cdteda, DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intotmation atvdlable Iom hnm Plate Institute. 218 N. lee Sheet. SnAte 312. Alexandria, VA 22314 Tampa, FL 33610 Job Piss Truss Type ty Ply T10683981 TB0092 T09 Hip Girder 1 3 Job Reference o ttonal tsuuoers i xa=,oruce. Pampa. rmm Bey, rrwma saaoo ..,... a.y., ,. ..... .....o. .... ........_. _' __.. . -- _ ID:CoIKVZ9E 1y6CBPXj4iUlLNyCk2Y-zG6CSHhBLuxCo016uEd4HL3mua31WdawowlrVXzZ tD3 NOTES- (12) 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #1t Dead + 0.6 MWFRS Wind Pos. Internal) 4Ih Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal)1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Load case(s) 1, 2, 14, 19, 20, 21, 22 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 890 lb down at 2-0-8. 890 lb down at 4-0-8. 890 lb down at 6-0.8, 890 lb down at 8.0-8, 890 lb down at 10-0.8, 890 lb down at 12.0-8, 874 lb down at 14.0-8, 874 lb down at 16-0.8, 874 lb down at 18.0.8, 1396 lb down at 19-11-8, 1396 lb down at 21-11-8, 1396 lb down at 23.11-8, 1396lb down at 25-11-8, 1396 lb down at 27.11.8, 1396 lb down at 29.11-8, 1396 lb down at 31-11-8, 1396 lb down at 33-11.8, and 13961b down at 35-11-8, and 1396 lb down at 37-11.8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=1.00, Plate Increase=1.00 Uniform Loads (plQ Vert: 1-6=-60, 6-9=-60, 9.14=-60, 2-13=-280(F=-260) Concentrated Loads (lb) Vert: 21=•228(B)18=-365(B)17=-365(B)24=-228(B)25=-228(B)26=-228(B)27=•228(B)28=-228(B)29=-224(B)30=•224(B)31=-224(B)32=-365(B)33=•365(B) 34-365(8) 35=-365(B) 36— 365(B) 37— 365(B) 38— 365(B) 39— 365(B) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1.6=-50, 6.9=-50, 9-14= 50, 2.13=-260(F=-240) Concentrated Loads (Ib) Van: 21=-724(B)18=-1138(B)17-1138(B)24=-724(B)25=-724(B)26=-724(B)27=-724(B)28=•724(B)29=•711(B)30=-71l(B)31=-711(B)32=-1138(B)33=-1138(B) 34=-1138(B)35=-1138(B)36=-1138(B)37-1138(B)38=•1138(B)39=-1138(B) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal-0.90 Uniform Loads (pit) Van: 1-6=-20, 6.9-20, 9.14=-20, 2.13=-200(F=-180) Concentrated Loads Qb) Vert: 21=-890(B)18-1396(B)17=-1396(B)24=-890(B)25=-890(B)26— 890(B)27=-890(B)28=-890(B)29=-874(B)30=-874(B)31=-874(B)32=-1396(B)33=-1396(B) 34-1396(B) 35=-1396(8) 36-1396(B) 37-1396(B) 38=-1396(B) 39-1396(B) 19) tsl Dead + Roof Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: t-6=-60, 6.9=•60, 9-14=-20, 2.13=-280(F=-260) Concentrated Loads (lb) Vert• 21=-228(B) 18-365(B) 17=-365(8) 24=-228(B) 25-228(B) 26=-228(B) 27-228(B) 28=-228(B) 29=-224(8) 30=-224(B) 31-224(B) 32-365(B) 33-365(B) 34=-365(B) 35=-365(B) 36=-365(B) 37-365(B) 38-365(B) 39=-365(B) 20) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-6=-20, 6-9=-60, 9-14=-60, 2-13= 280(F-260) Concentrated Loads Qb) Vert: 21-228(B) 18-365(B) 17-365(B) 24-228(B) 25-228(B) 26=-228(B) 27-228(B) 28-228(8) 29-224(B) 30=-224(B) 31-224(B)32=-365(8)33=-365(B)34=-365(B) 35=-365(B) 36=-365(B) 37-365(B) 38=-365(B) 39=-365(B) 21) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plQ Van: 1-6=-50, 6.9-50, 9-14-20. 2.13=-260(F-240) Concentrated Loads Qb) Van: 21=-724(B) 18-1138(B) 17=•1138(B) 24-724(B) 25-724(B) 26-724(B) 27-724(B) 28=-724(B) 29— 711(B) 3D= 711(B)31=-711(B)32=-1138(B)33=-1138(B)34=•1138(B)35=-1138(B)36=-1138(B)37=-1138(B)38=•1138(B) 39=•1138(B) 22) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 1-6=-20, 6.9-50, 9-14=-50, 2-13=-260(F-240) Concentrated Loads Qb) Vert: 21=-724(B) 18-1138(B) 17=-1138(B) 24-724(B) 25=-724(B) 26-724(B) 27-724(B) 28-724(B) 29-711(B) 3D=•711(B)31-711(B)32=-1138(B)33=-1138(B)34=•1138(B)35=-1138(B)36=-1138(8)37=-1138(B)38-1138(B) 39=•1138(B) WARNING • Verity dedgn parametess and READ NOTES ON TMS AND INCLUDED AMK REFERANCE PACE NP7473 nrv. laCI IS BEFORE USE Design vdkl to use orgy with MllekO connectors This design Is Dosed orgy upon pmometers shown. and Is lot an 11101Mrlud bfltlhg component. not ohtas system. Before use. the bulditng designer must verlh the applicdliity of design paameters and popeAy heoWorote this design Into the overall rAAdng design. Bachg Indicated Is to pevent bwIding of tntilvkkK% truss web and/of chord members only. Additional temporary and permanent tracing MiTek' is always tec9ited lot stability and to prevent collapse with possible personal hWy and poperty damage. Fos general guidance iegardng the lablcatim, slaage. dellvery, erection anal boating of nooses and toss systems, seeANSVM I Qua ify Cdtedo. DSB-69 and BCSI 6uBmng Cowp~# 6904 Parke East Blvd. Safety Irdotma ron avdlable Dom buss Plate Institute. 218 N. tee Sheol, Suite 312. AlexarWrlo, VA 22314. Tamps. FL 33610 Job puss Truss Type T10683982 TB0092 Tt0 Common Supported GWe 1 1 Job Reference(optional) Builders FasiSource, Tarnpa. Pram Gey, Fiona& 33566 7 o+v s Afn ss 2r i6 ,ru,ew o wa, — — ,.,w• oni ,;.yo ID:CoIKVZ9Ely6CBPXi41UjLNyCk2Y-RSgaLdhg6C3309cIRy9JgZc7x_W2FHU30aVP1 zZ1D2 1-0-0 11.2.0 22.4-0 1-0.0 11.2-0 11.2-0 30 = 3x8 II 4x6 = Sx6 = Scale = 1:42.3 3x4 = axe II 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 1 rdr 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Ven(Q 0.00 1 rVr 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 12 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 119lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 20 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP N0.3 REACTIONS. All bearings 22.4-0. lb) - Max Horz2=121(LC 12) Max Uplift All uplift 100lb or less at joint(s) 2, 18, 19, 20, 16, 15, 14 except 21_ 117(LC 12), 13=-124(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 17. 18, 19, 20, 21, 16, 15, 14, 12 except 13=259(LC 24) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12) 1) Unbalanced roof live loads have been considered for thisdesign. 2) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph. TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I OD lb uplift at joint(s) 2, 18, 19, 20, 16, 15, 14 except 01=lb) 21=117, 13=124. 10) Beveled plate or shim required to provide lull bearing surface with truss chord at joint(s) 2, 12. 11) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' WARNING- Vadlydecfpnpararmrere and READ NOTES ON TIMAND INCLUDED NREKREFERANCE PAGE NA7473 rov. 1003MIS BEFORE USE Design valid for use only with MIIek9 corvieclom Ihis design is based oNy upon priameters shown. and Is lot an Indlvldrlal buldbng component, not a Iuss system. Before tse, the buldhM designer must verily the CrIvIcaWlly of design I"ameters and popery i ncotpoiale thk design Into the overall building design. Baring In licaled Is to pieveni bucldkng of Indlvkhxn truss web and/or chord members only. Addition" lemporary and permanent bracing MiTek' Is elways tegrbed la stability and topevent collapse with possbie personal Inlay and property damage. For general gn idance regadkng the lobricatlor storage, del". erection andbioCingoftrussesand Inissystems. SeeANSI/Ml Quality Criteria, DSB-69 and SCSI Buliding Component 6904 Parke East Bbd. Safety Infamation available tom ins Plate buillute. 218 N. toe Shoel. Surfte 312 Alexonaft VA 22314 Tango. FL 33610 Job Truss Truss I ype ty 710693983 T80092 711 Common 5 1 Jab Reference(optional) 1suncers rasibource. pampa. rrem %,By. rrorwa aaaoo •••• ^r• • ••• •••••^ •••___••.__• ..._. ..—.. _—' -- ...--'-- --'' - T: ID:CoIKVZOEty6CBPXj4iUjLNyCk2Y-RSgaLdhg6C3309clRy9JgZe33_PnFG aVP1 zZ1D2 t-0-0 5.7.9 11.2.0 16.8.7 22.4-0 1-0-0 5.7-9 5.6.7 5S7 5.7-9 4x6 = Scale = 1:41.2 to 3x8 II 30 = 3x4 = 30 = 3xe 11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb sfze) 2=955/0-8.0, 6=892/0.8-0 Max Horz2=125(LC 16) Max Uplih2=-228(LC 12), 6= 197(LC 13) CSI. DEFL. In (loc) Udell L/d PLATES GRIP TC 0.34 Ven(LL) -0.13 7-9 >999 240 MT20 244/19D BC 0.54 Ven(TL) -0.26 7.9 >999 180 WB 0.19 Horz(TL) 0.04 6 n/a We Matrix- M) Weight: 104 lb FT = 20°6 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7.7 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0.13 oc bracing. FORCES. ( Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1472/554, 3-4— 1311/548, 4-5=-1316/551, 5-6=-1477/557 BOT CHORD 2-9=-415/1260,9.16=-189/857, 8-16=-189/857,8-17=-189/857,7-17=-189/857, 6- 7=-418/1266 WEBS 4-7=-163/488, 5-7= 315/266, 4-9=-158/481, 3-9=-311/264 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=6.Ops1; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord five 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-" 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 100lb uplift at joints) except 61=1b) 2=228, 6= 197. 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.' WARNAVG - Verify designpararmrasand READ NOTES ONTM AND INCLUDED WFEK REFERANCE PAGE A07473 rev. IOCS201S BEFORE USE Design vdkl lot use orgy WithWek® corw*C"S this design is based only upon paorneters slwwn. and Is for an YWlvkluat building component. nol a Oros system. Before use, the dDcling designer must vodfy the appllcdAlly of deslAm l paaelersandproperty InCoWorote Ink design Into the over,, building design. Bracing hWlcaled Is to prevent budding of Indlvlduel Inns web and/or chord members only. Addlllonal lemponaly and permanent bracing M iTek' Is ahvays requited la stability and to prevent collapse wllh possible personal "and property domoDe. For genetal guidance regadng the k"Icalbn storage. delivery; etectlon axt bracing of trusses cmd tnra systems, seeANSVIPI I Quality Crilado, OSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informanon available nom him Plate itsillute. 218 N. Lee Sheet. Su lle 312, Alexaxldo. VA 22314. Tampa. FL 33610 Job Trus Truss Type NPly Tt06B3984 T80092 Tt2 Common 5 t Job Reference(optional) Builders FOet$emce, iarrupe, ream esy. Ronan sages ..+v.'W.... ...,.....w.........,... ..... _., ._ _„ __._.. . _,_ . ID:CoIKVZ9E ty6CBPXi4iUjLNyCk2Y-veEyYziSIVBw2JBV?IgYNm9DaOlz-jSDFEEyaOzz1 D 1 1-0-0 6.7.9 11.2-0 168.7 218-0 21r11-0 1-0-0 5.7.9 5-&7 5-& 4.11.9 0.3-0 Scale = 1 43 8 4x6 = b axe 11 3x4 = 3x4 = 3x4 = 3x8 II LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.42 BC 0.54 WB 0.18 Matrix-M) DEFL. in Ven(LL) -0.12 Ven(fL) -0.26 Horz(fL) 0.05 loc) Well L/d 8.10 >999 240 B-10 >999 180 11 n/a rVa PLATES GRIP MT20 244/190 Weight: 107lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.1.5 oc bracing. WEBS 20 SP No.3 WEDGE Left: 20 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. Qb/slze) 7=877/038, 2=940/0.8.0, 7=877/0-3-8 Max Horz2=130(LC 12) Max Uplifl7=-192(LC 13), 2=-226(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1441/543, 3-4=-1281/537, 4-5=-1240/524, 5-6=-1344/528, 6.7=-580/162 BOT CHORD 2-10— 414/1233, 10-18=-188/828, 9.18=-188/828, 9-19=-188/828, 8.19=-188/828, 7.8=-391/1171 WEBS 3.10-310/263, 4-10-158/483, 4-8=-139/428, 5-8=-267/241 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) VaSd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=251111; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extertor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurre it with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=192, 2=226, 7=192. 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.' WARNWO - Vady design pW WWant and READ NOTES ON 170 AND WCLUDED WTEX REFERANCE PAGE N94473 mv. 18MMIS BEFORE USE valkr lot use only wlen Mllek® connectors. R& design is based orgy upon parameters shown. and Is lot an Individual txtldbng component. not EtaMasssystem. Belore use. the Wilding designer mtal voriythe apl*1-od llry a ofdesignpanelersand ptopedy hcorpotate 8ik designIntothe overall bt/ dbtg design. Biocing h dlcated Is to prevent Inmkibig of IndMdxf Inns web and/or Chad members only. Additional temporary and pemnaient 1310_I11g MiTek' IsalwaysrectuuedforstabilityandtopreventconapsewithposWlepersonalbtAaYaidpiopertydamage. For general guidance regading the ktdk: aflon, sloroge. delivery, erection and txoclnp of trusses and Inns systems, seeANSVTPII Quality Crltedd, 0SB-89 and SCSI Bunning Component 6904 Parke East Blvd. Safety Inrormarion avanable Dom truss Plate Institute. 218 N. Lee sheet. Su lle 312. Alexandria VA 22314. Tampa, FL 33610 Job russ Truss Type N 710693986 T80092 T13 MONOPITCH 4 1 Job Reference(optional) auNdero rostsoures, oertQe, rram crry, u•lorroa asaoo ID:CoIKVZ9E 1 y6CBPXf4iUlLNyCk2Y-NroKmlj4epJnfrmhZNSov_hPKo8ziSmMUu_VG Z1 DO 1-0-0 5.10.12 11.0.0 1-0-0 510-12 5-1-4 3x4 = 4x6 = Lnt4 II ux• - 3x4 = Scale = 1:23.2 LOADING (psi) SPACING- 2.0-0 CS1. DEFL. in loc) UdefI Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(R) 0.07 5-6 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 12 rVa rf/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 49 lb FT = 201. LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 2=551/0-3-8, 12=355/0-1-8 Max Horz 2=131(LC 8) Max Uplih2=-184(LC 8). 12=-119(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-724/246 BOT CHORD 2-6=-332/663, 5-6=-332/663 WEBS 3-5=-606r303 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCPI=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left 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 nonconcunent 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 lit between the bottom chord and any other members. 4) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (byothers) of truss to bearing plate at joint(s) 12. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=184. 12=119. 7)'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verity design pWamefen end READ NOTES ON TMS AND INCLUDED AU EK REFERANCE PAGE I14367473 rev. 1OWMIS BEFORE USEDesignvalidlauseonlyvAxnMllekVconnectors, this design Is basedonly upon poialnelers shown. and Is lot anIndividual Golding component, notahusssystem. Belote use, the building designer must verily theatoloabllly, of designpaameters and property Worp000te InkdesignInto the overallGndingdesign. Racing Indlcated Is to prevent buckling of indlvkkuai truss web and/or chord members only. Adaltlonal lemporary and permanent Lacing MiT®k' Is always regMted too skilAlty and to prevent collapse with possElle personal IW/y and trope" damage. For general guidance tegadkng lho tabrL-atbn, storage. delivery. efeCllon and blocing of trusses and truss systems. seeANSVWI I Quality Cdledo, DSO-99 and SCSI SuSufing Component 6904 Parke East Blvd. Safety Inlormatlon avc&"e Rom truss Rate InaMe. 218 N. Lee Street. Bile 312. Alexandria. VA22314. Tampa. FL 33610 Job ruS Truss Type ty T10683986FJobReterence780092714Monopoch3 optional) Buddera FoslSource, Tampa. Plant Coy. Florida 33666 7.640s Apr 1e nno ran ex industries. Inc. Mon Mar 20 U zsar 2017 rage ID:CoIKVZ9E 1y6CBPX141UjLNyCk2Y-NroKmJj4epJnff mhZNBov_hPloA7jCCMUu_V6szZ 1DO 1-0-0 6-8-0 1 0 0 6-8-0 314 = 30 = 3.00 12 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.02 4.9 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Ven(TL) 0.05 4-9 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.01 10 We n/a BCDL 10.0 Code FBC2014/TPI2007 Maldx-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=398/0.3-8, 10=161/0-1-8 Max Horz2=84(LC 8) Max Uplift2=-145(LC 8), 10=-56(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale= 1.15.5 4x6 = 3 10 3x4 = 4 42x4 II PLATES GRIP MT20 244/190 Weight: 24 lb FT = 2MI, Structural wood sheathing directly applied or 6-0-0 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10. Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone: cantilever left 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) Bearing at joints) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at jolni(s) 10. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except 61=1b) 2=145. 7) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- VNIty dodQnparameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AD-7473 rev. 1062*015 BEFORE USEDesignvaWforuseordywithMllek® connectors lhls design is lased only upon parameters shown, andIsfor an Individual building component. not a 9urss system. Before use. the L4fidl tg designer must verity the aWlcclbBy of design Mamelers anct properly IncorlaHote mk design Into the overall btddhg design. Baahg Indicated Is to prevent bucWfrlg of lndivldual trust web and/or chord members only. Additional temporary and permanent btadng M iTek' Is always repaired la staWlry and to prevent collapse with posslAe personal frtfuy and property damage. For general guidance regarding It* fabrlcalknn. storage. delivery. erection andtxacmg of dosses and mars systems. soeANSVTPI I CuaOly Criteria. DSB-09 and SCSI Building Component 6904 Parke East Blvd Safety Int"woon ovcflable from truss Plate InsOMe. 218 N. Lee S9eol, Stile 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Fly T10683D87 T80092 T15 Had Hip Girder 1 t Job Reference (optional) Guadere hesiJOurte, rertQa. ram Lay, i-oraa aaabb • •,+•• • ^v •• • ••••• •••••••w. ••••. •..,•.. ..•.. __ . _._ . ID:CoIKVZ9E1y6CBPX14iUjLNyCk2Y-r1LizlkiP7ii; dZ741lSBEbNBX4Sf8W1Y13eJzZ1D? 14}0 5-0-0 _ "-0 1-0-0 5-0-0 1.8.0 4X6 = 6x8 = 4 Scale a 1:15.4 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 VBn(LL) -0.01 6.11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Ven(rL) -0.03 6.11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(rL) 0.01 12 rVa n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 25lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purtins, 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. OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=378/0.3.8, 12=118/0.1.8 Max HorL 2=70(LC 4) Max Uplilt2=-149(LC 4), 12=-48(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0ps1; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left 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 nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (byothers) of truss to bearing plate at joint(s) 12. 8) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 1OD lb uplift at joint(s) 12 except 01=1b) 2=149. 9) 'Semi -rigid pitchbreaks with lixed 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 suppon concentrated load(s) 39 lb down and 86 lb up at 5.0.0 on top chord, and 26 lb down and 66 lb up at 5.0-0 on bottom chord. The desigrllseleclion 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) Van: 1-3= 60. 3-4=-60, 5-8- 20 Concentrated Loads (lb) Vert: 3=32(F) 6=31(F) WARNING - Va rty design parameters and READ NOTES ON TMS AND INCLUDED A117EX REFERANCE PAGE A19-7479 mv. taWWIS BEFORE USE Design valid lot use only wt81 MIIek0 connectors. INs design 6 based only upon parameters shown. o W Isrot an Individual b uldtrig component. noroInessystem. Beloie use, the txAldrig deslgnet must verity the appilccrilllty of design parameters and ptopedy Worpaate tots design Into The ovetdlix0dDVdesign. ®acing Inacatea Is to prevent b ucldkig of Indlvldual truss web are/or Chad members only. Ackli lonal temporary and permanent btacing M iTek' Is a nays iegtLed la statAty and to Pleven) collard wllh possible personal "andandpioperh damage roi geneid glidance regcxcbV the fabrication srotago. c10". erection and lxacbng or tnases and truss systems. seeANSViPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Irdormatlon ovallabTe Dorn lnm Plate Institute. 218 N. tee Sheet. Sulte 312. Alexoiidrio, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply 710683988 TB0092 716 Hip Girder 1 AG Job Reference tional Builders FkstSource, Tampa. Plant City. Florida 33566 7.640 a Apr 19 2016 MTak Indusfnas. Inc. Mon Mar 20 14:24:01 2017 Papa 1 ID:CoIKVZ9E 1 y6CBPX141UiLNyCk2Y-Gc1rchmar2pD844SoDFk4gszzPMllsKyP WyiEdzZt Cy 1-0 3-94 7-0-0 t2.37 17.5.2 22-14 27.8-9 33.0-0 362.12 40-0-0 1 394 32.12 5.37 5.1-11 S•1.11 5-t-11 S37 32.12 394 SX8 = 20 II 6.00 rl2 4 20 21 5 22 23 3x4 = 3x6 = 3x8 = 20 II 5x8 = 624 25 7 826 27 28 9 29 30 10 Scale - 1:70.4 o_ Ch 31 (70 44 = 19 31 32 t8 33 34 17 35 36 37 16 38 39 40 15 41 42 14 496 = 4x6 = 700 = 4x6 = 2x4 II 700 = 4x6 — LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.46 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Ven(TL) -0.99 16-17 >484 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.19 12 We We BCDL 10.0 Code FSC2014/TP12007 Matrix) Weight: 481 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. SOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10.14 oc bracing. WEBS 20 SP No.3 REACTIONS. (IUlslze) 2=326310-3-8, 12=330310-3-8 Max Horz 2=-77(LC 9) Max Uplitt2=-979(LC 8), 12-1030(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6663V2098, 3-4— 6508/2095, 4.20=-8567Y2865, 20.21=-85672864, 5-21— 8566J2864, 5.22=-85672865, 22.23=-85672865, 23-24=-85672865, 6-24-85672865, 6-25=-9903/3320, 7.25=-9903/3320, 7.8=-9903/3320, 8-26=-86092917, 26-27=-86092917, 27- 28=-86092917, 9-28=-86092917, 9-29=-86092917, 29.30-86092917, 10-30=- 86102917, 10.11-65972205, 11-12-67512206 BOT CHORD 2-19-186515880, 19-31=- 1839/5827, 31-32-1839/5827, 18.32— 1839/5827, 18.33=-3259/9903, 33.34=-3259/ 9903, 34-35=-3259/9903, 17-35=-3259/9903, 17-36=-3277/9941, 36-37=-3277/ 9941, 16-37=-3277/9941, 16.38=-3277/9941, 38.39-3277/9941, 39-40=-3277/ 9941, 15-40-3277/9941, 15.41-1893/5907, 41-42-1893/5907, 14-42=-1893/ 5907, 12-14-1917/5958 WEBS 4-19=-33(687, 4-18=- 1186/3313, 5.18=-650/466, 6.18=-1647/579, 6-17--&445, B-16--W455, 8-15-1632/541, 9-15=-646/464, 10-15-1133/3261, 10-14-33/689 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131-x3-) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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 to the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph ( 3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=251h Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone: Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will lit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (t=lb) 2=979, 12=1030. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Continued on Daae 2 WARNING - Verhy design pararmraa and READ NOTES ON TMANDINCLUDED WYEK REFERANCE PAGE Y9.74TJ rev. idr MI6BEFORE USE Design VdW far use only Win Mltek® conneclom 111ts design is based orgy upon paametess shown. and Is rot an Individual Ixddhlp Component. not a htas system. Before use. It* txbcbV designer must verify the appilcatAlty of design parameters and properly Incorporate this design Into the ovesdl building design. Bachg IndicOled Is to prevent bucldIng or Individual truss web and/or chord members only. Additional temporary, and permanent bracing WOW k always tect lsed rot stab0ply andtopreventcollapsevAlhpossblepersonal"and pioperty, damage. ForgeneralOtldance regadinp pre fabbatlon. storage. delivery, erectlon and bracing of trusses and tram systems. seeANSVTPI I Quality Charles, DS8-b9and BCSI building Component 69D4 Parke East Blvd. Safety tNonnatlon avdkble nom truss Plate Institute. 218 N. lee Sheet. Suite 312. Alexandrlo. VA 22314. Tan". FL 33610 Job Truss Truss Type city Py 710683988 780092 IrisHip Girder 1 2 ,rob Reference tional Buddere FuetSourcc Tarrnpa, Plant Coy, Fonda 33565 ID:CoIKVZ9E 1y6CBPXr4iU1LNyCk2Y-Gc1rchmai2pD844SoDFk4gszzPM 1fsKyPWyrEdzZt Cy NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 141 Ib up at 7-0.0. 122 Ib down and 141 Ib up at 9-0-12. 122 Ib down and 141 Ib up at 11-0.12, 122 Ib down and 141 Ib up at 13.0.12, 122 Ib down and 141 Ib up at 15.0-12, 122 Ib down and 141 Ib up at 17.0.12, 122 Ib down and 141 Ib up at 19.0-12, 122 Ib down and 141 Ib up at 20-11-4, 122 Ib down and 141 Ib up at 22-11-4, 122 Ib down and 141 Ib up at 24.11-4, 122 Ib down and 141 Ib up at 26-11-4, 122 Ib down and 141 Ib up at 28-11-4. and 122 Ib down and 141 Ib up at 30-11.4, and 230 Ib down and 262 Ib up at 33-0.0 on top chord, and 358 Ib down and 91 Ib up at 7-0.0, 88 Ib down at 9-0.12, 88 Ib down at 11.0.12, 88 Ib down at 13.0-12, 88 Ib down at 15-0.12, 88 Ib down at 17-0-12, 88 Ib down at 19-0-12, 88 Ib down at 20.11-4, 88 Ib down at 22-11-4, 88 lb down at 24-11.4, 88 lb down at 26.11.4, 88 lb down at 28-114, and 88lb down at 30-11-4, and 358 Ib down and 91 Ib up at 32-11.4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 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) Vert: 1-4— 60, 4-10= 60, 10-13=-60, 2.12= 20 Concentrated Loads (lb) Van: 4=-122(F) 7=-122(F) 10=-183(F) 19=-358(F) 14=-358(F) 20=-122(F) 21=-122(F) 22=-122(F) 23=-122(F) 24— 122(F) 25=-122(F) 26=-122(F) 27=-122(F) 28=-122(F) 29=-122(F) 30=-122(F) 31=-64(F) 32=-64(F) 33=-64(F) 34=-64(F) 35=-64(F) 36— 64(F) 37=-64(F) 38=-64(F) 39=-64(F) 40=-64(F) 41=-64(F) 42=-64(F) 0 WARNING - Ve frydesign parwrierers and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE dr67473 rev. JAMWIS BEFORE USE. Design vdkl for use only w1Sn Mllek® connectorm this design It based only upon parameters shown, and Is fa an hdIvidu l bttWbng component not atruss system. Before use, the building deslpnor must verify the applicablilly, of design paaneters and property bncoWate this design Into the overallbuildingdesign. ®acing Indicated Is to prevent bucldbg of IndMdual trussweb and/or chord members only. Additional temporary and permanent bracing M iTek' is always requited for stability aW to prevent collapse with possible personal In}ay and property damage. For general guidance regarding She fabricatbn slotoge. dellvery. eteclion and bracing of trusses and muss systems. seeANSVWI I Quality Criteria. DSB49 and SCSI BuOdlng component 6904 Parks East Blvd. Safety Information avallable from truss Rate institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 33610 Job russ Type 0ty Ply Tt0683989 TB0092 ITILISs717 Hip 2 1 Job Reference footion.11 Budders FustSource. Tampa. Plant Cay. Florida 33666 7 640 s Apr 192016 MiTek Industries. Inc Mon Mai 20 14.24.02 2017 Page 1 ID:CoIKVZOE ty6CBPX14iUjLNyCk2Y-kobDpOnDTLx4mEeeMwnzcl06yp17OKgSeAt6m4zZ 1Cx 1-0 4.9.4 9-0-0 16-4.9 23.7.7 31.0.0 35 2.12 40-0.0 1 0-d 4-9.4 4.2.12 7.4-9 7.2.13 7.4-9 4-2.12 4.9.4 5-0• Sx6 = 6.00 12 3x8 = 3x6 = 2x4 II Scale = 1:70.7 2"00 Fm 3x6 = 17 16 1s 14 13 12 3x8 = 4x6 = 20 II 5x8 = 3x6 = 30 = 0„ I< 0 3x6 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) -0.28 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Ven(rL) -0.76 14.15 >629 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.55 Horz( L) 0.22 10 Na rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 202 lb FT = 2096 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 6.8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0.7 oc bracing. BOT CHORD 2x4 SP No.I 'Except' WEBS 1 Row at midpt 5-17. 5-14 13-16: 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1657/0-3-8, 10=1657/0-3-8 Max Horz2=96(LC 12) Max Uplift2=-317(LC 9), 10=-317(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3039/1046, 3.4=-2787/931, 4-5- 2469/886, 5.6_ 3415/1199, 6.7=-3415/1199, 7-8=3415/1199,8-9=-2786/932,9-10=-3040/1046 SOT CHORD 2-17= 829/2655, 16-17=-957/3414, 15-16= 957/3414, 14-15= 957/3414, 13-14=-638/2449, 12-13= 638/2449, 10-12=-838/2656 WEBS 4-17_ 201/885, 5.17=-1195/397, 5.15-0/275, 7.14=-462J282, 8.14- 402/1214, 8.12=-5/396 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=6.Ops1; h=2511; Cat. II; Exp B; End., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exlerior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=317, 10=317. 7) 'Semi-dgld 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 - Vadly daslgnparameters and READ NOTES ON THIS AND INCLUDED WTEKREFERANCE PAGE M967472 rev. Ia&MMIS BEFORE USE Design vdid for use only with MI1ek6 connectors. this design Is based ornly upon paaneters Mown. and Is for an IntlNldxt building component notohurlssystem. Below use. the btOdng designer mist verify Ire applicafllify of design paaamefers and ixopedy incorporate Ift design Into the overall building design. Bracing lndkated Is go prevent fxuclding of Indvlrnral truss web and/or chord members only. Addlkxnal lemporary and pennaneni Ixocbv M iTek' Is always recpAed for stability ad to prevent coUctpse wllh pozUe personal Ir*xy and pxopefty damage. For general guidance iegaditg the kMftc Ilo , storage, dcilvery, erection andtAcsci ng of trusses and Inns systems. seeANSVIPI I Quality Criterlo, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informotlon ovdlabpe Dom truss Rate institute. 218 N. lee Sueel. Suite 312. Alexcndulo. VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty Ply T10683890 TS0092 Tie Hip 2 1 Job Reference lional Builders FkslSrwrce. Tanya. Plant Coy. Flonde 33566 r 640 aApr 19 2016 reres mousufies. inu. hian mm cv 14 c•.w4 i r yo ID:CoIKVZ9E 1y6CBPXl4iUjLNyCk2Y-C?9bOMorE13wNODrvdlC9FxPnC4Z7gXFsgRgl WzZt Cw t-0-0 S9 4 11-0-0 17-0-0 23-0-0 29-0.0 34.2.12 40-" 41-0 0 7-0.0 SB 4 52.12 ti 0-0 6-0-0 6-0-0 S•2-12 59-4 -0-0 U6 = 3x4 = S 3x6 = 3x4 = 6 7 to 17 N4 11 4x6 = 3x4 = 3x8 = Sx6 = a 13 12 3xa = 2x4 11 4x6 = Scale = 170 7 Kr11=l LOADING (PSI) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.49 BC 0.80 WB 0.97 Matrix) DEFL. in (loc) Udell Ud Ven(LL) -0.24 15-17 >999 240 Ven(TL) -0.68 15-17 >697 180 Horz(rL) 0.21 10 n/a Iva PLATES GRIP MT20 244/19D Weight: 208lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.4 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6.5-10 oc bracing. 14-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1657/0.3.8, 10=1657/0.3.8 Max Horz2=115(LC 12) Max Uplift2=-299(LC 12), 10— 299(LC 13) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3080/1022, 3.4=-2622/915, 4.5-2298/872, 5.6-2841/1021, 6-7-2841/1021, 7-8=-2298/872,8.9=-2622/915,9.10=-3080/1022 BOT CHORD 2-18=-800/2670, 17-18=-8OQf2670, 16.17=-7612790, 16-19=-761/2790, 19-20=-761/2790, 15-20-7612790, 15-21=-762/2790, 21-22-7622790, 14-22-7622790, 13.14=-762/2790, 12-13=-8092670, 10-12=-8092670 WEBS 3-17-451265, 4.17-211/831, 5.17=-772/286, 7-13=-772286, 8-13=-210/831, 9-13=451265 NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuII=t 39mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf, h=2511; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0pst. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=299, 10=299. 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 bythe building code.' WARNWG - Verily dedynperantatena and READ NOTES ON THIS AND INCLUDED WMKREFERANCE PAGE MD-7473rev. Id4XIMS BEFORE USE tea. Design valid lot use orgy with MllekO connectors. 1nls design is based only upon parameters shown. and Is lot an Individual buldkV component. notcc"llyofdesignpalanelen andtxopedy Incootate thisdesignInto the ovatallabusssystem. Before use, the txAdng designer must verify theappatp NAdi ng design, bracing B,rnoated Is to prevent buckling of WKRvK ral Ilus web and/or chord members orgy. Additional temporary and permanent btacing MiTek' Isalwaysrequiredlotsks[Aly and to prevent coltapso with possUe personal injury and property, damage. For general guidance tegadng the Ic"Iccitlon storage. delivery, erection and txactng of tnsses and muss systems seeANSVIPII Quality Cdtedo. DSB-69 and BCSI Building Component 6904 Parke East Blvd Safety information avallable Dom Inm Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tempe. FL 33610 Job ruSS puss Type ty T1068MI TB0092 TTII Hip 2 t Job Reference (optional) Buildens FasiSource. Tampa. Plant Coy. Florida 33566 7.640 a Apr 19 2016 Walk Industnes. Inc. Mon Mar 20 14 24 04 2017 Pape 1 ID:CoIKVZ9E ty6CBPXi4iUlLNyCk2Y-gBi_EioT?zBn?You TLpRhSUW 3cOJsDoOSUANryzZ1 Cv 1 6-9 4 13-" 204)-0 27-0-0 33-2.12 40-0 0 1 od 6.9.4 6.2.12 7-0-0 7O0 6-2.12 6t)4 1 Scale = 1:70.7 Sxe 2x4 II SzB = n 1g 3x6 = 16 " 1411 13 — 12 " 10 3x6 = 2x4 II 06 = 3xe = 3x4 = 2x4 11 3x4 = 06 = LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.71 Ven(LL) -0.19 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.52 12-13 >914 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.20 8 n1a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 212 lb FT = 209b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.5-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/slze) 2=1657/0.3-8, 8=1657/0.3.8 Max Horz2=-134(LC 13) Max Uplifl2=-323(LC 12), 8=-323(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3051/1024, 3-4=-2467/894, 4.5=-2457/965, 5-6-2457/965, 6-7=-2467/894, 7-8=-3051/1024 BOT CHORD 2-16=-792/2638, 15-16=-792/2638, 14-15=-792/2638, 14-17=-518/2132, 13-17_ 5181'2132, 13-18=-519/2132,12-18=-519/2132,11-12=-800/2638,10-11=-80on63B, 8-10— 800/2638 WEBS 3-16-/276,3-14=-589/320,4-14=-71/467,4.13— 204/574,5-13=-476/289, 6-13-204/574, 6-12-71/467, 7-12=-589/320, 7-10=0/276 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=4.2ps1; BCDL=6.Opsf; h=2511; Cal. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exiedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (It=lb) 2=323, 8=323. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - VaUy deOgn paramstaes endREAD NOTES ON Th7S AND MCLUDED N17EX REFERANCE PAGE 11-7473 rev. f00200/S BEFORE USE. Design vad lot use onlycalm Wiek® connectors. Msdesign b based onlyupon pmarmlesshown, andisla an individual ".ding component, not a hum system. Before use. the building designer must verily the cippllctabllly of design pcsaneters and ixopedy Incorpaato ft design Into the ovetdlbuildingdesign. bracing Indicated It to prevent brclding of Individual tnsss web and/or chord members only Additional lempaay and pemnrnenl bracing M iT®k' Is always nectulied lot stability and to prevent collapse with possible personal 1uy and property damage. For general Outdone iegardrV OnefabrIcallmstorage, delivery, election axi brcicing or trusses and truss systems seeANSVTPI I Cual y World. DS8.89 and BCSI bullding Component 6904 Parks East Blvd. Sasy Iroormatlon available from truss Rate I nsilMe. 218 N. Lee Sheet. Sudto 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type ly P y T10683992 TB0092 T20 Roof Spacial Gndet t 2 Job Reference tional Builders FusiSouice. Taripa. Plant Coy. Fbride 33566 r e4u s Apt iv zuie Mf rex industries. inc. Mon Mot zu i4 24 vo 20 r rove t ID:CoIKVZ9E 1 y6CBPX14iUlLNyCk2Y-cZgklOglW aRVEsyObmnntZpSOSpK2UAYofUvlzZ1 Ct 1 S•t•t2 9.9-0 12&& 17." 22.9-0 27.9.10 33-0-0 362.12 40-0-0 1-0 t•12 4-7-4 2.9-0 5.2.6 Mo 5.0.10 S 2 6 3 2.12 3-9-4 Scale = 1:72.8 5x6 = aDO112 4 = a.w 11'% = 1At0 WT9n14C= 4x6 = 21 — 19 1s `. " w 17 — — 16 — — — 14 06 = 4x10 MT20HS = 3x8 11 51(8 = 700 = 5x8 = 4x6 = Sx8 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.47 17.18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Ven(TL) 1.06 17.18 >448 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 HOr-L(TL) 0.19 12 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 485 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.7-13 oc pudIns. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 9-4.3 oc bracing 15-20: 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=310310.3-8, 12=3634/0.3-8 Max Horz 2=- 1 03(LC 32) Max Uplift2=-807(LC 8), 12=-1181(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6280/1751, 3.4=-5988/1712, 4.5=-5933/1704, 5.6=-9020/2676, 6.22— l l500/3608, 22-23=11500/3608, 7-23=-11500/3608, 7-8-11500/3608, 8-24=-11500/3608, 24-25=-11500/ 3608, 9-25=-11500/3608, 9.26=-6630/2196, 26.27=-6630/2196, 10.27-6631/2197, 10-11-7306/2381, 11- 12=-7455/2437 BOT CHORD 2-21-148315543, 20-21=-2477/8945, 19-20-2477/8945, 18-19=-3453/11913, 18-28=-3453/11913, 28-29=-3453/11913, 29-30-3453/11913, 17-30=-3453/ 11913, 17-31=-2982/9753, 31-32=-2982/9753, 16-32=-2982/9753, 15-16=-2982/9753, 15-33=-2982/9753,33- 34=-2982/9753,14-34=-2982/9753,12-14=-2099/6584 WEBS 3-21=-288/290, 4-21-1419/5019, 5.21=-5860/1860, 5.19= 591/1830, 6-19=-3586/1153, 6-18=-352/1795, 6-17=-501/38, 7-17=-596/426, 9-17=-550/2120, 9-16--W438, 9-14- 3789/1168,10-14=-674/2706 NOTES- (12) 1) 2-ply truss to be connected together with 10d (0. 131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 OC. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.7-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=25fl; Cal. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent waterponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=807, 12=1181. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Continued on Dafte 2 WARNING. Vwtly dedpn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MB-7473 rev. 16413 a16 BEFORE USE. Deslgt vakd lot use only vAth MI lekt9 connectors. Rls design Is based orgy upon pxsameters shown, and is la on Individual bu lding component. not a Ruessystem. Wote use. the building deslgr><'t must verily the applicablafl lty of design paelers andpiopedy klcorpaate this design Into the overall txdd ng design. Docing Indicated Is to prevent b ucOgofIsxlMduxlttusweb and/or chord membersonly. Additional temporary, and permanent btaci g MiTek' Is always iecpbed tar stability and to prevent collapse with possible personal IMW and property damage. For general guidance tegadklg the labilcatlon, sloiage, delivery, otectlon and bracing oftrusses and tniss systems, seeANSViPI I Quality Cdtada, DSs-89 and IICSI su0dIR9 Component6904ParkeEastBlvd. Safety Information available RomtrussPlate Instltule. 218 N. Lee Sheet. Site 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss truss lype oty Ply 7106B3992 780092 T20 Root Special Gilder 1 2 Job Reference tional SWIMS raerJaulce, 1a114a, nom i .Y, rrollae iJaae o.y.. . . .... .. _. _ - ID:CoIKVZ9E1y6CBPY44iUILNyCk2Y-cZgMOgjWaRVEsyObmr,,ri SO5pK2UhYofUvrzZ1Ct NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down and 143 lb up at 18.11-4. 162 lb down and 141 lb up at 20.11.4, 162 lb down and 141 lb up at 22.11.4, 162 lb down and 141 lb up at 24-114, 162 lb down and 141 lb up at 26-11.4, 162 lb down and 141 lb up at 28.11-4, and 162 lb down and 141 lb up at 30.11.4, and 279 lb down and 262 lb up at 33-0-0 on top chord, and 1575 lb down and 446 lb up at 18-2-8, 89 lb down at 18.11-4, 88 lb down at 20-11-4, 88Ib down at 22-11-4, 88Ib down at 24-11-4, 88Ib down at 26-11.4, 88lb down at 28-11A. and 88Ib down at 30.11.4, and 358lb down and 91 lb up at 32-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 Root Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-60, 4-5=-60, 5-10=-60, 10.13=-60, 2-12= 20 Concentrated Loads (lb) Vert: 10=-183(B)7=-122(B)17=-64(B)14=-358(B)22=-125(B)23_ 122(B)24=-122(B)25=-122(B)26=-122(B)27=-122(B)28=-1575(B)29=-67(B)30=-64(B)31=-64(B) 32— 64(B)33=-64(B)34=-64(B) WARNING. Vedy designparameters and READ NOTES ON TM AND INCLUDED AMKREFERANCE PAGE M07179 rev. 1401201S BEFORE USE Design vales for use orgy with Mllek0 connectors. This design S bcaeed only upon paorneters shown, and K for an lndhltdu, bu ldbng component. notahussystem. Before, use. She txBdling designer must verity She applicability of design pdaaneters and popery Incorpofate tt1S design Into the over,. building design. Bating trWlcoted Is IO prevent bucWV of tndiMu, tnts weband/or chord members only Additional lemporay and pefmanenl buscino MiTek' Is,ways wSulied for stability and to pevent collapse with possible personal "and propertydamage. For genet, guldfanco legadbng the Wbrkafkxx storage, delivery. erection taxi btocing of muses and finis mssysteseeANSVMI Quality Cdteft DSB-89 and SCSI Bu9dingComponent 6904 Parke East Blvd Safety INorm.Han ov,klble horn Truss Rate hnstlMe. 218 N. Lee Sheet, Sulle 312. Alexaxlfkl VA 22314. Tampa, FL 33610 Truss ruSS ype ty ply Tt0683993 TSM92 T21 Common 3 1I Job Reference(optional) Buadeja FXgsoures, oarmpa, roam city. 1-tango rsaoo ID•CoIKVZ9Ety6CBPXj4oU)LLNyCk2Y-4mO6skrLHUZMs?XcBTMBJ565KgRJ3gVgt1SPlSHzzlCs t-0-0 5.1.12 f19-0 13.9-4 18.1-0 1-0-0 5.1.12 4-7.4 4-" 4-3.12 4X6 = 3X6 = 5x8 - 3m zm i zuriS it Scale = 1 34.6 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in poc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) -0.18 2-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Ven( L) -0.48 2-8 >446 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(fL) 0.03 7 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 88lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11.9 oC punlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.9-13 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 2-6-4 REACTIONS. (Ib1size) 7=715/Mechanical, 2=788/0.3.8 Max Horz 2=111(LC 12) Max Upli117=-151(LC 13), 2=-199(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1168/471, 3-4=-845/330, 4-5= 813/332, 5-6=-945/401, 6-7=-1021/392 SOT CHORD 2-8=-346/1003, 7-8=-245/799 WEBS 3-8=-365/277, 4-8=-116/473 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) - This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100lb uplift at Joint(s) except Qt=lb) 7=151, 2=199. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING • Wily dodpn paraaafars and READ NOTES ON THIS AND INCLUDED ANTEK REFERANCE PAGE MD-7473 rev. fiWAIS BEFORE USEDesWvalidlotuseonlyvAthMllekOconneclors. 8Yt design Is eased orgy upon parameters flunw1, and Istoo a1 tK#vdual buk tgcomponent. notatrusssystem. Before use. One txidng desklnet must verity theappik:dAllyofdesignpxrarp melersandixopetlyIncoorate916 design Into the overall btid ng design. Boeing Indcated is to prevent IxjcMIng of kldlvkltK9 truss web otxl/or chord members only. Addtlonal temporary and permanent brOCIng MiTe k' IsalwaystegJtedforstaU0lyandtopreventcollapsevAlhpossiblepersonal M+Y and property damage. For genesd guidance tegadrtg 91e fabrlcallon, storage. del". ejection and bracIng ofbusws andInns systems. seeANSVIPI IQuality Criteria. DSS-89 and SCSI SuSdIng Component 6904 Parka East Blvd. Safety Infaanation ovaDOb19 Rom If= Plate Institute. 218 N. lee Street. Sulle 312. Alexandd4 VA 22314 Tampa. FL 33610 Job I Fuss Truss Type N 710683994 7BOO92 T22 Hip t 1 Job Reference(optional) eruaaers "stbource. rarnpa. ream may, rrwraa saaoo .... r... . ............ ....... ..... __.. . _w_ . ID:CoIKVZ9E1y6CBPXi41U)LNyCk2Y-ZyVU44rz2BhDU96oiBtNsIODUDplo85 068b_kzZiCr 1 0-0 4.9.4 9-0-0 tf> 6 o 18.1-0 1-0 0 4.9.4 4.2.12 1 6 0 7.7-0 4x6 = Scale = 1:34.9 4x6 = 3x6 = 3x4 =4x6 = 3x12 MT20HS II LOADING (psi) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 4.5.3 REACTIONS. (Ib/size) 7=715/Mechanical, 2=788/0.3-8 Max Horz2=104(LC 12) Max Uplift7=-145(LC 13), 2= 193(LC 12) 2x4 II CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.62 Ven(LL) -0.17 2-10 >999 240 MT20 244/190 BC 0.70 Ven(TL) -0.43 2-10 >504 180 MT20HS 187/143 WB 0.18 Horz(TL) 0.03 7 n/a n1a Matrix) Weight: 92 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.6 oc puffins. BOT CHORD Rigid ceiling directly applied or 9.8-1 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1191/475, 3-4=-884/350, 4-5=-7351359, 5-6= 819/324, 6.7=-947/308 BOT CHORD 2-10=-352/1025, 9-10=-137/735, 8-9=-137l735, 7-8=-139l732 WEBS 3-1D=-363/244, 4-10=-61/296 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of wlihstanding 1 DD lb uplift at joint(s) except Qt=lb) 7=145, 2=193. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO. Varfry dedgn pwametem end READ NOTES ON THIS AND WCLUDED WTEK REFERANCE PAGE N67473 rev. 1402MIS BEFORE USE Design valid lot use only %Ath t fek® connectors. Ids design Is t ased only upon fX1101neters ShO and Is tot an Individual buidinO component. not a tuns system. Befoo use, the txBdbno designer must verily the a Icabllty of design p ammeters and Ixoperty bncoriotato Init design into the overallbuildingdesign. Bating Indicated is to prevent bucMklg of Individual truss web and/or Chord members only. Additional temporary and permanent txocbg MiTek' Is always reed for stability and toprevent cotktpxse vAlhpossble personal bnDeY and properly damage. For general guidance regarding the labilcation, storage, delivery, erection and brtscing of trussesand Misssystems seeANSVTPI I Quality Criteria. DSB-89 and 8CSI Building Component 6904 Parke East Blvd. Sauey Information avd ic"e non truss Rate bnslltule. 218 N. tee Steel. Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type 0ty ply 710683995 T80092 T23 Hip Girder 1 t Joe Refererlce(optional) Bumars Filsisoulea, TarrQa. Plant uny. Florta& Tibbb . V+ o ny..a av ..+........ ..... ....... ..... __ __ __.. . _o_ . ID:CoIKVZOE 1y6CBPXi4iUlLNyCk2Y-ZyyU44rz2BhDU96orBtNsleA0DtR04i_066b_kzZ IC, 1-0-0 3•0-4 7.0.0 12.6.0 t5-e-12 196-0 1-0-0 3.9.4 3-2.12 S-6-0 3.2-12 3.9.4 Sean = 1:35 9 SAS = 4x6 = 3x6 = 2x4 li 6x8 = 4x10 MT20HS= 3xB _ 2x4 II a 3x8 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.77 BC 0.43 WB 0.39 Matrix-M) DEFL. in (loc) Well Ud Ven(LL) 0.09 11-13 >999 240 Ven(TL) -0.21 11.13 >999 180 HOr-L(TL) 0.04 9 It/a We PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 113lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3.0-7 oc purlins. 4-5: 2x4 SP No.t BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1477/0-3-8, 9=1709/0-3-8 Max Horz2=77(LC 31) Max Uplift2=-477(LC 8), 9=-566(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2791/894, 3-4=-2740/914, 4-19— 2254/808, 5.19— 2254/808, 5-6— 25121877, 6.7=-1809/594 BOT CHORD 2.14=-8032470, 13-14=-803/2470, 13.20=-764/2460, 12-20=-764/2460, 12-21-764/2460, 11-21-7642460, 10.11=-476/1547, 9-10= 476/1547, 7-9-476/1547 WEBS 3-13=-318/261,4-13=-290/1024,4.11— 281/76,5.11— 29/606,6-11=-315 807, 6-10=-770295 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vut1=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.0psf; h=2511, Cat. it: Exp B. Encl., GCpi=0.18. MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed 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 lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 2=477, 9=566. 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) 122 lb down and 141 lb up at 10.4-12, and 225 lb down and 252 lb up at 12-6-0 on top chord, and 899 lb down and 347 lb up at 8.4-12, and 88 lb down at 10.4.12. and 248 lb down and 82 lb up at 12-5.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) -This manufactured product is designed as an individual building component. The suitability and use of [his 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 Daqe 2 Q WARNiNG . V ft daefpn panmarne and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MD-7473 rev. $002MIS BEFORE USEDesignvalidlauseortyvAmMilek conrectois. Btk design isr>ased only upon "anelers siown and Is lot an IndividualbuldkV Component. not a bussystem. Before use. Ito boding deslgnot must verily the applicability of design parameters and properly hneaDoiato this design Into the overallonly. Addtlortal temporaryand p ermanenl trad>a M iTe k' funding design. Rioting hndlcated Is toprevenl b mMhtg of IndMduat Irumweb and/ot chord membersisaNmysle%aed lot stability and to pleveni collapse wish posysole personal htluy and ploperty damage. Fol general gtldarnce regarding the fabrication storage, delivery, election arnl bracing of trusses and iniss systems, seeANSI/TPII GuaNy Criteria, DSB-89 and SCSI Building Component 6904 Perk& East Blvd. Safety Information avdiabie nom truss Rao Institute. 218 N. Lee Street, Stile 312. Alexandria. VA 22314. Tanpe. FL 33610 Job Truss Truss Type oty ply Tt0663995 T80092 T23 Hip Girder t t Job Reference Zonal tsudGers roctsotrrce, Iampa. rssm L ffy. rrorwa aaaoo LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unilonn Loads (pill Vert: 1-4=-60, 4.5=-60, 5-8= W, 2.7= 20 Concentrated Loads (lb) Vert: 5=-178(B) 11_ 244(B) 19=-122(B) 20=-899(B) 21=-64(B) ID:ColKVZ9E1y6CBPXj4iUjLNyCk2Y-ZyyU44rz2BhDU96oiStNsleAODtRo4r WBb_kzZICr V WARNING - Vedy dedyn Parameters andREAD NOTES ON THIS AND INCLUDED IIUTEK REFERANCE PAGE MD-7473 mv. lAWWtS BEFORE USE Design walkt too use only with WlekO connecfom Itrlsdesign Is based only Won parameters shown. and Is too an trxfA4d uct bsldfrng component. nor a hsos system. Before ttse, the boOding desWw.4 must verily the applkablilty, or design phi melers and property lncorlofate WA design Into the overallbtAdhgdesign. Racing Indicated Is to poevent bucldfrng of kn g*W trussweb and/or Chad members only. Addllonal temporary and permanent bladflg M iTek' 6 always tegWed to stability and to prevent collcWw with possible Personal hMy rind pororty danoge. Fa general grldance regard li ng the fabrication, storage. delivery, erection and bracing of tntsses and tars systems. soeANSVINI Quality Criteria. DS6.69 and BCSI lu0dfrng Component 6904 Perin East Blvd. Safely information avatiatbte from hiss Plate I sstltule. 218 N Lee Sheet. State 312, Alexandtlo, VA 22314. Torrps. FL 33610 Job Truss Truss Type iyty 70683996 TBa092 T24 MONOPFTCHGIRDER t t Jab Reference o fional aUllaars I- lrSISource. Ion". rram Gay. I-grlaa J=DY.v.va..r..ow..,.....o......,....._.. ..... ...... .._. .. _o_ ID:CoIKVZ9Ely6CBPX141UiLNyCk2Y-I8WtHOscpVg45JA GuPcOWBUCdAcXWG7FmuBWAzkICq 3.7-8 _ _ 7-0-0 3.7-8 3.4-8 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 Jxo rr 4%6 CSI. DEFL. in loc) Well Ud PLATES TC 0.23 Ven(LL) 0.02 1.5 999 240 MT20 BC 0.63 Ven(TL) 0.05 1-5 999 180 W B 0.51 Horz(TL) 0.01 4 n/a We Matrix) Weight: 40 lb LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No-2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1736/0.3-8, 4=1595/Mechanical Max Horz 1=150(LC 8) Max Uplihl=-373(LC 8), 4=-424(LC 8) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-2=-1704/342 BOT CHORD 1-6=-411/1490, 5-6=-411/1490, 5-7=-411/1490, 7-8=-411/1490, 4-8=Al l/1490 WEBS 2-5=-252/1330, 2-4=-1672/460 Scale. 1.22.4 GRIP 244/190 FT = 20% Structural wood sheathing directly applied or 4-4-1 oc pudlns, except end venicals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2514; Cat. II; Exp B. Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 fall 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 (byothers) of truss to bearing plate capable of withstanding I OD lb uplift at joint(s) except (1=1b) 1=373, 4=424. 6) 'Semi-dgid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 703 lb down and 157 lb up at 0.1-12, 695 lb down and 171 lb up at 2.4-12, and 695 lb down and 171 lb up at 4.4-12, and 701 lb down and 165 lb up at 6-4-12 on bottom chord. The desigr/selecllon of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced bythe 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=-60, 1-4=-20 Concentrated Loads (lb) Van: 1=-703(F) 6=-695(F) 7=-695(F) 8= 701(F) A WARNWG - Verhydesign perametam and READ NOTES ON TTBS AND INCLUDED AUTEK REFERANCE PAGE A07472 rov. r"MIS BEFORE USEDesignvdklforuseonlyvA9tMllekGconneclomillsdesignIsbasedorgyuponparametersshown, and Is for an Individual building component. notakussystem. Before use, the building designer must verily theaplllcaWlty ofdesign parameters and property Incorporate W6design Into the overallbaldingdesign. Nochg Indicated Is to prevent bucbIng of IndlvIdual Inns web and/or chord members orgy. Addllanal temporary and permanent bracing M!Te k' Is always negtled tot stability and to prevent collapse with posslsle personal kWy and property damage. For general guidance logadng the k blicallon, storage. (lei", erection and bracing of muses and truss systems, seeMSVWI I Quality Crtlefb, DSB-69 and IICSI Building Component 904 Parka East Blvd. Safely Irgormotlon avallabre Dom trim Plate InsBMe. 218 N. lee Sheet. Sblle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type y ply T10683997 T80092 T26 Had Hip 1 t Job References (optional) 9uddere 1`06150erc8. 1 ar pa, Yrarn Gay. FlOnrra 33Zaa i o+v a AP, n cv io miss mvusmw, 1. . m , mop cv e" c" va cv I , r "ye . ID:CoIKVZ9Ety6CBPx14iUjLNyCk2Y-ISWIHOscpVg45Jh GuPcOWBOxdDOXb27FmuBWAzZ1Cq 1-0-0 6-8-0 r 1-0-0 6.8.0 1 0 Scale = 1:23.6 20 II 3 US 30 = 2x4 II 'x" — Plate Offsets MY)— 12.0.0-12 Edael 13.0-6-00-2-81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) 0.06 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Ven(R) 0.15 2.6 653 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Horz( L) 0.00 5 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 5=317/WMechanical, 2=39510-3-8 Max Horz 2=167(LC 12) Max UpIif15=-98(LC 12), 2=-98(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-296/34 WEBS 3.6=0/306, 3-5=-473/285 Structural wood sheathing directly applied or 6-0-0 oc punirls, except end venicals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 8) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDI--4.2psf; BCDL=6.Opsf. h=25fh Cat. 11; Exp B. Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces & MW FRSfor 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 nonconcunent wllh any other live loads. 4) - This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 7) ' Semi -rigid pftchbreaks 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 tot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Vedly darpn pantinetara and READ NOTES ON TM AND INCLUDED MEEK REFERANCE PAGE MD-7473 rev. 111103 01S BEFORE USE DesignudklforuseonlyvAthMllekSconnectors, lhls design is based only upon paanelem shown. and Is fa an IrWMdrM building component. not otosssystem. BBloto use. the building designer misl verify Iho applicability of design paamelers and rxoperiy incorporate this design into the overdl buildingdesign. Bracing Indicated Is to prevent buclOtrng of kxdnrldtxa Ines web and/or Chad members only. Additional lempaay and permanent bracing Welk' isalwaysreedtoslablllyandtopreventCollgaewtlhIkepersonalhMeyandpropertydamage. For genefd guidance regarding the Iabrlcollon, storage. de very. erection and bradno of tamesand truss systemsseeANSWRI Quality Cdbrlo. DSS-89 and SCSI lulling Component 6904 Parka East Blvd. Safety Information ovdlable from Inns Plate InsIIMe. 218 N. lee Sheet. Salle 312, Alexanddo. VA 22314. Tampa. FL 33610 Job Truss YPe Tt06ft3998T80092T26Trussa0Hipt1 Job Reference (optional) Budder FnstSourcs, Tanga, Plant city. Florida 33566 r 640 s Apt 4, 26j6 hark inci—him , im. h4vh i 20 14---ye ID:CoIKVZ9E 1 y6CBPXi41UiLNyCk2Y-VL4FVmtEapATGBgcwrxikf$IcUG3YHTOdh2czZ1 Cp 1-0-0 4.8-0 _ 8.4-0 Scale = 1:19.0 3 SX8 _ 20 II 2X4 = 3x4 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.23 BC 0.20 W B 0.12 Matrix) DEFL. in Ven(LL) 0.02 Ven(TL) -0.04 Horz(TL) 0.00 loc) Well Ud 2-6 >999 240 2-6 >999 180 5 Na rVa PLATES GRIP MT20 244/190 Weight: 39lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=317/Mechanical, 2=395/0-3-8 Max Horz2=123(LC 12) Max Uplift5=-82(LC 9), 2= 102(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=401/136 BOT CHORD 2-6=-179/298, 5-6= 177/305 WEBS 3-5=-352/205 NOTES (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.OpSf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18. MWFRS (envelope) gable end zone and C-C Exterfor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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 lit 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 100Ib uplift at joint(s) 5 except 01=1b) 2=102. 7) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG • Vertry dedgn parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERANCE PAGE A07473 rev. 100R01S BEFORE USE Design valki la use only wlm Wlek®conneclors. this deso Is Irzseed only upon parametersslwwn. and Is lot an Individual IxAtlbtg component. not a truss system. Before use, the rAAdng designer must verify the appllcatAlly, or design parameters and properly Inco4xxate Ink design Into the overall txldngdesign. Racing indicated Is to prevent btrck9rtg of bndMdualtruss web and/a chord members only. Add9tlonal temporary and permanent tracbtg MiTek' IsalwaysrequiredforstatAlty, and to prevent collapse vAlh possfltle pesaxf InA ry and properly damage. For general guidance iegadng Ste storage. delivery, erection dmd Irdtcbng of tnuaes and inns systems. soeANSVFPl l Quality Cdtado, DSB-89 Grid SCSI BuBding Component 6904 Parks East Blvd.fdtxlcatlon, Safely Information avaik"o loom trig Plate Institute. 218 N. Lee Skeet. S lle 312, Alexandria. VA 22314. Tarpa, FL 33610 Job Truss Iruss I ype oty ply T106(13889 7BOD92 727 Common 2 1 Job Reference(optional) Budders F0s150urca. Tarrga, Plain City. FlOrtda 33566 vow. rip. in 20 io mi7.k n i-i'v .. u.'. W-, mop - .... -- ID:CoIKVZ9E 1 y6Cl3PX141UlLNyCk2Y-VL4FVmtEapyxjTGBgcwrxlMSlcaG3HHTOdh2czZ1 Cp 1-0-0 4.2-0 _ 8-4-0 1-0-0 4.2-0 4.2-0 Scale = 1:17.8 4x6 = 2x4 = 2x4 = 4.2-0 8-4-0 0n a.a.11 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.20 Ven(LL) 0.01 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Ven(TL) 0.03 4.5 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.07 Horz(TL) 0.01 4 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 31 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=320/Mechanical, 2=399/0.3.8 Max Horz 2=58(LC 16) Max Uplih4=-71(LC 13), 2=-108(LC 12) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4152/207, 3.4=-449/205 BOT CHORD 2.5=-110/349, 4-5= 110/349 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purliru. BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-secornd gust) Vasd=108mph-, TCDL=4.2ps1; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C E.xtefior(2) zon%C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 01=1b) 2=108. 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' WARNWO - Vodry dauign parameters and READ NOTES ON Th7S AND WCLUDED AMK REFERANCE PAGE MB-7473 rev. SWIMS BEFORE USE Design vcfW for use orgy with Mllek® conneclols. this dedM is based orgy upon pararnetels shawrL and I5 lot an Ix8vid ral buldinO component. nor a htas system. Before use. Ire b>tldng designer must verity the applicabelly of design parameters and property IncorixXote ft design Into the overall b lding design. bachg Inclkated Is to prevent btraMblg of IndMducA moss web and/or chord members orgy Additional temporary and permanent. bracing WOWIsalwaystegtbedforstabilityandtopreventcollapsewllhpossiblepersonallytryandpropertydanage. For general guidance regardng one Ic"Icatlom storage. delivery, etectlon and bracing oftnasesand Inassystems. seeANSViP11 Quality Cdtedo, DS8.89 and SCSI 8ulldM9 Component 6904 Parke East Blvd. Safely Information avcDabfle from lttm Plate Institute. 218 N. lee Street. Stile 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type O ry Ply T106"000 TB0092 T28 Hip Girder 1 Job Reference lional Buddera FUSISOUrCe. I8MP8, Flom L;ny. i-imao J;ADb ..v.v • ^F• • ••••• ••'-•• •-• -- • _ -_• • • __ • . __ . ID:Co1KV29E 1 y6CBPX14iUlLNyCk2Y-zXedi5usL64oLdrNNJR4UxGswRzT?Xo0i4NFb2z21 Co 1 0-0 3-0-0 5.4-0 8.4-0 1 0 3-0-0 2.4-0 3-" Scale = 1 19.9 4x6 = 3 5x8 1 a 2x4 = 20 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) -0.01 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(rL) 0.01 5 rVa We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 37lb FT = 2MS LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IbJsize) 2=431/0-3-8, 5=433/0.3-8 Max Horz 2=-38(LC 13) Max Uplift2=-147(LC 8), 5=-145(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-549/166, 3-9=-456/161, 4-9=-456/161, 4.5=-555f172 BOT CHORD 2.8=-124/444, 8-10=-120/451, 7-10--120/451, 5.7-117/449 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B: Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 nonconcurent with anyother live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except QtAb) 2=147, 5=145. 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) 33 lb down and 57 lb up at 3-0-0, and 33 lb down and 57 lb up at 4-2-0, and 66 lb down and 92 lb up at 5-4-0 on top chord, and 38 lb down at 33-0-0, and 16 lb down at 4-2-0, and 38 lb down at 5-3-4 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3=-60, 3.4=-60, 4-6=-60, 2-5=-20 Concentrated Loads (lb) Vert: 3=-10(B) 4=-19(B) 8=-19(B) 7=-19(B) 9-10(B) 10=-8(B) Q WARNMG • Vartly daHpn grametwa and READ NOTES ON TM ANDWCLUDED AffMK REFERANCE PAGE AUL7473 rev. 1410210IS BEFORE USE. Design v1 ildlot use only vAth MnekO conneclom thisdesign Isbasedonly upon paamefers sfwwn, and Isla an IndMdwil buldling component. notahtassystem. Before the, the building deslam mtrJ verify theaWicabllty ofdesign Ixsanelers and Ixopedy tnCogosate V& designInto fine overall building design. ®acing Indicated Is to Ixevenl buckling of Indkdduxf trum web and/or chord members only. Addlllonal temlxxay and permanent lxaebng MiTek' Isalways required for stability and to prevent collalxe vAlh pos We personal I luny and property damage. For genial guidance regadbng fine k iaileatkxL stotoge, deil ery, erectlon and bracbng of tnssses (find Inrss systems, seeANSI/flll Oue ly Cdtedo. DSB-89 and BCS18u0ding Component 6904 Parke East Bid. Safely Information available from trust Plate Institute. 218 N. lee Sheet. S lle 312, Alexancifb. VA 22314. Tarfga. FL 33610 Job rus Truss Type ty 710684001 TBOO92 T29 Monopach Giidw 1 1 Job Retererce(optional) Buddem FOSIS Wce, JaMpa. riem cay, rraras saaee .. w ...'.... ...........w.........,.. .._. __ _-.. . _D_ . ID:CoIKVZ9E ty6CBPXj4iUILNyCk2Y-RjC9vRvU6OCfynPZxOyJ08pOZrGxkwlZuk6o7VzZ1 Cn 3.7.8 7-" r 3-7-8 3-4-8 Scale a 1:22.4 4x6 LOADING (psQ SPACING- 2.0.0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Ven(LL) 0.01 1-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Ven(TL) 0.03 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 4 Na Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=825/03.8, 4=919/Mechanical Max Horz 1=149(LC 23) Max Uplihl= 197(LC8), 4=-326(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-953/201 BOT CHORD 1-6=-286J822, 6.7=-286/822, 5.7=-286/822, 5-8=-286J822, 4-8=-286/822 WEBS 2.5=-120/625, 2.4_ 925/320 Structural wood sheathing directly applied or 5.10-5 oc puffins, except end verticals. 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=4.2pst; BCDL=6.Opsf; h=2511;Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except Qtdb) 1=197, 4=326. 6)'Semi-rigid pltchbreaks 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) 304 lb down and 87 lb up at 0-8-12, 300 lb down and 91 lb up at 248-12, and 297 lb down and 102 lb up at 4-8-12, and 306 lb down and 109 lb up at 6-10-4 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=-60, 1-4=-20 Concentrated Loads (lb) Vert: 4— 306(F) 6=-304(F) 7=-3D0(F) 8=-297(F) WARNING - vwfty dedgn pammeters and READ NOTES ON THIS AND INCLUDED MIEK REFERANCE PAGE IrtF7179 rev! 100111MVIS BEFORE USEDesignvalidlauseonlywithMllek® connectors, this design istxatd only upon paameters stwwn. and is lot on Individual txAdng component, not txlaInnssystem. Before use, the ldingdesigner must verily llw appllcabllty of design paanelets and properly Incorporate ihk design Into the overalldingdesign. Bachg IrxOcated Is to pevenl budding of Individual Innsweb and/or chord members only. Additional lemporay and permanent txadng WOWlsalwaysreollredlastdAltyandtopreventcollapsewithposUopersorxfDWyandpropertydanoge. For genefal gnldo nce iegaiciN the fabricalImslotago. delivery. election and bracing of tnnses and muss systems, seeANSVIPI I Qualify Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety lnlorrnotlon available Dom In= Plate institute. 218 N. Lee Street. Salle 312. Alexa drkx VA 22314. Tampa. FL 33610 Job Truss Truss Type ty T10684002 TOW92 Vol Volley 2 1 Job Reference tional Builders Fustsource, Tempe, Plant Cdy, FlOode 33566 7.640 s Ap. it 20i6 mn•a u,aue, i—, 4". ja . ID:CoIKVZOE1y6CBPxj4iUlLNyCk2Y-RjC?vRvU60ClynPZxOyJO8pOMrizk vZxk6o7VzZ1Cn 4-" 4-" — 20 r 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 VBn(LL) n/a rVa 999 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Ven(TL) rVa n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Iblsize) 1=129/3-11-8, 3=129/3-11.8 Max Horz 1=72(LC 12) Max Uplifts= 20(LC 12), 3=-56(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13 0 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20%. Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlenor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) - This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s)1, 3. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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. Vad* design parameters and READ NOTES ON TICS AND INCLUDED WTEN REFERANcE PAGE A1217473 rev. 18OZ2005 BEFORE USE Design %Old lot use orgy Wit Wleh® connectors. R%deeps Is based orgy upon paameters shown, and is for m Individual building component. nos mahusystem. Before use, the building designer must verity the applicability of design patomelers and property Incorporate Oils design Into the ovetrgl buildingdesign. Bracing hncncated Is to prevent butcahlg of Individualhuss web and/or Chord members orgy. AddllWlar temporary and pefmanent bracing WOW halwaysle"ed la stcb0ity and to pfevenl corgi a with posfte personal l:ray and property danoge rof general guldaice regadlrng One IabrlCatbn, storage. delivery. etectlon and bracing at trusses and trim systems. seeANSViPI I Quarry Croatia, DS11-69 and BCS10urdhlg Component 6904 Parke East Blvd. Safety Information avdlabie horn Iruss Plate InsilMe. 218 N. Lee Sheet. Sulle 312. Alexandria. VA 22314. Tanpa. FL 33610 Job rus Truss Type ty T106B4003 TS0092 V02 valley 2 1 Job Reference(optional) Buildem FxslSoutce. Tanga, Plant City. Fbods 33566 2x4 '::;- 2-" 2-0-0 r 64u s Apt i9 zulo MIl es mausBles, me men mBr 20 1424:12 20 i age ID:CoIKVZ9Ely6CBPXj41U)LNyCk2Y-RIC?VRVU6OCtynPZxOyJO8p2hrLfk_vZxk6o7VzZ1Cn Scale = 1.7.9 LOADING (pst) SPACING- 2-" CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Ven(LL) n/a IVe 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(fl-) n/a Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IhJstze) 1=55/1.11-8, 2=41/1-11.8, 3=14/1-11-8 Max Harz 1=31(LC 12) Max Uplift l=-9(LC 12), 2_ 32(LC 12) Max Grav 1=55(LC 1). 2=41(LC 1), 3=27(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent wilh 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 240 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joint(s) 1, 2. 7) 'Seml-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 - Vwtfy ded9n parametays and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE M11-7,679 rev. 14W0015 BEFORE USE DeAp valid for use only wlm Mllek®conneclom R* design Is based only upon pmameters shown. and B for an Individual bukM g component, not a tnta system. Before ttso. IhD IxAk*V designer must verily the "Icablllyof designpaanetenand propadyIncapaate 0%design Into the overall building design. eractng Indicated Is to ixevenl buckling of Indivkiud It= web and/or chord members only. Addlional temporary and permanent blactng MiTek' is dwoys required to stablily, and torxevenl collcpse with possible personal W*sy and property danage. For general guidance regarding thelabdcatbnstorage. delivery, erection and bracing or trusses and Inns systems. seeANSI/ PII Quality Critedo. DSB-89 and BCSI Buedhg Component 6904 Pmke East Blvd. Safety Information available Dom buss Rate institute. 218 N. Lee Street, Suite 312. Alexaxfdo. VA 22314. Tampa. FL 33610 Job toss Truss Type 7 11"0" TB0092 V03 Valley 1 1 Job Reference 00.1I Builders FaslSouice. Tampa. Plant City, Florida 33566 7 640 a Apr 19 2016 M1ak Industries, Inc. Mon Wei 20 14:24:13 2017 Page I ID:Co1KVZ9E 1 y6CBPX14iU1LNyCk2Y•vvAN7nv6tkKWax_mVkTYZMM7PEYCTR919OsMf)aZ 1 Cm 7.2.9 7.2.9 3x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD Zx4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb(size) 1=233l7-1-9, 3=233f7.1-9 Max Horz 1=65(LC 8) Max Upliftl=-61(LC 8), 3=-77(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13 6 30 11 2 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 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 lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 • yedly dodgn pararmtm and READ NOTES ON TMS AND INCLUDED WTEK REFERANCE PAGE A07173 rev. IMMIS BEFORE USE Design valid for use onlywith Mllek8 conneclors. Bis design Is based only trim paamelers drown andIs lot an individual treding component, not o rites system. Belore use, the twOding deslgnet mist verify the c1ppllcabAlty of design parameters and ptopedy Incogwrate 0* design Into the overalla/dig design. ®acing Widicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always tegW ed fa sla[Aty and to prevent collapse Win posUe personal An1ury and property damage. Fa general guidance iegackV fine labrlcollm staage. delivery. etecilon and bracing of Ines and truss systems. seeANSI/VI I Quality Criteria. OSB•89 and SCSI SuBding Component 6904 Parka East Blvd. Safety Information ovak"e nom truss Rate Ins9Me. 218 N. Lee Street, SrAte 312. AlexaldAo. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty ply T10684005 TBOO92 VO4 Valley 1 1 Job Relererce(optional) Builders FbstSource, Tampa. Plant Coy, Florida 33566 7 640 s Apr 19 2016 WTek Industries, Inc. Mon Mai 2014:24:13 2017 Page 1 ID:CoIKVZ9E 1 y6CBPXi41UjLNyCk2Y.vvAN7nv6tkKW ax_mVkTYZMMBAEdSTADIOOsMtxzz1 Cm 13-2.9 13.2.9 - Scale = 1:22.5 2x4 If 7 6 5 3x4 % 2t4 11 2r4 11 2x4 11 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Ven(LL) rVa n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Ven(TL) IVA rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 HOIZ(TL) 0.00 5 n/a We BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 20 SP No.3 REACTIONS. All bearings 13-1-9. Ib) - Max Horz 1=131(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6=-109(LC 8), 7=-119(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=330(LC 1), 7=356(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-251/203,2.7=-256/198 PLATES GRIP MT20 244/190 Weight: 46 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=251t; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed tot a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will tit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IOD lb uplift at joint(s) 1, 5 except 61=1b) 6=109, 7=119. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vary desrpn parameters andREAD NOTES ON TMS AND INCLUDED WTFK REFERANCE PAGE A07473 W. SWIMS BEFORE USE. Deskp vdkl for use oNy vAm MllekO connectors Itis clesigi n It based only upon parameters shown, and Is la an IrKWAclual hAdIrV component. not 0 Was system. Below use, the txAldbV deslpnel mini verily the appilcalAlty of design paa peters and properly WOrp0101e the design Into the overall txddbng design, Bating Indicated Is to prevent bucklir g of Individual trans web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always recpbed la stability and to prevent collapse wtlh possible personal "and property damage. Fos general guidance regadbt0 Vie fatxIcalbn storage, del". enectlornand txacingof musesand tnrssystems, seeANS1/fRi Ouall y Criteria, DSO-69 and Best BuildingComponent 6904 Parke East Blvd. Safety information avdk"e from truss Plate Institute. 218 N. Lee street, SUIe 312. Nexandrio. VA 22314. Tampa. FL 33610 Job Truss Truss Type y T10684006 T80092 v0s Valley 1 1PkJob1 Reference (optional) Builders FuslSoures. Tanya. Plant Gay, Fronaa 33566 7.640 a AP, .v cvw rim, ea , ,vvan,na. ,.,v„ moo• •:•+ a.. • • yo ID:CoIKVZ9Ety6CBPXj4iUILNyCk2Y-N6JmK7wke1SNC4Zy3R nSZuLZezvCtlS0lbvBNzZ1CI 9.2.9 8-2.9 Scale = 1,17 2 20 II S 4 3x4 2x4 II 2x4 ll LOADING (psQ SPACING- 2.0-0 CSI. DEFL. In (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) We We 999 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Ven( I-) We n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. Qb/size) 1=126/9-1.9, 4=121/9-1-9, 5=379/9-1-9 Max Horz 1=87(LC 8) Max Uplifll=-20(LC 8), 4=40(LC 8), 5=-126(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-275/240 PLATES GRIP MT20 244/190 Weight: 29lb FT = 20% Structural wood sheathing directly applied or 6-" oC puninS, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=25ft; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exiedor(2) zone,C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 4 except 61=1b) 5=126. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - Vary design parametan and READ NOTES ON THIS AND INCLUDED 1ArTEK REFERANCE PAGE M367473 rev. IMMIS BEFORE USE Design vdkl lot use orgy vAm Mllek0 connectors rhis deslpl Is based only urm paametes Shown. and is lot an DxlMducd buldblp Component. not atuns system. Before use. the btldIng des!" mist verily the ap Alcabllty of design paarteters aid properly incorporate #6 design Into the ovetall building design. Biocing Indicated Is to prevent buckling of IrldNkkKrl truss web and/or chord members only. Addlf anal temporary and petma tent btacklg M iTek Is always requited bt stability and to prevent collaim vAlh possible personal Iryuy and properly damage. For general guldalce regac&V the kIDrtcalbn storage, delivery, erection aid Gacing or irises and miss systems. seeANSVIPI I Quality criteria. DSB-89 and SCSI Bull tg Component 6904 Parke East Blvd. Sorely Information ovclable Dom truss Rate institute. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tattpa. FL 33610 Job puss puss ype nply Tt0684007TJbTBW921'.Os Valley 1 Reference (optional) Buddem FuslSoures. Tartpa. Plant City, Flonds 33566 t 54u s Apr tv 2bie Net sx mauslties. mc. Won n®r zu r4:24-i4 2 r rays i ID:CoIKVZ9E 1 y6CBPxj4iUjLNyCk2Y-NSJmK7wkel SNC4Zy3R_n5ZuLjeyl CuPsOl bvBNzZI CI 5.2.9 5.2.9 20 11 30 : 20 II Scale = 1:10 2 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Veri(TL) n/a rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 15lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.2.9 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 1=153/5-1.9, 3=153/5-1-9 Max HorZ 1=43(LC 8) Max Uplift1=-40(LC 8). 3=-51(LC 8) 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=4.2psf; BCDL=6.Opsf; h=250; Cat. II; Exp B; End., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 'Semi -rigid 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- Veft dodyn Pwatnstms and READ NOTES ON TIBS AND INCLUDED W7EK REFERANCE PAGE 11137473 rev. 106302015 BEFORE USE Deslgn valid fa use only with MllekO con nectom ftdesign Is based only upon paaneters shown. andIs lof an bdM[0.nl btAdbng component. not a bus system. Before use. the txficbV designer must verify the app licatAlly of design parameters and poperly Incogatole this design Into the overall building design. Doc ng Indicated Is to prevent bucidbng of Individual mtss web and/a chord members only Adtlllor a tempxxay and pemxz*nl txoct ng M iTek' Is always secpmed lot stability and to prevent collapse wllh possible personal "and pfoperty damage. For general guidance regarding the faLmIcalknn, storage, delivery. erectkxn and bxocbng of IAtses ar! Intl systems. seeANSI/IPIt Guaily Criteria. DSS-89 and BCSI Building Component 6904 Parks East BW safety Infonnarion available born Inert Plate institute. 218 N. Lee Sueel. Suite 312. Alexandrio, VA 22314. Tarpa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 01 _ 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0•'n4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but40reactionsectionindicatesjoint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-In-sixteenths Drawings not to scale) 2 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI t section 6.3 These truss designs rely on lumber values established by others. 0 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. S. Cut members to bear tightty against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of fabrication. 9. Unless expressly noted. this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber Isa non-structural consideroflon and Is the responsibility of truss fabricator. General practice Is to comber for dead food deflection. 11. Plate type, she, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and she. and In all respects, equal to Or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no Ceiling Is installed, unless otherwise noted. IS. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmentol, health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Designassumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. IFm 40-0-0 cJ I N N II W N II II II N CJ1 ICDp- L Iy" m ti CJ3 CJ3 AD 1` CJ5 CJ5 TIE T17 T18 cp T19 m T19 TIB 17 e, T20 m CJ5 ruIIm T21mCJ3r ti L a®b l I q w ICJ1 111uu I T22 a h I I II ID T23 u T25 Non Bearing GA m Closure Well 1P T26 m C3 I m7 CI i"n u lu r- r- w w T27 M T28 m u m 1 y- m WImCJ—A CJI 20-6-0 9-8-8 RECORD COPY 40-0-0 1 23-8-0 .3-4-0 . 9-8-0 3-4-0 1 cuUU II MEMO s es NEI NEI al 0 2x- Ledger 1drON111 iamd 22-4-0 40-0-0 9-4-0 1 6-4-0 Hanger List H1 HTU26 H2 THA422 H3 HUS46 NOtES: L) REFER TO IOD 91(REf,OAPAE 110N5 FOR HANDLO"G W5TALLATION AND TEMPORARY DWIN6.) REFER TO EN6INEERED DRAWINGS FOR PERMANENT DMING REARRED 2.) ALL TRUSSES (0VGL101N6 TRI)55E5 LWER VALLEY FRAMDJ61 AR)5i DE GMETELY DE(A;ED OR REFE TO DETAIL VV5 FOR ALTERNATE DRACM REOIRREMENT5 3) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY TXRLDER 4) ALL TRlK5E5 ARE DE5It FOR 7 oc. MAXIMLM 5PAQN6, LM.E55 OTHERWISE NOTED 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEA" LI LE55 OTHERWISE NOTED. 6) 5Y42 TW%ES MUST DE INSTALLED WITH THE TOP DEIN6 UP. 7.) ALL ROOF TW% HANUR5 TO DE SHAPSON HTL126MES50THERWISENOTED. ALL FLOOR TRUSS HAMER5 TO DE SILO'SON THM22 LKESS OTHERWISE NOTED. D) DEAAAIHEADERAINTEL DOR) TODE FURNISHED DY DI LDE SHOP DRAWING APPROVAL 1105 LAYOUT 15111 50.E 50.RCE FOR FADRIGATION OF TftWS AMVOD5 ALL PREVIOUSAIOITECILft OR OHLR 11165LAYOUTS REVIEW AIDAFMAL OF THIS LAYOUI R61 No DE RECEIVED MORE ANY TIMES WILL DE DOLT. VERIFY ALL GONDItIOFFi to Rom AW61 0HANT#51HAT WLL IESIEI RD PIEXTRA (MUE510 YOI 44-uA GtbttA au R M wd AA Fn Lit Builders FlrstSource Orlando PHONE: 407-851.2100 FAX 407-85)-7111 Plant City PHONE. 813.759-5951 FAX: 613.752.1552 Taylor Morrison Homes It: Monroe III A N ADFTISS TIMM: Lot roc f: 177 T: 3-20-17 ick RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form 17 1 9 4 4 0J,Lo NG Permit # SANFOR0 Project Location Address: 415 Rocky Grove Lane oFPA9 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 beutilizedontheconstructionprojectforwhichyouareapplyingforabuildingpermit. We recommend that you contact your local product supplier should you not know the product approval number for any of theapplicablelistedproducts. 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 ProductApprovalcanbeobtainedatwww.floridabuildinQ.orQ. 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 I. Exterior Doors Manufacturer Product Description Florida Approval # include decimal Swinging herma Tru winging Ext. Door (front door) FL15225-113 Sliding MI Windows liding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Arnarr Garage Doors ectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung Horizontal Slider MI Windows Single Hung window FL17676.2,9,16 Casement Double Hun Fixed Awning MI Windows Frame Fixed Glass FL 18644.03,04 Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory 3. Panel Walls Manufacturer Product Description(including Florida Approval # decimal Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-RS Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse IE.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Underla ments Roofing Fasteners tlas Roofing InterWrap, Inc. Shingles Underlayments FL16305-R4 FL15216-R2 Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade ApprovedOther June 2014 ICategory / Subcategory 5.Shutters Manufacturer Product Description Florida Approval # include decimal Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component IWood Connectors Anchors Truss Plates Engineered Lumber MiTek Industries runs Plates FL2197-R5 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 i Applicant's Si nature Applicant's Name Please Print) June 2014 J F-w oz-t "+I fL issD4v L M Oi'XBCT iYil[ AO IFlL1L Q PLt M4l07RT CMAY fQ10LR •!LI ®IECIOQ11 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS c 3E' n 3r S3' WINDOW CALL -OUTS Q 5H WREN n fN R 5H 35' Y2 D %I W 33 5H n 5H 33 5H g51• 1454 103494 T/ S4 3454 V 65H W3594 7551 3554 z v 3 15 511 W 36 91 16 Ul I 36 91 C&- VEI T MA+RRT OTfF"FM ALL UHDO ArnU3a0169ESANDN3IALLATOTIATVARYPER O ttWACIIW Alm 5iECFCJ+ Va Z REFER TOROMRA4FMSnU CF TID W MD (616LE 106-SR CASM- C91C ORiD D aA56• FfJ 101 01.0l-17 cn 0 Ln 0 0 z m0 z 0 °C 2 00 ce N Ot 0 Q J -- uu, J MAIN FLOOR 111 sr,^ UPPER FLOOR 11A0 S.F.X TOTAL LIVWj 1913 9F. GARAGE A" 9F. p,l( IntJs3DmvN LANAI 231 S.F. wv,nA'x,T.w„oRa PORCH L95 9F. y RRpTOTAL9QFT. 3166 SR. _ ndro ma6 _ MAIN FLOOR PLAN NOTES ' 2AAIwtw•. re GARAGE LEFT TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 70, 11' 1 3w 4r . WINDOW CALL M• F4 701EFA 30F4 IOb F& 71• WO F4 MM FG 3OM F(a 4000 FA p 36' IEM SH 10M 91 30M SN 4030 5H 0 CE' WSW 204059 3040 W 40(09I 3 60' 3 mS091 Nb09( 30506I1 4a09( tr a6e91 M6091 7t6091 106091 GG VfR:T Rom O wo FA2 ALL [Ocm, 0 M WE$ 40 YSIALLABON MAT VARf PER FIANFACWR AND 9'ECFICAMS Z RSER10HOOKFUN5FORSMECFIMM USED (SWE1FF4.9LCAWLI-C.",ORFKD CiASfr FCil O 0 nr or92 dm +uc lfor uaa-m-n V-, VC l e II DAMS BEWS amoN mime 006wnsamucr a u aasoev.H11. qOD lR W1W/p\/CGM 1 LJ I wuroxu 2872 .' 7ID74e1PH1tM4f n,«aorcaresaa[ uem none n. w xons UPPER FLOOR PLAN NOTES` ' W-JLW.e. v [2Bl GARAGELEFT 6V A.e PaFloridaBuildingCodeOnlinee1oftg Professional RegulationBusiness D!paw.....,,,///jdd am Mom* I Log In I User Registration i Hot Topics Submit Surcharge I Sors Sots & Facts Pubtkatia FaC Stag WIS Sre Map links searm Busmest Professial Product Approval USER: Pubrc W« Regulation ommdeowmv, l.Meng > @nmM&. _a AWMIM SHOM> egalcalaa.L>st > Apotloi+on on*a FL a FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 4SS-0544 benmengBOyahoo. com Authorized Signature Xianbin Meng benmengB® yahoo.com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Emall Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Ni 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 12/31/2016 Validated By Ted Berman, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards' Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Ucensed Professional Engineer or Architect a? 4239 R3 Eouav EaW.v.odf https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/201 S BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC MECHANICER UNIT. THE ; MECHANICAL UNIT MUST BE SQUARE OR RECTANGULAR, NO IRREGULAR SHAPES. Aft 1 HOST STRUCTURE DESIGN / BY OTHERS. SEE 0651 SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT 7SW MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERI IFICATION, TYP. SEE OESIGN CENTER OF SCHFOULE FOR GRAVITY MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TP. STEEL TIE -DOWN CUES. SEE DETAIL t/3 A 213 IH2I.2 TOR CUP INfOwhoN, X 41 'TYP. IMAX NX 3• jIYP. +OLI"00TYPO 1 TIE -DOWN ISOMETRIC Tm! wPAND 11U. f CUPS; 1 1• 1•q• ISOMETRIC 14 PER CORNIER WILL VAAY PER CONNECTION TYPES CI -CI ON SllW 2 TIE - DOWN CLIP DIRECTIVE EXAMPLE _ _ _ fCNAMt uCAI RRTMµAT LlODN101U15TO THE DIMENSION RISTRICIIONS OI OISIGN CRTIELIA USfm HEREIN. SE! SHlL75 KFOROlSIOHSCMEOULtSJ MECHANICAL UNIT CRITERIA: CONSIOERTHEINSTALLATIONOF (1) MECHANICAL UNIT WITH THEFOLLOWING C ITERIA- VHAt- 170 MPH, EXPOSURE R. TXPOSURE'R. FIT- TALL R H' DEEP R XB• WIOF, too LE (WEIG T AS VERMED BY OTHERS) INSTALLEDTO3000PSIHIMCONCRETEWITH (11.3• CLIr AT EACH CORMEROF UNR (TOTAL OF (V RIPS) PRur_&LjUKt 1 P ROCEDURB BCE/ RESULT L OETHMIN! TH! OWNNECTION TYP! BASCO ON ! O ON SFW 3 CONNECTION A THIS INSTALLATION IS INTENDED FOR A VN1.170 NM. CXPCSURE'E. IN'S DESIGN 2 OETlRMIMEWHICHDESIGNSCHEDULETABLETOUSECRITERIACORRESPONDSTOTABLES30lTERMIN! LARGEST FACE AREA W MEOHANWAL UNIT TO Get 49'-IBFT• THIS UNIT HEIGHT OF IB• IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGIIT OF 4r. MOTE. THISPRODUCT1PPWOVALALLOWSTHEUNITTOBEINSTALLEDONTOPCMe" MAXIMUM WHIT NSIGNT RESTRICTIONOP AM AIC STAND TWAT IS A FOXI 30' TALL IFAM A/CSTAMD Q UT7LIE CPPECR TO SEE THAT 111E STAND DOES NOT EXCEED SO-OI HEIGHT IN N NCR MHR HYN BLOW 6N ERR MUM YII M THIS UNIT MAT BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO IS FT. AY BE LFO ON R-TOPGREATER 6 DETERMINP THE ALLOWABLE ROOFTOP MEIGIT W THE INSTALLATIONTHIAN 80PT AMO LlSS TMU1Ml00 Fr. SEE THE NUMERICAL VAMPS OR THIS 0lSIGI EXAMPLEDESIGN NOTES: THIS PRODUCT HAS BEEN OESIGNEO IN ACCORDANCE WITH ASCE 7.10 AND OUTSIDETHEHIGHVELOCITYHCAcONTFORUSEWITHVMILDINOICAWHCACCOMPANYINGDESIGNSCHEDULES. THE DESIGN CRITERIA USED 6 CALOAA?e THE ALLOW 29.1.1 iW R001 TOR HHOHLS (NI E!0 R ANOSICRON29S RfR ROW TM HEIGHT' (M160 R SECTION "A.I FOR DISTAILATIONS AT GRADE (OCH),r,P•).f0 WITMDI THE HMI. OC _-I. 10 DUTLO! TH! IMIZ, (G4. }yl! l3 rOR IULLOCATIONS (WIWMEN7). ALL 6OTIMM[ERA OESIGNVARUSUMARE IN AataRDRNQ WITHAM 7.10 ONARIRS 20A M. THE HEIGHTSLISTEDINTHEDESIGNSCHEDULESREPRESENTTHCAUDWASLEHEIGHTOFTHEBUILDINGTHISPRODUCTAPPROVALALLOWSFOREACHUNITTOBEINSTALLEDONAMAXIMUM30' TAIL IVC STAND (CERTIFICATION By OTHERS) ON TOP OF THE HEIGHTS LISTED W THE OLitGN SCHEDULES. GENERAL NOTES: I. I" S PRODUCT HAS BEEN DESIGNED AND SMALL Be FABRICATED IN ACCORDANCE WITH THE REQUIREMENTSOFINSFLORIDABUILDINGCODEBASCE7-10 THIS PRODUCT MAY BE USEDWITHINANDOUTSIDETHEHIGHVELOCITYHURRICANEZONE. Rl t L.•J g W n d fA G: taox2. NO 33•V3% tNCRCASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS 3. DESIGN IS BASED, ON C Iva PROVIDED PRODUCT AND DIE SHEER FROM TEST REPORTS R( Q I BY TESTINGEVALUATION LABORATORIES, No 51109TITUwwAPPROVALBYTHISENGINEERSMALL. BE Z z INC.. PERMITTED. BMINIMUMDIMENSIONS AND MINIMUM WEIGHTOF MCC/ANICAL UNIT SMALL J .. z Z A. MAXIMUM CWJWRN SPECIFICATIONSSTATED HEREIN. ALL MECHANICAL SPEancATlDNS TO ICLwSPACETONNAGE. ETC.) SMALL BE AS PER MANUFACTURER RECOMMCNOATIONS Q i Z iisQAND ARE THE EXPRESS RPSPORSISILIIY Of THE C(1MTRACTOR S. PASTEIIERSTOBEP12X % OR GREATER SAEGRADE S UNLESS NOTEDOTHERWISE BRAND, CARBONSTEELONLY' O 2 G! 14'N TAPCON5 REFERREDTOHEREINSHALLBErrWSUILOEXINSTALLEDTO3000PSIHIMCONCRETE. SEEANCHOR SCHEDULE FOR ANCHOR Q - . REQUIREMENTS. AUFASTENERSSMALLHAVEAPPROPRIATECORROSIONPROTECTIONZTOrREVENT ELECTROLYSIS. GRAD!. O) WITH fyvl3 KSI OR BETTER. ALL STEELCUPSSHALLBEASTMA263STEELzC! ALLSTEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WHIN AN APMIOVfO COAT OFPAINT, ENAMEL OR OTHER APPROVED PROTECTION. G90-RATED COATING UJ O d E F.: REQUIRFO FOR ALL COASTALINSTALLATIONS. 7. ALLCONCREI! SPECIFIEDMERLIN IS NOT PARTOf INKS CERTIFICATION. AS A MIMIMUH, Z 4-4 ALL CONCRETE SMALL Be STRUCTURAL COHCRM 4' HIM. THICK AND SHALL HAVE MINIMUM COMPRESSIVESTRENGTHOF3000PS4UNLESSNOTEDOTHERWISE. S. THECONTRACTORISRESPONSIBLETOINSULATEAUMEMBERSFROMDISSIMILAR6. E MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRICALGROUND, WHO REQUOU D. TO ER OrmutO a tMS1NLLl ro BY OTHERS. En10. -1 ADEp1ACY 0ANT EEISTIMG STRtICT1A! TO WITHSTAND SUPERWPOSW (DADS SMALL ED11PEOTIEDBYT11! W1STM OEStGN FRWISSICIM AND K MOT NIQUOEO IN THIS CERTIFICATION- EXCEPT AS EXPRESSLY PROVIDED HEREIN. NO ADDITIONAL qN 3i 1 CERTIFICATIONS ORAFFIRMATIONSAREINTENDED. 11. THESYSTEMDETAILEDHEREINISGENERICANDDOESNOTPROVIDE INFORMATION FOR A LICENSED ENGINEER OR REG1S TEIIED ARMTICTSHALL PREPARE SITEAILED MEREN DIFFERENTFICSrre. FORSITECONDITIONSSPECIFICDOCUMENTS FOR USE IN CONIU11CIToH W TM THISOOCUMEMT. 12. WATER-TtGITNEiS OF EXISTING MOST SUBSTRATE SHALL BE THE FULL RESPONSHBlUrf Of TIEINSTALLINGCONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR TION AND INSIA URTI( 1N W STUCMUURePROPOSEDEHEREIIS NTN6 ENGINEERSHRED AFTER AALL NOTBERESPONSIBLEFORANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER.TIGHTNESS SHALLBEMEFULLRESPONStBtLTTYOFIMFINSTALLING11CONTRACTOR. _ 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES HM! YWt WIND SPEEDS USED INTHISAPPROVAL, Set!ECION 226.71 OF ASCEE1- O3MIORRWWLai 15-2378 ill FOR ANY CUP LONGER THAN 10' 0.19' UTILIZE (*812 SAE 1' IYP. GRADE 5 SHEET METAL SCREWS, TYP. 0.068' THICK ASTM A703 16 STEEL(! TYP. a c $ 3)•012 SAE GRADES KSHEETMETALSFOR CUPS UP UPTOSTOLONG. tMUZE (S)•,912 3 SHEET METAL SCREWS FOR CUPS LONGER THAN S, TYP. I ( Wo HOLE, WITH ANCHOR FROM 1' CUP ANCHOR 0. 7 SCHEDULE. TYP. OTHER DIMENSIONS SIMILAR) 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC 0. 072' OR D. LIY THICK p ASTM A293 U STEELTYP. 3)-A32 SAE GRADE S SHEET METAL SCREWS FOR CUPS A' LONG. UTIU2E (+)• i12 $MEET AL SCREWS FOR CLIPS LONGER THAN A', N Al I IIINIITYP. Y,' O HOLES. NOT 10 BE USED FOR ANCHORS. TYP. 37V 0. 7 00' o.so• ACTOR D Y.'0 MOLES; vi Ur1U2E (1) OR ( 2) ANCHORS FROM ROM 2r' CLIPANCHOR SCHEDULE. TM. O' z 2" CLIP ISOM. SOETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SMALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty- 30 KSL 0.129 MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTMA653 Fy-33KSI MIN. STEEL, GRADE 33, 22GA MIN, (t-0.029r) 0.068• THICK A 4283 STEEL CUP, BASE OF UNIT SMALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED, TYP. 3)-812 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS UP TO S' LONG. UTIUIE (5)• f 17 SHFET METAL SOREWB FOR CLIPS LONGERTHAN S. PROVIDE ( 5) PITCHES MIN. PAST THREAD PLANE FOR EACHSMS, TYR ANCHOR PER ANCHOR SCHEDULE SUBSTRATE SUBSTRATE PER SCHEDULE VARIES) 1" TIE! - DOWNCLIP 3 ANCHOR DETAIL 3 3' • 1'-0' DETAIL CLIP IS DESIGNED FOR FULL CONTACT 1VITH THE BASE OF EACH MECHANICAL UNIT, TY. MECMANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WITH RY- 30 KSI. 0.12S- (3)-612 SAE GRADE S SHEET MIN. THICKNESS, STEEL MOUSINGUNITSMETALSCREWSFORCUPSA - SMALL BE ASTM A553FY-33KS1 MIN. LONG. LMLI2E (4)-F 12 SHEET STEEL GRADE33, 22CAMIN. (t-0.02M: METAL SCREWS FOR CUTS LONGER THAN IC PROVIDE ( 5) SS• PITCHES MIN. PASTTHREAD BANE 0.072' OR 0. lLr FOR EACH SMS, TYP. THICKASIM A293 r STEEL IP CL. IYP. 1) OR (I)ANCHORS BASE OF VNIT SWLLLr• r ANCHOR PER ANCHORSE FLUSHHwrmBASEjir3/B' SCHEDULE OF cuv, NO SAH;E PERMITTED, TYP. SUBSTRATE PER ANCHOR o' EOHEOULE VARIES) 2" TIE -DOWN CLIP I1ANCHOR DETAIL r . 1'• 0' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT. TYP. Mrri ry 5m 9 W R Nv 0 W •• 3 TABLE 5 : Vult=140 MPH, EXPOSURE B 1900 USEWITH A RISCCATEGORY N STRUCTURE'1 1 ALLOWABLE 600E-TO NEIGM CO TIE-0E2WN COFRIGIRATION TYFE MAXIMUM SURFACEAREAOF UNIT UNIT CI tl tl CAUNIT'SLARGEST HEIGHT WIDTH lFACE 6FP , 24'MAX l2'M0L : NSLSFT 60R<143120R HS200FT I Hs2WR Hs2WR 9FT' ' 32'MAX IS-MIN I ATGRADE HS2110fT M120OR M120OFT 4FT' I Hs2WR Hs2WR H520OR HS2WFT 6FV H540FT 60 FT<Hs2W FT NS2WR ILS2WR N92WR Hs2WR9R' 'AB'MAX I 24'MIN AT GRADE HSIWR H52WR60R<HS80R j12 Fr ' 1 AT GRADE Hs2WR HS40R 6pR.Hs2WR H52WR 16 R' i N/A HSIWR R41,111100R HSIWR t 20 Fr . N/A Hs2WR • NSISR Hs2WR I N/A 160R<H5200RH540FTI ATGRACE Hs2WR25Fri60R<HS60R 160'MAX 4'MIN NS15 FT30FT' I WA fT<NS 160FT ATGRADE NS2WFT 160 36 FT'- N/A ATGRADE ATGRAOE NS2WR60R<HS60^, TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE RO0f-TOP HEIGHT (N) TIE -DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT CL I C' tl UWrSLARGEST HEIGHT WIDTH FACE 24' MAX 12' MIN I AT GRADE H S 200 R 9FT' 3Y MAX IS'MIN N/A H%200FT 4Fr Hs2WR Hs2WR 6FT' ATGRADE HS20OF7L60RaHSIWR HS2WR9FP4'MAX 24'MIN ATGRADE 12FT' WA HS200 FT 1 16Fr H S 1SFT 60R<HS2WF 20FP' H 9 30FT 60R4HA2001 25 FT' N/A AT GRACE 60FT <H 11401 60'MAX ArmtN I - lorr N/A ATGRADE 36 R' N/A AT GRADE TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USEWITHA RISE CATEGORY 11STRUCTURE') ALLOWARLE ROOF•IOP HEIGHT (HI TIE-0OWN CONFIGURATION TYPE MAXIMUM i SURFACE AREA Of UNIT' UNIT C1 Cl Ci CA UNIT'S LARGEST ) HEIGHT ' WIDTH FACE 6FP `24'MAX 12'MIN H/A H5200fT Hs30R 6OR<H52WFT 1192WR M• , 9FP •32'MAX •15'MIN N/A H52WR AT GRADE 60R<H s140 FT Hs2WR 4R' H940R 60R4HS200R Hs2WR Hs2WR HSIWR 1 6FT' ATGRADE 60Ff<HS1WR M920OR HSIWFT H52WR ' 9 FT' '4'MAX 24'MIN '+ N/A Hs2WR fort<ISfzoorr HS2WR 11 FT- t N/A M140R E0R4HS200R ATGRADE 60R4H 960FT. NS2WR 16R' N/A AT GRADE 60R.H52WR N/A NS2WR a.. p ) N/A ATGRACE60R< NS 200 FT AT GRADE H s 200 R a 25 FT' • TVA ATGRADE 60R4HS6pR WA 11 S 2WR W MAX491 MIN. _ ... Nf40R 30 R' N/A WA WA' 60/T.H5200R AS ANEXAMFLE, THESE TABLES ARE PERMISSIBLE TO BEUSED WITHIN AUTHORITY HNG ISOI 1URCTIONAVIi AT GRADE SAEVARoCOUNTY. CHECK WITH LOCAL FORTHEAPPUCANU1TOFTHISTABLEWIININ CERIAINFLORIDA000NTIES. F.T, N/A N/A N/A 160 FT < H S 2WFT H12WR I H12W FTi <` ': '41 HSISR IFT< Ns2WR Hs2WR , Hs2WR I HS2WR Z rJo 6 Hs2WR I Hs2WR W ;IS, N 3 J NSAO2 W IR. Hs2WR H32W fT I MO AT GRADEHSZWR j IR<HS340R ATGRADE Hs2WR a ATGRAW Hs2WR V ATGRADE'* M32WR l J ADEQ WANS200RZFF N/A- HS30R O EQR< N Fr R' F n a Lu a = 8 to 9 ENGINEERING 4/14/2015EXPRESS- BMP International — Steel Tie Doom 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 bagis 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 WWW.ENGEXP.COM Florida Building Code Online — -` SS :p C*?5 Page 1 of 3 flo- bomm-# WS HOM I Uo in user ReilWSUM I tiros Toga I submR siswrps I sous a Flea i wbnonaa I Fac sd+r I achs sne wo I unks sordi Bus nes Product ApprovalProl-essi - al *ug Pubk user Regulation swrim > Aeononon ust > •pahlwtlon Demo FL FI2197-RS 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 MTrek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 desert®mll.com Authorized Signature David Wert david.c.wert@m0.com Technical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert0mll.com Quality Assurance Representative David Wert Address/.Phone/Email 1451S North Outer Forty Suite 300 Chesterfield, MO 63017 314) 651-7480 dwert®mll.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute LW. Quality Assurance Contract Expiration Date 12/31/201S Validated By ICC Evaluation Service, LLC. Certificate of Independence FI.2197 RS CM Cediir+cate of tndeoendence for Evaluat wudf Referenced Standard and Year (of Standard) Standard. [ ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVxQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre 't! AVE https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvrTEx%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. IMES Evaluation Report E5R-9371 Reissued June 2015 This report is subject to renewal June 2017. wwwJec-es.orn (800) 423-6587 I (562) 699-0543 A Subsidiary of the Intemational Code Councils' DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop.Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com.. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, M1116, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HS"' 1.0 EVALUATION SCOPE Compliance with the following codes: 2012. 2009, 2006 International Building Code® (IBC) i. 2012, 2009, 2006 International Residential Code® (IRC) N 2013 Abu Dhabi International Building Code (ADIBC)t The ADISC is Eased on the 2009 IBC. 2009 IBC code sections referenced in Uds 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 3.1 MiTeke M46 and Mill 16: Model M-16 'and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates -The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 Inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 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 MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10,0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 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 (8A 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 MT20HS"r: Models M-20 HS, MII 20 HS, and MT20HS"' 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-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 025-inch-wide (6.4 mm) strip of unpunched steel. The transverse onterlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC-Q Evahwdon Repam am not to be c"trndw nrperenift oothruo or any a1w aar buter no spirdfledly addresstd nor" dwy to be ronstnad as on endwremem ofthesubject ofthe report or o reconmtendadonfor to use 77m" a no warraaty by !CC &W ation Soviet Ur- cprras or tmpfit4 as toanyfinding or other matter in this rcpw% orw to anyproducr covered by the report Copyright 0 2015 Page 1 of 5 ESR-1311 1 Most Widely ACaepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibtin'1PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND 111111116 Douglas fir -larch 0.5. 176 _ 121 137. 126 Hem -fir 0.43 119 64 102 98 Spruce_pinefir 6.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MI120 Douglas fir-laich 0.5 220 195 180 190 Hem -fir 0.43 185. 148 129 145 Spruce -pixie -fa 0.42 197 144 143 137 Southern pine 0 55_ 249 190 184 - 200 M-20 HS, Mill 20 HS_ and MT20HS Douglas fir-4arch 0.5 165 146 . 135 143 Remfir 6.43 139 . 111 97 109 Spruce -pine -fir Southern pine 0.42 0.55 148 187 108 143 107 138 103 150 For SI: tlbrW = 6.9 kPa. NOTES: Tooth homing units = psi for a single plate (double for plates on both faces when applying to area on orgy one face). To achieve values, plates must be installed on opposite sides of JoinL 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 perpertdialar to 1684 wood grain perpendicular to load' EAU truss'pleles ere press ' i"[* Ore wood for the full depth of their teeth by hydraulic -platen embedment presses. multiple roller presses that use partial embedment followed by fulFe bedmerd rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND M1116 M-20 AND M1120 M-20 HS, Mil 20NS.AND MT20HS Efficiency PoundslinchlPair of Connector Plates Efficiency I PoundsllnchlPair of Connector Plates Efficiency PoundsllnchlPai'r of Connector Plates Tension Values in Accordance with Section'5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 0.59 1505 Tension ® 90° 0.36 1013 0.47 1 820 1 0.48 1219 Tension Values in Accordance with TPI-1 with a OWalion (see Section 6.4.9 (e)) Maxtmum,Wd Section Occurs omen the_JW . Tension Q 0" 0.68 1945 0.62 1091 1 0.67 1716. Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 Shear ® 300 Shear ® 600 Shear ® 900 0.54 6.61 0.73 0.55 1041 1173 1402 1055 . 0.49 0.63 0.79 0.55 574 738 936 645 0.43 0,61 0.67 0.45 761 1085 1184 792 Shear @ 120° 0.48. 914 0.42 490 0.34 608 Shear ®1W 0.35. 672 0•46 544 0.3 537 For Si: 1 Ibluroh = 0.175 Nhvun, linch = 25.4 nun. NOTES: Minnmum Net Section -A one through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a one of holes, 2Maxiniroil Net Section - A line Through the plate's tooth pattern vAh the maximum amount of steel for a specified orientation. For these plates, this one passes through a section ofthe plate with no holes. ESR4311 I Most Widely Accepted and Tiusted _ Page 6 of 6 0.12ti 0.2W 05W 03W 32mn a-Smm 127am 93m n D:ga a0 000 goo goo goo DOOG00 J' aoo Goo goo goo goo Goo Boo Ono 000 1MDTN M-20 HS, M1120 HS, MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1;51I rt3Lo C-Oupplemerra Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council$ DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MITek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, 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 MiTee Truss Connector Plates M-16, Mil 16, M-20, Mil20, M-20 HS, MII 20 HS, and MT201-IST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014.and 201DJ -` a Biilldutg Code—Resjdentlal, provided the design and installation are in accordance with the Intemational`Building :Code K).prov!sions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS"' has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by 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. 10C-ES Evaluation Reporu menot tobe eourruud asrgmenring oarheUa or any otherandbures norsPedflrorry addrase4 nor am they to be eouurruedmanendmunwiofdusubjectofthereportororeeaoanendaronforitsuse. There is no uarrm tyby XC EVemoon service. LIC etp m a'WIMd astoonyfnditorotherniterIRNtsreport. orm to oWproduer aovnrd by the report Page 1 of 1 CoWgM 0 2015 ICC-ES Evaluation Report C,K-731 1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 1 (662) 699-0543 A Subsidiary or the intemaoonar uooe L'ourrkdl 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.mii.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MI120, M-20 HS, MII 20 HS, AND MT20HS"- 1.0 EVALUATION SCOPE Compliance with the following codes: P. 2012, 2009, 2006 International Building Codes (IBC) ip 2012, 2009, 2006 /ntemational Residential Code® (IRC) 6: 2013 Abu Dhabi international Building Code (ADIBC)1 The ADIBC is on the 2009 IBC_ 2009 IBC code sections rerereneed inthis report are thesame sections In the ADIBM Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MITee M46 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10,0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTee M-20 and MII 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 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, OA5 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slats are spaced 0.25 inch (Q.4 nun). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MITek® M-20 HS, MII 20 HS, and MT20HS"': Models M-20 HS, MII 20 HS, and MT20HS'm 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 coating0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-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 isseparatedbya0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (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, IMES Evoluouon Repare no to be cotsuurd of «preserving oruthelies or any other ounbuln not specUlcdly oddra ed, nor ore1 to DecoturruREP" asonendmeneuoJtheS*W ojthe rrpon or o ree mmendotlon forits ate ] 9rcn is no twrrany by 1CCEtnluation Berries 1 I C, e:preri or fnydisd or to onyJlnding or other mover In this Mork or as to ony peedrn u vcoedbythe report page 1' f Page 1ofsCopyrightO 2015 ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC•PLATEN EMBEDMENT' (Ibnn=/PLATE) 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 Spruce -pine -fir 0.42 _ 127 82 75 107 Southern pine 0.55 _ - 174 126 147 122 M-20 and MII 20 Douglas fir-4arch 0.5 • 220 _ . 195 180 190 Hem -fir 0.43 185 148 129. 145 137 Spruce -pine -fir 6.42 197 144 143 Southem pine. 0.65 249 190 184 _ 206 M-20 HS, MII 20 HS and MT20HS . _ Douglas fir arch 0.5 165 148 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: Ilb/ir? = 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 loadEA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to loadEE = Plate pelpendlarlarto load. woodValn perpendicular to load . AB truss Dtateg ere Pressed into tine wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple rater presses thatusepartialembedmentfollowedbyfullembedmentrollers, or combinations of partial wrModment roller presses and trydrauGr 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 26 M-20 HS, Mil 20HS AND MT20HS Efficiency PoundslinchlPair Efficiency Poundsfrnch/Palr Efficiency PoundslinchlPeirFORCE DIRECTION of Connector I of Connector of Connector Plates Plates . Plates Tension Values in Accordance with Section 5.4.42 61 TPI-1 (Minimum Net Section over theJol6t)' Tension @ 00 0.70 Lj 2012 -0.50 880 1 0.59 1505 Tension_@ W 0.36 L 1013 . 0.47 820 1 0.48 1219 Tension Values InAccordance vAh TPI-1 with a Deviation [see Section 5.4.9 (e)] Maidnitriri Net Section Occurs ow the Joh? • Tension @ 0° 0.68 . 1945 0.62 1091 0.67 1716 ' Tension @ 90° 0.30 849 048 841 0.52 1321 Shear Values _ Shear @ 00 0.54 1041 0.49 - 574 0.43 761 Shear @ 306 0.61 1173 0.63 738 0.61 10_85 Shear @ 600 0.73 14b2 0.79 936 _ 0.67 1184 Shear @ 900 0.55 1055 0.56 _ 645 0.45 _ 792 Shear (§ 1200 0.48 914 0.42 490 0.34 608 Shear @ 150' 0.35 672 0.46 544 0.3 537 . For Sk 1 Iblinch = 0.175 Nhnm. 1inch = MA MM. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount ofsteel for a specified orientation. For these plates, this line passes through a fine of holes. 2Mandmunt Net Section - A line through the plate's tooth pattern with the maAmum amount of steel for a specified orientation. For these plates, tints line passes through a section ofthe plate with no holes. ESR4311 1 Most Widely Accepted and Trusted _ Page 6 of 6 012V . 0 2W 0A00" 0 3W 3,2mmm 64mm }122..7mm 933am II 1 L_1 I BOB hod ODD goo ago ODD DDo DOo BOB 0 Dog 000 Dog 000 o1000oo090wum M- 20 HS1 Mil 20 HS1 MT20HS FIGURE 1— APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Confined) i. IMES Evaluation Report E5R-1377 1-t3t. Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o^(800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wee Truss Connector Plates M-16, Mil 16. M-20, Mil20. M-20 HS, Mil 20 HS, and MT20HS"r, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2 2014 and 2010 Florida Building Code —Building 8:2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST°, described in Sections2.0 through 7.0 of the master evaluation reort ESR31'1ecomply with the 2014 and 2010 Florida Building Code —Buildingandibe'2014 and 2010,f1o ide BuAdiirg CbdW-4?.e Menba/; Provided the design and installation are in accordance with thefntematiQnalBuildingCode (IBC) provisions noted in the master report. Use of the MiTele Truss Connector Plates M•16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSYIA 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 pr6ducb-faAii q under Florida Rule 9N-3, verificatioj thal.the teport.holdefs quality assurance program is audited by:s, qual'ifyr.ssstrrance_eiifd$ approved by the Florida Building Commission foi 4hb type of inspections being. -conducted is the- cespillt}I ofart;8 ppim' 'validation entitjr'(or the code.dffidal when the'-leport holder does not possess an approval Dy the Commissionj. This supplement expires concurrently with the master report, reissued in June 2015. ICCES Brahroti n Reporn are not to be coartrved as represendng trndalms or o)Wother attributer not speoifloalry addressed iror ore they to he eonsauedasanendorsematofthenrbjectofthereportoratecommetdatianjartotue. That a no norronry by )CC toohtotim Serrke, = UP= Or 1npl1e4 as to onyfinding or other atetto to All repoP% orat toartyproduct covered by the report • Page 1 of 1 CopyrightO2015 IMES Evaluation Report r-011-1J-r' Reissued June 2015 This report is subject to renewal June 2017. WWWACC-es.orst 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www_ mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, Mill 20 HS, AND MT20HSne 1.0 EVALUATION SCOPE Compliance with the following codes: is 2012, 2009. 2006 international Building Codee (IBC) is 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC Is Dried on the 2009 IBC. 2W9 IBC code secllons referenced inthis report wethe same sedbns IntheADIBC. 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 3.1 MiTeke M-16 and Mll 16: Model W16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lancedandformedintotwoopposingteeth, protruding at right angles from the flat plate. Each tooth is diagonally cut. thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 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 MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (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 MT20HSn`: Models M-20 HS. MII 20 HS. and MT20HS"' 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 coating0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-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, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out ofeach slot area, and resulting in each module having six teeth. Each module isseparatedbya0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal 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 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-& EW"Wion Rsportr on not to be caarirwd to reprrssn009 authetler a aay other atmbutes nw specyxW yoddreQrd noran theyto becomma as an endorsra enr ofthe subject ofthe repmr or a neommsndmlon u no bO^O"ryby ICC £wlmUon Ssrvlc LC. espeu mp1 repwt to arryfrndbrg or other minter inthis repon or m wany prMic commd by Page 10115 Copyright 0 2015 ESR-1311. J_ Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblire/PLATE) LUMBER SPECIES SG AA EA- AE EE M-16 AND 0116 Douglas flr arch 0:5 176 121 137 126 Hem -flu 0.43 119 64 102 107 Spruce -pine -fir 0.42 127 82 75 122 Soulhem pine 0.55 174._ _ 126 147 M-20 and hill 20 Douglas fir -larch 0.5 220 195 180 190 145 Hem -fir _ 0.43 _ 185 _ 148 129 _ 137 Spruce-pine-1 0.42 197 144 143 _ 2W Southern pine 0.55 249 190 184 M-20 HS, Mil 20 HS and MT20HS ' Douglas fir -larch 0.5 165 146 135 143. . m41r 0.43 139 111 97 109 ruce-pine=firL 0.42 _ 148 143 107 103 uthern pine 0.55 187 143 .. 138 150 For SI: llblin` = 6.9 kPa. NOTES: to area on onty 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 pareael to load, wood grain panel to load loadEA - Plate perpendicular to load, wood g parallel AE = Plate parallel to load, wood grain perpendicular to loadEE = Piate'peip06dWar to load, wood grain perpendicular to load3AfiflossplateserepressedIntofhewoodforthefulldepthoftheirteeth by hydraulic- platen embedment presses. multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roper presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-16 AND Mil 16 Efficiency PoundsnnchtPalr of Connector Plates M-20 AND Mil 20 _ Efficiency PoundslinchlPair of Connector Plates M-20.HS, MII 20HS AND MT20HS Efficiency PoundslincNPalr of Connector Plates PROPERTY' FORCE DIRECTION Tension ® (r Tension @W Tension Values in Accordance with Section 5AA2 of TPI-1 (Minimum Net Section over the Job# 0.70 2012 0.50 880 _ 0.59. 0.36 1013 0.47 820 0.48 Tension Values in Acco(dance with TPI-1 with a Deviation is" Section 5.4.9 (e)) Maximurn Net Section Occurs ovw the Jalrii . 1505 1219 Tension @01 Tension ®90° 0.68 0.30 1945 0.6'2 1091. 849 0.48 841 Shear Values 0.67 0.52 1716 1321 Shear @ 0°_ 0.54 0.61 0.73 0.55 0.48 0.35 1041 1173 1402 1055 914 672T 0.49 0.63 0.79 _. 0.55 0.42 0.46 574 738 936 645 490 ' 544 0.43 0.61 0.67 0.45 0.34 0.3 761 1085 1164 792 608 537 _ Shear® 30° Shear ®w Shear @ 900 Shear ®1200 Shear ® I For Sk 1 Iblinch = 0.175 Nlmm, 1inch = Z5.4 MITI. NOTES: Minimum Net Section - A fine through the plate's tooth pattern with the minimum amount specified odeofsteelfora ntation. For these plates. this one passes through a fine of holes. 2Maximum. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most WIdefy-AccePted and. Trusted Page S of 6 _ - -. - 0,12r 0.2W 6AW 03eS 3.2mm demm 127mm 93mm Qg0 Dg0 ODD oga..ogo oao a o 11000OOOo J 0 _r_000 ago 000 ODO Ono ago Ono ago ODD M-20 HS, MII 20 HS, MT20HS 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.oro I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mli.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 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 MTee Truss Connector Plates M-16. MII 16. W20, MII20, M-20 HS, MII 20 HS, and MT20HS"e, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below, Applicable code editions: 1 2014 and 2010 Florida Building Code —Building A 2014 and 2WO Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, MII 16, M-20, Mil 20. M-20 HS, MII 20 HS, and MT201-1S11!, described in Sections2.0'through 7:0 of themaft•evaluation.reDort ESR=. 311.comply with the 2014 and 2010 Rbdda Building Code —Buildingandt1ie2D14aid-.2a'10-Florida BuAdmg: -ode..--R?.siderfflM, provided the design and installatlora are in accordance with theInternationalBulkngCodePQBCjprovisionsnotedinthemasterreport: Use of the MTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 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•pro6cts Wlhg under• Floiide. Rufe 9N-3, verification that the report holdees quality assurance program isAudited by aquality.assirraribe:eittit t,approved by:lhe F7onda BAd.ng Commission for the type of inspections being conduc4ed is- the responslb dy of en aAP validation entity .(or the code: official when the .report.holder does not possess an approval by the Commasion).. This supplement expires concurrently with the master report, reissued in June 2015. 1CC4S bvWumlan Repora are notro be anointed as representing oesibcda a orry othv anribuus norspeeYkally addrnve4 nor ore they ro be conswrdmanendorsemen, ofthe subject ofthe report arorw0nune datlonfor us us6 Thera is no aarromy by1CCEvaluation ServkY. LLC, apes+ or leiplird astoairyf)ndbsd or other rnoner in Ltk report orar to airyproduct corned by the eport Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.olxl (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)4344200 www.mii.com EVALUATION SUBJECT: MlTekm TRUSS CONNECTOR PLATES: M46, Mill 16, M-20, MII 20. M-20 HS, Mil 20 HS, AND MT20HS71 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 International Building Code® (IBC) la 2012, 2009, 2006 international Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIIW t'M ADIBC is based on the 2009 IBC; 2009 IBC code sections referencedInQdereportarethesamesedionsintheADM. 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 3A MiTek®M46 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 perpendicularaxisoftheplates. The metal displaced by the slot is lancedandformedintotwoopposingteeth, protruding at right angles from the fiat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveforth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch9.4 mm) long, and there are 4.8 teeth per square inch0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 min) width increments, up to12inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek° M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0,013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teethstampedoutandformedatrightanglestotheface of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting ineachmodulehavingeightteeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek° M-20 HS, Mil 20 HS, and MT20HS11: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength. low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 Inch thickness on each side (0.013 mm)) andhavingabase -metal thickness of 0.0346 inch (0.88 mm). Repeating -'/,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 (11A mm) long and 0A25 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module isseparatedbya0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (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 -oaten embedment presses, ICC-iSEvaJuosavt Repora are tro De eonswsdas repmenNng osrtlhaga oranyother attributes not rpxrjwa11y ad*awd normeNaywbeCam= as an endorsement ofthe subject oft)*," t or a reeommendotton for to use 7'hve is tro Tarr mty by JCC Evaluation Serrke. IlC esprest or >n+Alad os to anyfinding or other matter In this rePm% orat to anyProduct cowed bythe repot Page 1 of 5 Copyright 0 2015 ESR4 311 1 Most Widely Acce fed and Trusted Page 3 of S. TABLEI -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAUUC-PLATEN EMBEDMENT' (Ibnn21PLATE) LUMBER SPECIES SG AA EA _ AE _ EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 _ 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 _ 147 122 W20 and Mil 20 Douglas fir -larch 0.5 220 _ 195 180 190 Hem-fu_ 0.43 185 _ 148 129 145 Spnice-Pine-fir 0.42 _- 197 144 _ 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir-4arch 0.5 " 165 146 135 143 Hemdlr 0.43 139 111 97 109 Spiuce-pine-fir 0.42 _ v0.66 148 108 107 103 Southem pine 187 _ 143 138 150 For SI: 11bIW = 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 bad, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to loadEERPlateperpendieidertoload. wand grain perpendia.LdartoloadAOtrussplatesare_pressed intothe wood for the full depth of then teetq by hydiauGcplaten embedment presses, multiple roller presses thatusepartialembedmentfollowed'by h4m.embedment rollers. orcbnrbinafions of partial anbedment ronei presses and hydraullr.ptaten Pressesthatfeedtrussesintoastationaryfinishrollerpress. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 ' M-20 HS, Nil 20HS AND NT20HS Efficiency PoundsllnchlPair of Connector Plates Efficiency PoundslinchiPalr of Connector Efficiency PoundslinchlPalr of Connector Plates Tension Values in Accordance with Section SAA2 ofTPI-1 (Minimum Net Sectionover the Jodrq' 135 Tension ® 0.70 2012 0.50 880 0. 41219 Tension ® 90° 0.36 1013 0.47 _ . . . 820. _ ... 0.8 1219 Tension Values in Accordance vAth TPI-1 with a Deviation [see Secion 5.4.9 (e)) Ma)dmum Net Section Occurs over the Joinl2 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 ® a' _ Shear ® 300 Shear Q 600 0. 54 0. 61 0. 73 0. 55 0. 48 0. 35 1041 1173 _ 1402 1055 914 672 0. 49 674 0. 63 738 0. 79 _ 645 0,55 . _ 645 0. 42' 544 0.46 44 0. 43 0. 61 0. 670. 45 003 . 761_.. . 1085 1184 792 6537 Shear ® 90° Shear @ 1205 Shear @ 150° r. For Sh 1 Iblinch = 0.175 wmm, Imm = 25.4 mm- NOTES: Minimum Net Section - A line through the plate's tooth pattern vrdh the minimum amount of steel for a specified orientation. For these plates, this we passes through a line of holes 2Maximuih Net Section - A tine Through the Plate's tooth pattern with the maximum amount of steel for a spedfied 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 012V 0.25V 0.5W 92mm 6Amn 127mm ao0o000 a0o 000 000 000 000 000 JI o r o0o Ono 000 OOD0 00 000 0 000 00o 000 M•-20 H S, "I ! 20 H.S, MT20H.S FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES on Inches) (Continued) IMES Evaluation Report ESR-1311 FE3G suppiement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es& 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary ofthe International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"r 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 MT20HST1e, 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—But7ding 1112014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeksTruss Connector Plates M-16, MII 16, M-20, MI120. M-20 HS, Mil 20 HS, and MT20HS7', 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 Fronde B"ag; Code --Residential: provided the design and installation are in accordance with the International Building Code (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HS7" 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 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. 1X SS Etnhaotion Report/ are no tobe eotalned ar reprr Ming awhriles arairyaha orvibum trottpetlOcally oddioied norareVey to be eamowdasanndamcmm, ofthe Subject oft1w report ororecvmmendadon for its use. There Isno narromy by 1CC Evaluolion Sovlee, uG e*pra+ or Impi&4 at 40 w arW indbW or aher mans in this repo R or m /o wW product corocd by 110 report d»maggim Copyrighl 0 2016 Page 1 of 1 M 0211112015 13:41 ffAX) P.0021004 i0IAMM MIAMI-DADE COUNTYsmPRODUCTCONTROLSECTION 1 It05 SW 26 Sues; bloom 20tiDEPARTMENTOFREGULATORYANDECONOMICRBSOURCES (RER) Miand, Florida 33175.2474BOARDANDCODEADMINISTRATIONDIVISIONT (7a6)315-2590 F (796) 3M2599 NOTICE OF ACCEPTANCE (NOA) WWW-nkkmldadc.Qovlecnnomv Southeastern Metals Manufacturing Company, Inc. 111801 Industry Drive Jacksonville, FL 32210 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in ales other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material &its to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, orsuspendtheuseofsuchproductormaterialwithintheirjurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements ofthe applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building CodeincludingtheHighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the pert'ormance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal ofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Ifany portion of the NOA is displayed. then It shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for Inspection at the job site at the request ofthe Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan E. Collao. R.A. 4 • l tlKrht---* NOA No.: 13-0814.02 Expiration Date: 04/IS/19 Approval Ditto: 0143/34 Page I of 3 0211112015 13:42 tFAlq P.0031004 N ROOFING ASSEMBLY APPROVAL Category: Loosing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR 1 ABFA BY APPLICANT: Manufactured by Dimensions Test Product measonaApplicant Suadficatlone Dmerlptlon Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch. - • - - MANu rACTURING LOCATION 1. Jacksonville, FL EVm&NCE SUBMITTP.D Test Aeencv Teat Ideatirrer Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 CC -ES AC132 SEM-027.02-01 01M7/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 11/3j" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3 K" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness ofsheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope ofthe roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with I-V4" galveni2md ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of IS nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.09 Expiration Date: 04/1S/19 Approval Date: 0I/23/14 Page 2 of3 02/11/2015 13:43 ffl* P.0041004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. 'Ibis acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or idandflable marking of the manufacturer's name or logo. city. state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS o ROOF FLANGE NAIL PLACEMENT o • • • • END OF THIS ACCEPTANCE NOA No.: 13-0914.08 Expiration Date: 04115114 Approval Date: Ot/23/14 Page 3 of 3 A Florida Building Code Online Page 1 of 2 Regulation F9 peoyMld eCIS Home I Loa In I user aeol MUM i Mal Toga Submlt Surtlurye I Stats S Fans I Pubilotbro Fat Staff BQS SIM Map lints I StGFCh Bus nes (i/1 Product Approval USER: Prosslfia) PUDIk User Regulation l s fiedM arApub alien S"rch >AefilleaWn Lat > Apptk"aA antaaFL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/ Phone/Email S140 W Clifton Street Tampa, FL 33634 813) 884-0444 lyle. pestow@acrn-metals.com Authorized Signature Vivian Wright rickw@rwbldgconsultants. 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. v, Validation Checklist - Hardcopy Received Certificate of Independence Izo19 Rs COI c ronca[e or tndeoelteenee.oar Referenced Standard and Year (of Standard) Standard Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https:// www.floridabuilding.orglprlpr_app_dti .aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 o ACNr AMI3ttCAN CONSTRUCTION MBALS 5140 west CIHMn meet Tampa, FL 33W TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and kin compliance with the 5th Edition (2014) Forido Bufldk g Code excluding the "High Velocity Hurricane Zone" )HVHZ). 2. Product anchors shall be as Ikted and spaced as shown on details. Anchor embedment to base material shall be beyond wan dressing or stucco. 3. $He conditions not covered by this droving are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loods from the soffit and/or 7 x7 batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9 TAKE OF CONWaS SHE" 11 I DESCRI WN 1 Typipq devoflOns b enOrd notes 2 Panel details 3 Soffit details la d n press m 4 Soffit d s a. des n s S Soffit details. design pressMlres a lam Of nwwab mmAIT4) W 2) A M11M T4411(A13r11 M QUAD 4 Q4 40121A119'1MCK) 04-M41D13rrAM i gtiiSi1j O 111 1111 0018a'zj @g qailsNJKMQin mnn ISMD N.T.S. FL-12019.1 i1 T or 5 AN'A ROOF OVERHANG ROOF FRAMING ALUMINUM FASOA TRIM EMU ORSOFFITM000 SEEDEIAIL'A' FRAMED SEEDETAIL' B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shawn W/ truWftwJ g amW—) SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSI) POsmvE NEGATIVE r 70.0 141.0 I1r 60.0 60.0 Ir 50.0 50.0 tr 38.5 38.5 Ir 30.0 30.0 NVIE: WVW MAn1WV PJ4V \.URKC%. T ITAN IV a DESIGNED BY THE ARCHITECT OR ENGPMER OFRECORD I 5 1ArMAX. --i DETAIL " B " F-Channel ROOF OVERHANG ROOF OVERHANG ROOF FRAMING SOFFIT WOOD 30DETAIL' C - FRAMED SEE DETAI4' DEMU OR SIDE VIEW - SINGLE SPAN w/3-CHANNELS TRIM NAIL ATTACHED THROUGH FASCIA O/ 16' O.C. MAX. Shorn w/ buwrrentm aMRatn STAPLES INSTALLED 0 ENDOFPAHELAND _ r MAIL O.C. SEE DETAIL'J'. SHEETS) 1/ IrMAX DETAIL " A " Fascia STAPLES INSTALLED 0 24-O.C. (INTO WOOD) ON FCHANNELLEG OR T-NAIL 0 IT O.C. ONTO WOOD OR MASONRY) STAPLES INSTALLED 01 TO.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL 017 O.C. ONTO WOOD OR MASONRY) Y-- T log SPAN WL' $ i S e ROOF i Y\ J FRAMING i 1%'•........ ALUMINUM I FASCIA SOFFIT: EMU OR SEE DETAIL"A' r SOD J/ FRAMED SEE DETAIL' C SIDE VIEW - SINGLE SPAN w/3-CHANNEL Slwm w/ tmnff ambq onto—) NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24' O.0 NTO FRAMING T MAX. s r MAX. STAPLES INSTALLED d 17 O.C. (INFO WOOD) IN J-CHANNEL SLOTOR T-NAIL 017O.C. DETAIL" D" J- Channel Fascia STAPLES INSTALLED ® IT O.C. ONTO WOOD) N J•CHANNELSLOT OR T-NAIL0 IT O.C. ONTO WOODOR MASONRY) STAPLES LOCATEDZC O.C. INTO FRAMING % j I- MAX. ---- I DETAIL " C " J- Channel SUBSTRATE NOTES: 1. WOOD SUBSTRATE: G e DA2 OR BETTER 2 MASONRY SUBSTRATE: 3AOD PSI CONCRETE (AO 301) OR HOLLOW BLOCK (ASTM C90). e Hd W. FL- 12019.1 rr 3 or S Eml DESCRIMON MATERIAL 1 FASCIA .0215" THK. AL 3105 - HI ALUMINUM 2 7 CHANNEL .0155" THK. AL 3105 - H24 ALUMINUM 3 r CHANNEL .0155' THK. AL 3104 - H 19 ALUMINUM 5 GUAD 4 PANEL .01)5 OR.0135-THICK AL 3105 ALUMINUM 6 TRIPLE 4 PANEL ).0115 OR .0135"THICK) AL 3105 ALUMINUM 7 A 15 x 13/4TRIM NAIL S.S. 8 IF'GA. X 1/4"SS STAPLE twl 71W MIN. EMBEDMENT) STEEL 9 TXT BATTENSTRIP )G=A2 OR EIMER) WOOD 10 APA B-C- GROUP 1 EXT.1513T PLYWOOD OR BETTER WOOD 11 097' DLA. T- NAIL tWI 5/B" MIN. EMBEDMM STEEL MX3-1/4' H.D. GAILY. SIFT COMMON HAIL 0 24" O.C. w/ 13/4" MIN. EMB. DETAIL" H " 1X2 VERTICAL FRAMING (Gk0.42) ATTACH w/ 2-0d COMMON NAILS 0TOP 10 ROOF FRAMING STAPLES WALLED ENDOF PANEL AND IT' MAX. O.C. SEE DETAIL -J I C. MA). L)MAll"1" DETAIL "I" ROOF CVER ANG 1 SPAN ' A " ROOF ON m SEEDETAIL" B' MEET31 1d Eo 3iu' o 0 p eG L v w ft m 4 G. H.D. GALV. STEEL ------- EMU OR COMMON MAIL 02CO.C. SEEDETAIL-A- /gI WOOD w/ 1-/4'MIN. EMS. ~ ' - - / FRAMED ISHET 3) /J.//// CONINUOUS SEEDETAIL H --/ BATTEN ® a SPAN STAPIFSINSTALLED 0 SIDE VIEW - DOUBLE SPAN w/BATTEN. END OF PANEL AND (Shown w/ Lrvr/lrandng cantilever) 8' MAX.O.C. SEE DETAIL-J I TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE 16" 70.0 70.0 1B' 66.S 66.S 20" 60.0 60.0 27 S4.S 54.S 24' 5D.0 50.0 SPAN • A ` ROOF OVERHANG SEE DETAIL"G' SHEET 4) ROOF FRAMING SEE NOTE2I - 1 I I EMU OR WOOD DETAI' 1' 8 11 FRAMED SEE DETAIL' A Sff ISHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN_ CShewn w/ truss/framing overhang) CONNECTORNOTES: 1, WOOD FRAMING AND CONNECTIONS 70 BE DEIGNED SUBSTRATE NOTES: BYTHEARCHITECTORENGINEEROFRECORD1. WOOD SUBSTRATE: G - 0.42OR BETTER 2.12d COMMON NAIL OR 311 G' IIW 7APCON CONCRETE SCREW 2 MASONRY SUBSTRATE3.00DPSI CONCRETE (ACI301) IMIN. 1-114- EMBEDMENT) 0 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). Ismu N.T.S. 1 OK P^ LFS oNFLvo w-12, FL019.1 I Florida Building Code Online 18504.2 Page 1 of 3 Regulation rg MIT =Ttm eaS Moms I boo In I User Registration Hot Topics ( submit surcharge I Stats a Facts ; Publications Fae start I SOS Site Map I Units I search P Appro valOrwUSER: Public User Product Aoortrval Menu > Protiuct aAooliratbn search > Aoolkaton List > Application Detail FL # FLIS504 Application Type New Code Version 2014 Application Status Approved Comments Archived G Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2S60 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsidinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer to Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/nr/pr app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 Supply a personal address, please provide the Department with an email address which Can be made avalbble to the public. To determine It you are a licensee underChapterISS, F.S., plem dick p=. Product Approval Accepts: In is ER Credt Card Safe https:Hfloridabu ilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhp]Qq i... 9/6/2016 107 31'; COMBINED WIDTH WI --{ w2 3" 8/ FRAME HEIGHT WINDOW Wl WOW MULLION SCAN) 107 3/8" COMBINED WIDTH w11- W2 83* LwFRAME yy1NOOWHEIGHT MULLION SP N) t07 3/8" COMBINED WIDTH Iwl W2/ 83" J WINDON WINDOW FRAME HEIGIR WINDO MULLION SPAN) J W t --) F- w2 107 3/8" COMBINED WIDTH ass/en P-- -One (pd) Unlfs anchoredinto woodftml Mullion span n) T butarywldtA(in 1a13 23,50 3a00 4200 4&W 213 2a00 130.0 130.0 130, 0 130.0 1 .0 130.0 37.38 130.0 13D.0 127.2 127.0 127.0 12T.0 49.03 120.7 94.3 T7.9 73.8 72.1 72.0 8200 92 4 70.8 58.0 81. 4a8 47.4 63.03 68.5 85.8 S1.T 47.3 41.4 43.0 7200 77,8 51177 45.8 41.4 36.5 37.0 6R00 1 8L/ 1 459 33.1 29.1 1 26.3 24.9 107 3/8" COMBINED WIDTH 7V1 W2 8IINDOWIINDOW] FRAMEHEIGHT MULLION SPAN) L/ l F_ 107 3/8' COMBINED WIDTH wt -- j W2 83" / WINDOW / FRAME HEIGHT MULLION SPAN) w1 -- II-- wz 107 3/8" COMBINED WIDTH REV DMRPMN PAT[ I APPRMD A RENSED INSTALLATION DETAILS 08/07/15 1 R.L. 107 3/8" COMBINED WIDTH lW 1 W2 83' J J WINDOW J FRAME HEIGHT WINDO/J 1. WINDOW MULLION SPAN) I I / APPROVED CONFIGURATIONS MULTIPLE UNITSMAYBE MULLED TOGETHER ASLONG ASCOMBINEDWIDTH DOES NOT EXCEED 107 "*AS SHOWN HEREIN Deslen P-ml- -fine 04 L1nitolne: Ao24Into masoncone-M Mullion spanQn) TO 1a17 2i60 IV woo 3a00 1200 n Ia00 6213 26.00 130.0 130.0 130.0 130.0 130.0 130.0 37.36 30. 130.0 130.0 130.0 13D.O 130.0 I9.63 130.0 130.0 130.0 130.0 130.0 73.9 130.0 6200 130. 6 118.4 87.8 79. 6163 130. 0 95.6 TL9 65.5 W-5 M10 7L00 99Z72.4 54.0 4a1 44,0 d4 00 82.1 45.0 33.1 29.1 25.3 LARGEAND SMALL MISSILE1MPACT, LEVEL 0, W/ND Z0NE3DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDEFLANGE w 1 -- I F-- i 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS MAVN. 7 ND. V.L. 08-01445 sckr NTS PATE 01/11/12 1 s1w2 OF ; SIGNED: 08107, 12015 i0//i GEN9Fgd L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: M.1 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 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 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 -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components: mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification ofIndependence: 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 NNP.L 0,ii 9 TAT OF ; • ` o o'S' Luis R. Lomas, P.E. FL No.: 62514 08/ 07/2015 Florida Building Code Online Uncker kul Mc1()—I-> Page 1 of 1 Business & Professional Regulation 1• I 2 I (o' .,. r PLC Mckiftmwitl BCIS Hare I Log In I User It"Watlon i No Topics I Submit Surdorge I Stars B Facts I PubOotions I FBC Stan I BCIS Sim Map I Links I Search I Business l Product ApprovalProfessib , a LLSER: public User aRegulation6iGal1iai Yal a Product artorwd Menu a Product a Avoketleft Search > Applhatldn LM 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 Resulta - AnnlleAtlane True Manufacturer Validated By Status FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevlch, PE 954) 772-6224 Approved Hlstory Subcategory: Underlayments Apprewed by DOM ADpo"It by D" snap be reviewed and rawwo by the rut_ andrdr the toys :: 1940 Harth alonrei Street Tallatttwsee F1 3]399 Pltane: IISOJ07-1824 The State of Florida Is an WEED employer. CoowloM 2007-2G1] State of norfda.: t pmpp :: hQzL%wly eratenw+r ;; fldu Statement Under Fonda law, small addresses are pudic reWres. If you do m want your !mall address released In reWMM to a PUNIC-rebads reduest do not send electronic map to this entity. Instead, Contact the ofrice by phone or by traditional map. 11 you have any questions, please Contact 6W.407.1395 •Putnam toSWIM4SS.275(1). Ron" Statutes, e41eQhe October 1, 2012. licensees licensed uncle Chapter 4SS, F.S. must provide the Department with an email address if they have one. The emath provided may be used (Or ortWal communication with we beerises. H"ever mall addresses am public record. If you do riot Wish to supply a personal address, please provide the Department with an emal address whirr can be made available to it* public To deter. ne If you are a licensee underchapter455. F.S., please dck h=. Product Approval Accepts: MEMO Crcd tSAr E https://www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 RegulationBusiness l 1 Professional ralm r®rr.® Pkil ft Id Bets H me I lop In 1 user ttegetratbn I tat T0ptt5 1 Submt Surcharye Stats B FaCtS I PubgtautaS FBC SUM BUSSite Nap ( unla Search Busines Professi p al Product Approval tea: Pubgt Um Regulation preduet or Aealkrtan sr,rcn > AxYerilen uri > Appuouon oetn FL 4 FL15216-RZ 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 eloza noO Interwrap. 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 Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevlch, PE i Validation Checklist - Hardcopy Received Certificate of Independence Ft l5216 IZ COI 201S 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 1507.6.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_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 V Model, Number or Name Description 15216.1 RhinoRoof Underiayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions ELIS4 FINAL ER INTERWRAP RHINOROOF FL15216- R2. Ddf Verified By: Robert Nieminen PE-S9166 Created by Independent Third Party: Yes Other: See ER Section S for Limits of Use. Evaluation Reports _ F- IS216 R2 AE 201S 04 FINAL ER 1NTERWRAP RHINOROOF FL1S216- R2. odf Created by Independent Third Party: Yes Q Meat Contact us :: INo North Ilomee Street. TaOahassee F1'u399 qpM: e50497•1824 The State of Florida Is an AJVEEO employer. Conrnont 2007.201 A State of Florida.:: :: ACOPWWAy Surleawd :: Rek d Statement under Florida law, emad addresses an pudic WOWS. It you do riot want your e-mail address released In response to a public-remrds request, do not send ma llalltom entity. Instead, contact the oRke by phone or by traddlonal mail. It you have any questions, p*,m contact 850.4e7.1395. •Phpst" to Section 4S5.275(1). Florida Statutes, effective October 1, 2012. Iltensees licensed under ChapW 4SS. F.S. must provide the Department with an eTMI iddreii It they have one. The emarlt provided may be usM for official eorrenuWaitlon with the 0censee. Ibweyer e1na0 addtemes are public record. If you do rot wish to supply a personal address, please provide the Otabdreent with an_eina0 address which can be made avaaable to the pWU[. To determine It you are a licensee under chapter4SS. FS., please tlkkbem. Product Approval Accepts: O ®® Cie itS arE https:// www.iloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 QIoxFEXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, UNIT #13 oao, a o6478a7a PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 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 5u' 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. 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 OCA ANE1983 Utltt`rterq,, ice c:p-sates s 14. I•y 0i The 4dmb seala0oa wasauthorhed by Robert klemNeN rrrruu^`s Thia/ PE. on IM/27/3015. sdoaflat selYe of anaMaroNallY s rued t document. Started, sealed lurdoeples have been transmitted to11ra product Approval Administrator and to the named dkm CEsmRcAT1ONOF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: 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, 3507.S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 2507.9.3. 2507.9S on Heating 2507.2.3, IS07.S.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 20D5 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entitv Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ•006 03/14/2014 ITS (QUA]673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: S.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles I I I I & 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 D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12at2 Certificote of Authorization #9503 FLILS216-1112 Revision 2: 04/27/201S Page 2 of 3 oTaINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. when batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver. 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMrT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY AssURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC Evaluation Report 140510.02.12-R2 Certlfrcote oJAuthorizatton a9503 FLlSZ16-RZ Revision 2: 04/27/201S Page 3 of 3 QOTFUNITY EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization iy9503 ERD 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"' Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida D04 ANE1983 The faotlnbe "alsppearlrt wassuthorited by Ilobtn Nkmhmq P.E. on04/27M.S. This does not%amasan ekHronkally slSred document. stgneci, seatedhardtopks have been trmmlttedtothe Product Approval Admintctrator and to the ruined diem CEMICATIONOF 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) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,1507.5.3, 71507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1507.83,1507.93,1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entitv Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1S09) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST3509) Physical Properties 100539395COQ-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. LiMITATIONs: 5.1 This is a building code evaluation. Neither TrinitylERD 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 ofthis product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nall -On Tile Foam -On Tee Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes I No I No I Yes I Yes I 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 0226, Type I or II or 04869, Type II underayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 14OS10.02.12-R2 Certifcote Of Authorizorion #9503 F11S216-R2 Revision 2: G4/27/201S 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. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8' diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single laver: Roof Slope > 4112: 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 upto maximum 30-days, use of every fastening location printed on the surface is required. when batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double laver. 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-Inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. EvaluaWn Report 140530.02.12-R2 Certlikote of Authorization #9503 FLtS216-R2 Revision 2: 04/27/201S Page 3 of 3 Florida Building Code Online C'— bra t Page 1 of 2 Professional RegulationBusiness FA padboopmd SCIS Home I lag In I User ReglstraUon I Hot Topks Submit SurcUrge Slats a Fans Publication FBC StO SCIS Site Map Unu Search Business Professi A, Product Approval USER: Pubk User Regulation s PrOdud Of ADOOM1100 Siffilth > rlgdKCmaAtds ApollWan omit FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/ Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcolllnsoatiasroofing. com Authorized Signature Meldrin Collins mcollinspatiasroofing.com Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden Cyr Validation Checklist - Hardcopy Received Certificate of Independence Fl 16z05 R4 C01 ATLIOz.4 2014 FBC Product Evaluation Shinoles.odf Referenced Standard and Year (of Standard) Standard Y= ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2009 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www. floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option 0 Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products r— 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 E11630S R4 11 ATL13002.4 2014 FBC Product Evaluatlon Shinales.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 1630S R4 AE ATL13002.4 2014 FBC Product Evaluation- Shinales.00f Created by independent Third Party: Yes sawh ®' Contact Us :: 1240 Nardi Monroe eh.r. TNiliaSsee FL 32M Phone:.OSO-4B7--IM nw State of Florida Is an ANEEO employer: ': PrivacyLStdtfrntat :: dcomilkiliftSiltrneGt :: 8 ^t nd S1aItment Under Florida law, email addressesare public records. Ifyou do notwart Your e-mail address released In eesownse toa public -records request, do not send electronic mail to this entity. Instead, mntact the oftke by phone or by traditional mail. U you have ant questions, please contact 650.467.1395. 'Pursuant to Section 455.275111, Florida Statutes, effective October 1, 2012. 110enseFs Ikerhsed under Chapter a55, F.S. .. provide the Department with an email address If they have one. The !mails pow, may be used for official communication with the licensee. However email addresses are public record. 9 you do fiat wish to supply a personal address, please Pravda the Deoartmfit with an email address which can be made avaaable to the public To determine Ifyou are a bcenset under Chapter455, FS., please dickb=. ProdtoctApproval Accepts: ER® Credit ArE' https://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 CREEK Certificate ofAuthorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE W" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (OUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain , REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (17ST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report ATL-079-02-01 ATL-W3-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATLA25.02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133.02-01 PRI Construction Materials Technologies (TST5878) ATL-135.02-01 PRI Construction Materials Technologies (TST5878) ATL-136.02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138.02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Constriction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170.02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-114 Page.1 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 PRI Construction Materials Technologies (17ST5878) ATL-171-02-01 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 PRI Construction Materials Technologies (TST5878) ATL-165-02-01 PRI Construction Materials Technologies (TST5878) ATL-186-02-01 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 PRODUCT DESCRIPTION ATLAS ROOFING CORPORATION Asphalt Shingles ASTM D 3462 2009 ASTM D 3462 2009 ASTM D 3462 2009 TAS 100 1995 ASTM D 3161 2009 TAS 107 1995 ASTM D 7158 2008d TAS 100 1995 ASTM D 3462 2009 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 0 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM 0 3462. Dangerfield, Hampton & Meridian) StonnMaster® 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. StormMasterilD Slate ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002A FL 16305•R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not egress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterO 30 tL Basic Wind Speed (V,eo: Tough -Master® 20 Basic Wind Speed (V",d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): L 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 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern* detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or'6 Nail Pattern* detailed below. W 1 NailsT!j JLSir 12- ---+--12• Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattem (Non-HVHZ only) M. Nails 12" sra• Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Padem ATL13002.4 - FL 16305-R4 Page 3of 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 TECHNICAL SERVICES, LLC ProLAMT° Architectural a• v J Basic Wind Speed (Vtm): Basic Wind Speed (Vmd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope; Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope 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. lox 0iel9. IOOIp1Y1 79•fW t: yr1w 7 O O O O O O G O .C3 O O O O O O 4UrIV / Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) nr.ar. w.mtaMa...cq rteamatm o 4U Figure 4. Pro-1-AM" 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 & StormMaster® Shake Basic Wind Speed (VQ: Basic Wind Speed (Vern): 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 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 S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) rx M. naar 9Wom+®mo wr nr awn Vr 0 0 0 0 0 0 0 0 0 0 0 o 0 Co 0 0 09 0 0 0 0,0 0 0 0 0 0 0 0 , t7r Figure 6. Pinnacle® Pristine and StonnMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305•R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StonnMastere Slate Basic Wind Speed (Vw): 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. 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. StormMaster® Slate 4 Nail Pattern Figure 8. StonnMastet® State 6 Nail Pattern ATL13002.4 FL 16306•R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-&. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vora: 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. 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 manufacturer's published installation instructions. Shingles shall be attached as shown below. Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. f! Mf.1/!•.q Yrr sY P- 1C F Yi r d T. Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-114 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vwt): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vaad): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. 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. r I' i 12 ga. 1-1/2• ring i shank nail 1 _ _ 12• 6• Ll 111 1 1 1 Figure 10. Pro -Cut@ Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-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 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5O1 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. A. p9.,2015.06.2G: GEfVS• Fif''. No 74021 912:55:482L 04001gip•: STATE OF OT•,,c v. S . C O R •••(?` Zachary R. Priest, P.E. Florida Registration No. S/&N `, 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. Priest. P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall not 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. Certifl'cate of Authorization No. 29824CREEK17520EdinburghOr Tampa, F133647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE Si" 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 Constriction 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 (rST5878) 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 Constriction 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 (IST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-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 0 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-011 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (rST5878) ATL-137-02-01 Rev 1 ASTM D 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 D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (rST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for Stale of Florida product approval under Rule 614320--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. 0 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) ATLA84-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasterOD 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-MasterO20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton 8, Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 . Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,a: Tough -Master@ 20 Basic Wind Speed (Vmd): 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 manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattem" or '6 Nail Pattern' detailed below. 36- Nails f• • 1' 12" '' f J I•-12- 12' Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 1 _ 4 12- + 12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is proNded for Stale 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. SCREEKTECHNICALSERVICES, LLC ProLAM'm Architectural L Basic Wind Speed (Vol): Basic Wind Speed (Vafo): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or "6 Nail Pattern' detailed below. r]ai a 12Pti111! ]Y•INO r TP N 0 0 0 0 0 0 0 0 o n o 0 0 0 0 w- Figure 3. ProLAMT" 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 no* CREEK Technical Servioes, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StonnMaster® Shake Basic Wind Speed (Vutt): 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. 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. LW 1 MIrn4NmO MO 12 Ur / ry 0000 CD J ;E—E 000 I 1 1 s j I 1 Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) asx ow r.N,a,r rvrb art N'ta 1• / r yr ,. i 00000000 00 000 000 C70 ,.• O O O 0 0 0 0 0 0 0 O O O Co CO O O c sns Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Pago 5 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 StormMasterO Slate Basic Wind Speed (VWr): Basic Wind Speed (V„d)t 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. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturees published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or '6 Nail Pattern* detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StotmMaster1i Slate 6 Nail Pattern ATL130D2.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. t- CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V,m): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 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 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. f12µ1•VIM'7 Figure 9. Pro -Cut® Starter Strip ir 1 ATL13002.4 FL 10305-R4 Page T of 0 This evaluation report is provided for State Gf Florida product approval under Rule 611320-3; The manufacturer shall notify CRQEKTechnicalServices, LLC ofany 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 ATE ROOFING CORPORATION Asphalt shingles TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V,m): Max. 194 mph Basic Wind Speed (Vesd): 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. Undedayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. r _ 12" __ 1 12 ga. 1-1/2" ring shank nail 1. 12" Figure 10. Pro -Curl 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 marwfacturer 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 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 R 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 undedayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation 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 51i Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Y tR,IP'i G G E N SF ' • No 74021 9 STATE OF ' W . i' ti,SIONA, CERTIFICATION OF INDEPENDENCE 2015.06.2 9s- 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 Oft evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This'evaka tlon report is provided for -State of Florida product approval under Rule 61G203: The manufacturer shad notify CREEKTedirdcalServices. LLC of arty product changes or quality assurance charges lhrouglatd the duration for•wtdch this report is valid. This evaluation report does not express car Imply warranty. installation. recommended use,.or other product aUributes.lhat are not specifically addressed herein. NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2 WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4 WHERE SHIM OR 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 ALLOWABLE SHIM SIACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E 1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X DUCK USE /6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. FWASIars I RLV I M RMON 1 a1E I AMR040 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURFR'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 C-0 42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 350OSDUTES, 3500SP, 3540PX. 3540T, 3540SDLITES. 3540SP. 325OPZ, 32501. 3250SDUTES. 3250SP, 3240PW. 3240T, 3240SDILITES, 3240SP. 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES. 358OSP, S-3500PW. S-3500T, S-35DOSDILITES. S-3500SP, S-3540PW. S-3540T, S-3540SDLITES. S-354OSP. M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES. W-3540SP, 1255PW, 1255SP, 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HNSP. TABLE OF CONTENTS ISIICCTNO.1 DESCRIPTION NOIES ELEVATIONS INSTALLATION DETAILS FTRW- TtX'Lb Q LA-5-$ 1 O SIGNED: 0211712016 MI WINDOWS AND DOORS 11111111i a• LQ i650WESTMARKETSTREET GRATZ, PA 17030-0370 J\Q r,•\GENSF ,d' 0 6SERIES3500FIXEDWINDOW 96" X 6NON-IMPACT NOTES Ny E owc No. I REV 1 oA. 76ZIDR%Ot -* N. G. 1 08-02859 NTS - E 02/04/16 s"EE* 1 OF 3 2' I FI HI 96" MAX. FRAME WIUIH MAX 10" MAX O.C. 2' MAX 2- M/Uc J t0" MAX iO' 0 C AX. AMC IGHT SE FO Of 2" MAX SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPAfRAll+ 50.0%60.OPSF NOTES. 1. MAXIMUM D.L.O.• 92" X 56" 2 (2) 1- X 1/8" WEEPSLOT AT 2" FROM EDGE Of SILL FACE CHART Hl Haight CHART 81 t NUMBER ANCHORS RLMSIONS I REV I nrscmvrow 1 0ArF I APPmMn J: 1 1 L_ Tr-m.D v MI WINDOWS AND DOORS 650 WEST MARKET STREET GRAT2, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION OPANN: OVIC No. N.G. 08-02859 SME NTS °ATE 02/04/16 1 S"EEr2 Of 3 SIGNED: 0211712016 d APPROVED SEALANT BEHIND FIN A6 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8, MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHINU FIN VERTICAL CROSS SECTION WOOD FRAMING OR2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4- MAX SHIM SPACE 1/4- MAX SHIM SPACE WOOD FRAMING BY 07HERS 6 WOOD SCREW 1 t/IN4" M. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION nniSIars o[unvron a¢ I MVRORD NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWN FOR CLARITY WOOD 2. PERIMETER ANDJOINT SEALANTBYOTHERS TOBE FRAMING DESIGNED IN ACCORDANCE WRHASTME21I2 _ Lyy' ^ Q BY 01HERS (- n SIGNED: 0211712016 MIDOWEST MAND DOORS WINDOWS5 tVk-L6so STREET GRATZ, PA 17030-0370 G NSA ,0, SERIES 3500 FIXED WINDOW 0 6 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS 17 ( G" AT OF '& wuvm. me ND, rt[v i! 10R10T; 08-02859 — S ONAj1 Nx wu wttNTS02/04/16 3 OF 3 N07ES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2, WOOD FRAMING AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF TIIE ARC1117ECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/7" WINDOW UNITS MUST RE 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 ALLOWABLE SHIM STACK 10 BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER AS7M E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE Q8 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 NOA DESCRIPTION 1 I N07CS 2 ELEVATIONS 3 - 7 1 INSTALLATION IN4403 1 FORS I my I oEw"ImN I are I Nmawco IS. FOR ANCIIORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITII 2 1/2" MINIMUM EDGE UISIANCE LOCATE ANCHORS AS SHOWN IN CLCVAIIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE S8 SMS OR SELF DRILLING SCREWS WITH SUFFICIENI LENGTH IU ACHIEVE 3 IHREAUS MINIMUM BEYOND SIRUCTURC 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), 33KSI OR ALUMINUM 6063-T5 .058" THICK MINIMUM 19. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 20. THIS PRODUCT IS ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500PWCHS, 3500PWMULL. 3500SP, 3540PW. 3540PWMULL, 3540PWCHS. 3540SP, 3580PW, 3580PWMULL, 3580SP, S-3500PW, S-350OPWMULL, S-3500PWCHS, S-3500SP, S-3540PW. S-3540SP. S-354OPWCHS. 1255PW, 1255PWCHS, 1255PWMULL, 1280PW. 910SP, 3500HPPW, 3500HPPWMULL AND 3500HPSP. 4DG4_ TLI ce'. QjIW 1a3SIGNED: 02/1112016 M650 IWDOWESTMARKETS D DOORS TREET J\5711ft111`I''/ GRATZ, PA 17030-0370 GEN,pF " kjj225SERIES3500PICTUREWINDOW 60" X 96" NON -IMPACT a ` NOTES pO.TAT OF DRAWN: N.G. owo wo. 08-02858 srxt arc s+coN7S02/02/16 1 OF 6 I FI HI MAX. FRAME WIDTH 6" MAxf- 60- I 24" MAX. O.C. I-- F--- 6" MAX 6" M Z 24 MA; OC 16" AX. AME IGHT G" M SERIES 3500 PICTURE WINDOW EXTERIOR VIEW FINLESS 6 FLANGE INSTALLATION DESIGN PRESSURERATING IMPACT RATING t50.0PSF NONE NOTES: 1. MAXIMUM D.L.O.• 56" X 97" 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 4X n SEE CHART k1 FOR NUMBERS OF ANCHORS mmsoms I ftEv I ocscmv"ov I GAM I OPMAD CHARTk 1 a a a a:a:a a:a000000000000 I L,,G„L'trD vrSS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 PICTURE WINDOW 60" X 96" NON —IMPACT ELEVATIONS N.G. 1 08-02858 suuE NTS -E 02/02/16 s"EE12 OF SIGNED: 0211112016 vJ•S GENSgd' STAllT(( r' E Of ; OR10P• DNA1 /,av\` s WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANI EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 7/16" MIN EDGE DISTANCE 1 1/4" MIN META' EMBEUMENI STRUCTURE BY OTHERS APPROVED SEALANT SHIM SPACE b8 WOOD SCREW EXTERIOR INTERIOR SILL TO RE SFT IN A BED OF APPROVED SEALANT 1/4" MAX. BACKER ROD APPROVEDTRIMSPACESEALANT MEIAL• STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING Oil 2X BUCK INSTALLATION NOTES: 1. INTERIORAND CXTERIORFINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNEDIN ACCORDANCE WITHASTM E2112 5/8" MIN EDGE DISTANCE 1 1/4" MIN. 1/4" MAX EMBEDMENT SHIM SPACE 1 f 7/16" MIN. EDGE DISTANCE 8 WOOD 18 SMS OR SCREW SELF DRILLING SCREWS WOOD FRAMING orscmpnoN DATE I APPMAO 1/4" MAX. ISHIM SPACE INTERIOR INTERIOR oR 2X BUCK EXTERIORBYOTHERS 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. U U 1/4 MAX. SIIIM SPACE SHIM SPACE RIOR 5E D MIN. EDGE DISTANCE 8 MI OR SELF DRILLING VERTICAL CROSS SECTION SCREWS METAL STRUCTURE INSTALLATION METAL STRUCTURE BY OTHERS 6 VLNTE EXTERIOR APPROVED Q 1 SCALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0211112016 MI WINDOWS AND DOORS \\1L11illll zo 650 WEST MARKET STREET \`J\S''GEWO9 iGRATZ, PA 17030-0370 ` r, v\ SF ,P y SERIES 3500 PICTURE WINDOW*• 0 6 *- 60" X 96" NON —IMPACT FINLESS INSTALLATION DETAILS AT OF N.G. arc 10. 08-02858 REV uAU NTS I arc 02/02 16 1sO3 OF 6 9 1/jNA111\\ XlN5XIX5 OtSY;kW110N W2 I APPRMED 2 1/2" MIN _J COGC DISTANCE CONCRETE/MASONRY CONCRETE/MASONRY - 1 1/4" MIN BY OTHERS '• a BY OTHERS EMBEUMENT n ••• 1 1/4- MIN. OPTIONAL x38UC7 I/4' MAX. OPTIONAL 1X BUCK EMBEDMENT SEE NOTES SHIM SPACE SEE NOTES 3 — 7 SHEET 1 SHEET 1 I 3/16" TAPCON INTERIOR BACKER R00 APPROVED SEALANT 1/4" MAX SHIM SPACE 3/16" TAPCON 2 1/2- • EXTERIOR INTERIOR MIN. ' U EDGE v , DISTANCE SILL TO BE SET I BACKER ROD IN A BED OF APPROVED SEALANT BACKER ROD APPROVED EXTERIOR Qc APPROVED SEALANTSEALANTo 1 /4" MAX. OPTIONAL IX BUCK SHIM SPACE JAMB INSTALLATION DETAILSEENOTE3 — 7 SHEET 1 CONCRETEIMASONRYINSTALLATION CONCRETE/MASONRY BY OTHERS •• 14. 4. NOTES• I. INTERIOR AND EXTERIOR FINISHES, By OTHERS, iLett_p v s 5 NOT SHOWN FOR CLARITY. t c.- BY OTHERS TO BEe'' .. 2. PERIMETER AND JOINT SEALANT DESIGNED IN ACCORDANCE WITH ASTM E2112 41 SIGNED: 02111/2016 VERTICONCRE E/MASOAL OASYINSTACLAI ON M650WINDOWSDOORS lk to MARKEANDGRATZ. PA 17030-0370 CEN,p. U+all SERIES 3500 PICTURE WINDOW 0 8J'/",,,, 6ES X 96" NON —IMPACT DETAILS 0 2 0TATOFl FINLESS INSTALLATION tE, XOi O%/ p N.G. 00O NO. 08- 02858 IIINA j11 \ sC&E NTS WTE sXEEf 02/02/16 4 OF 6 7/16" MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK METALBYOTHERS11/4" MIN STRUCTUREEMBEOMENTBYOTHERS APPROVED SLALANI BACKER ROD 1/4' MAX. do APPROVED SHIM SPACESEALANT ILIA 18 WOOD SCREW EXTERIOR EXTERIOR INTERIOR SILL TO UE SCT IN A RED OF APPROVED SEALANT BACKER ROD 1/4' MAX. BACKER ROD do APPROVED APPROVED SEALANT K r SHIM SPACE SEALANT T METAL ---_ WOOD FRAMING I SIHUCIURE OR 2X BUCK BY OTIICRS BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOTSHOWNFOR CLARRY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 5/8" MIN EDGE DISTANCE 1 i/4" MIN. 1/4' MAX EMBEDMENT SHIM SPACE F— 7/I6" MIN EDGE DIIISTANCE 18 WOOD Jjl8SMSORSCREW SELF DRILLING SCREWS WOOD FRAMING clls*NS DESCRVMN Dr.IE I APPWAD 1/4" MAX. SHIM SPACE INTERIOR INTERIOR OR 2X BUCK EXTERIORBYOTHERS BACKER ROD k 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 F SHIM SPACE — 5/8" MIN. FINTERIOR VERTICAL CROSS SECTION METAL STRUCTUREINSTALLATION I$b44. 03 EDGE DISTANCE 1 8 SMS OR J SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS BACKER ROD EXTERIOR do APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0211112016 MI WINDOWS DOORS 650EST MARKET oJ sRi1LOW,// GRATZ. PA 17030-0370 r,•\GENSF,J' oy6 26jr' SERIES 3500 PICTURE WINDOW 60" X 96" NON—IMPACT k FLANGE INSTALLATION DETAILS Fss%L R N.G.. DMC rro. 08-02858 NN SUuc NTS 0A" 02/02/16 5"CL"5 OF 6 2 1/2" MIN 1 L•UGL• UISCANCC CONCRETE/MASONRY BY OTHERS ° 1 1/4" MIN. OPTIONAL I BUCK • d EMOCDMCNT SCE NUIL•S S — SHCCT 1 BACKER ROD 1/a" MAX. APPROVED SHIM SPACESEALANT EXTERIOR 3/16" TAPCON INTERIOR SILL TO BE SET IN A BCD OF RODBACKERR00 APPROVED SF.AIANT AR SEALANT MAX. OPTIONAL IX BUCK SHIM"SPACE SEE NOTE 3 — 7 SHEET I CONCRETE/MASONRY BY OTHERS VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION atvuoas IREVof".,Cmptow I oATE I Mp mo CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK 1/4" MAX. SEE NOTES 3 — 7 SHIM SPACE SHEET 1 a 3/16" FAPCON INTERIOR 2 1/2" MIN EDGE o DISTANCE BACKER ROD EXTERIOR APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRET FJMASONRY INSTALLATION NOTES: 1. INTERIOR ANDEXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 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 FLANGE INSTALLATION DETAILS MWN• owc No. N.G. 08-02858 V' LE NTS atc 02/02/ 16 SHEC'6 OF 6 SIGNED: 0211112016 Florida Building Code Online FL17676.16 Page 1 of 4 ProfessionalBusinessRegulation r RW& t' pMTWd Bps Home I Log In I User Registration Not Topics Submit Surcharge Stats 6 Facts Publications FBC stall Bas site Map Links Search Busines Professi al product ApprovalaUSER: public User Regulation Now Product Approval Menu > Product or Apolkatbn Searhyh > Application list > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 36S-3300 Ext 2560 bsitlingeromiwd.com Authorized Signature Brent Sitlinger bsitlingeromiwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE i;L• Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/201S Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https://floridabuilding.orglprlpr_app_otl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 I_ Florida Building Code Online Page 2 of 4 FL fi I Model, Number or Name Description 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: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 lI Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 tI 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 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 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 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: Lt:-PbJU. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH S2xB4 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLi7676 R2 C CAC APC 3S40 Fin 52x84.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 R1 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL0676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118S4B 12S2.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 FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3S40 FLS 36x84.0df Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 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 08-01247E 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.ndf 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 Il 08-01371E 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 I I FL17676 R2 AE 513015A 2269.odf 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 FL37676 R2 C CAC APC 3540 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 11 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other. R-PG25 FL17676 R2 11 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 AS 52x84.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(127751A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(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 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 35Q 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 - 3540 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: salt r :: 1240 North Monroe Street, Tallahassee FL32399 Phone: 850-487,1824 The State ofFlorida Is an A UEEOemployer. Copyright 2)07.2013 State of Florida.:: Private Statement :: Accessibility Statement :: Refund Statement Under Florida taw, email addresses are public mords. If you do not want your e-mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the offloe by phone or by traditional mail. If you have any questions, please contact 8So.487.1395. -pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. meat provide the Department with an email address 0 theyhaveone. The !malls provided may be usedforofficialcommunication with thelicensee. Noweveremail addressesare publicrecord. Ifyoudo not wish to supply a personal address, please provide the Departnent with an emall address whichcan be made available to the public. To determine If you area licensee underChapter455, F.S., please dick hell. Product Approval Amepta: MIA ® CreditSAFE https:Hfloridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 d, A-L'I velidaW I Operations AdminlstraW MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product.described bdbwis hereby approved for fisting In the next issue 'of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the r6porting to the AdmWsWftr orthe results of tOsls, accompanied by related drawings. by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published'AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMAICSA101ILS. 2JA44048 LC-'G35' 2731x1867 (108x74) Negative Deslgn Pressure = -50 psi COMPANY AND CODE CPD NO. DESCRIP'TION SERIES MODS. 3 PRODUCT MAXIMUM SuE TESTED MI Windows & Doors, Inc. 3S40 TRIPLE SH (FIN) FRAME SASH 10817 PVCXO1X.OlXOIX)(IG) 2731 mm x 18b7 mm 860 mm x 919 mM Code: i1A7 L WS GLnREINF)(T1L7)(ASTM) 9`0" x 6'2'l 2'10" x 3'0") 2 This CenificationvAl 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.: C7327.01409-47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1111) Validated for Certification A -IL4teh, d Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ.. 2' typ, Tr1 2' o.c. Max. L. tn fi-t&' CLEARANCE All FOUR SIDES) WHICH 1 /2' 1 ELEVATION 108' FLASK BY OTHI Anchor See Section Details) Min Edge 41 SILL DETAIL HEAD DETAIL SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS OUIRED DRYWALL 10WN WITH 1/2" SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . Notes: 1. Installation depicted based off of structural test report j C7327.01-109-47. 2. Wood screws shall satiy the National Design Specification for Wood Constmctlan for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—f (0-0.42) 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 foods. 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 hearing, non — compressible type. 6. 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 FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 14' E I (SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) THING Min Ede Distance .M. a I 9 s0° V.M.R. t3-20-09INSTALLATIONINSTRUCTIONS do FASTENER SCHEDULE — FIN — JAMB ° 0M1O DETAIL "1110MM3540SingleHungNONEI1 Windows & Doors Continuous Head and Sill ONV& Gratz, PA 3540 Sli CSH TIN J Florida Building Code Online FL17676.9 Page I of 4 RegulationBusinessProfessional D aMMt? Bus' i nFJes ff n SOS Hoe I Log In I User Registration mProduct Approval 1 Hot TopKs ( Submit Surcharge I Srots a Facts 'I Publications I FBC Stag ( SOS Site Map I Links I Search I Professi l al USER: %blic it& Regulation Product Approval Menu > Product or Application SmrM > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE CJ Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard I= AAMA/ WDMA/CSA 101/l.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:// floridabuilding-org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 2 of 4 ti Summary of Products FL if I Model, Number or Name Description 17676.1 3540 SH 36x74 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 II 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/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 It 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 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 08/01/2017 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 14084 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=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 RI 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finiess Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 12S2.Ddf 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 FL17676 R2 C CAC APC 3S40 FLS 36x84.0df 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 S11989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3S40 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 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 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x9&ndf 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-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 117676.12 13S40 SH I S2x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 Il 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269,od Created by Independent Third Party: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 06-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rev.Ddf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 lI Install Instructs - 3540 SH FIN 4802 (As Tested).Ddf 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 3540 CHS Fin 108x74.Ddf 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 tI Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Vatic Q CoDtM U2 :: 1940 North Monroe StneeL Tallahassee Fl. 323" Phone: 850-487.1824 The State of Florida Is an AMEEO employer. Copyright 2007.2013 State of Florida.:: Privacy 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 -records request, do not send electronic mall to this entity. Instead, contact the office by phone or try traditional rail. If you have any questions, please Contact 8SO.487.1395. •Pursuem to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. moist provide the Department with an !mall address U they have one. The ealls provided may, be used for official communication with the licensee. However emall addresses are publk record. If you do not wish to supply a personal address, please provide the Department with an email address which an be made avadabk to the public. To determine If you are a licensee under Chapter455, F.S., please tick b=. Pnodut Approval Accepts: CreditSA i https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Validator / Operations AdrrinWmtor) 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 sinful completion of tests, and the reporting to the Administrator ofthe results of tpsls, accompanied by related drawings. by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAWDMAICSA1011I.S21A440-08 LC-PG40'-014x2134 (36x84)44 Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAiOMUM SIZE TESTED MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH 7157 PVCXO1X)(1G)(IN3 GL) 914 mm x 2134 mm 867 mm x 892 mmCodeAAiLREINF)(TILT)(ASTM) 3'0" x 7'0") 2110" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July27, 2015 per AAMA 10344a) 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.: 81910.01409-07 Date of Report: August 15. 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification 4led A AALLaboratories. Inc. Authorized for Certification T Amefi&AArchhectural Manufacturers Association 36" MAX. FRAME WIO1H 4" MAX. - ANCHORS TO BE EOUALL" SPACED, SEE ANCHOR CHARTSHEI.7 1 FOR I iUIT SIZC AND ANCHOR QUANTITY O 8MAX. FRAME HEIGHT X L 4" MAX I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURERATING IMPACT RATING40. 01-50.OPSF NONE Number of anchorsrmowqul W a/ each smb Heigh In) Panel width In 24. 0 1 30,0 130.0 24. 0 2 1 2 1 2 30. 02 2 2 30. 0 3 3 3 42. 0 3 3 3 40. 0 3 3 3 04. 0 3 3 4 00. 0 4 4 1 OOA 1 4 4 72. 0 4 4 5 7810 04. 0 1 S s fARLE OF CONTENTS SHEET t,;o.1 DESCRIPTION ELEVATIONS, ANCHORING LAYOUTS AND NOTES 2 - 3 1 INSTALLATION DETAILS ReasoNs DLSCWPWN DArE I AMWIED NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MATUFACIUREO TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAM114G AND MASONRY OPENING 10 RE UESIGNED AND ANCHORED 10 PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF lHE ARCHIIECT OR ENGINEER OF RECORD. 3) ', X BUCK OVER. MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT MEETINGRAILSMUSTBEREINFORCEDWITHPF-104S-020 STEEL REINFORCEMENT. 7) LINIIS MUST BE GLAZED PER ASTM E1300-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THUS PRODUCT IN WIND BORNE. DEBRIS REGIONS. 9) SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD SFARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/ 4". IO) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSIRATE WITH 2 5/ 8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS I Q FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREW WITH SUFFIC011 LENGTH TO ACHIEVE A 1 3/16- MINIMUM EM8EDM614I INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESISTANT. 13) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT GE USED IN SUBSTRATES Wllh STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD - MINIMUM SPFCIFIC GRAVITY OF G=0.4J B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRFNGTH CONFORMANCE TO ASTM C-90. GFAUE N. TYPE I TOR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS L111111//lf O•' i 650 WEST MARKET STREET OJ S CEIV GRANTZ. PA 17030=0370 v \ SF •d' 0 6 SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES oc AT OF ' O%S ONAIrC`•O\ \`: 111111DRAWN. n1rcl NO. 08- 01372 aFV S" NTS IOAM 10/17/11 1 S„w 1 OF 3 2f ETUCr./ WOOD FRAMING —\ BY OTHERS. 2X SUCK TO \ BE PP1_PEkLY SECURED \ FLANGE TO BE SET IN BED OF PPROVEO SEALANT EXTERIOR FLANGE TO BE SET IN BED OF APPROVED SEALANT 11 1 Ile" MAY,. SHIM HEAD 10 BE SET IN A BED OF APPROVED CONSTRUCTION SELANT INTERIOR SILL TO BE SET IN BED OF APPROVED CONSTRUCTION ADHESIVE 1/4" MAX SHIM 2X BUCK/WOOD F;?AMING BY OTkEPI;. 2; BUCK TO VERTICAL CROSS SECTION BE P:O°ERLY SECURED 2XBUCWw000FR4M/N0INSTALLATION DNS I REV I DESCRVIIDN I LAIC I AviROab 1 3/i6" MIN. 1/4" WAX EMDECMENT SHIM I]g WOOD SCPCW I INTERIOR 2X BUCK/WOOD FRAMING BY OTHERS. 7k SUCK TO EtE PROPERLY SECURED EXTERIOR FLANGE TO BE - SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION 2X SUCKANOOO FRAMING INSTALLATION NOTE: INTERIOR AND EXTFRIOR FINISHES, BY OTHERS, NOT SHOWN FOP CLARITY. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ, PA 17030-0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 3C X 84 INSTALLATION DETAILS CRA'AN: D'MG No. pE V.L. 08-01372 ME NTS IDIIL 10/17/1 t IsIAEtT2 OF 3 uA ;ONRt'ji.ONCREI E BY OTHERS PTIONAL 11' DUCK BY OTHENS. IX BIICX TO BC oRQPERLY SECURED. CEE tat)TC 3 St1£F.I I FLANGE TO BE SLTIN UCO OF APPROVED SEALANT EXTERIOR FLANGE TO BE SETIN BED OF APPROVED SEAIJ•NT OPTIONAL 9 X BUC. B / OTHERS. 1X BUCK 10 HE IROPERLY SECURED. SEE MOTE 3 SHEET I n J 1/4- MAX. J SHIM HEAD TO BE SET IN A BED OF APPPOVF_D CONSTRUCTION SEALANT INTERIOR VERTICAL CROSS SECTION AIASONRYZONCRETE INSTALLATION SILL TO BE SET RI BED OF APPROVED COt1STRU(:nON ADHESIVE 1/6' MAX SHIM M[VE101n IInvIMIC ,-,- 1 1/ 4• MIN. _L _ _ 1/4" M". EMBEDMENT I SHIM 3/16- TAPCON VA.SONHY/CONCRETE UY O'TIIERS ., - t INTERIOR 2 5,8- MIN EDJE OAST. OPIIGNAL IX BUC. BY -' EXTERIOR OiIIERS. IX BUCK TO BE PROPERLY SECURED. SEC \- FLANGE 10 BE NOTE 3 SHEET I SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASONAIMONCRETE INSTALLATION MASONRY/CONCRETE NOTE: INIEP.IOH AND EXTERIOF FINISHES. BY OTHEF.S. BI OIHERS NOT SHOWN FOR CLARITr. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ. PA 17030-0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS 0,41".1. OUC 110, Fi V.L. 08-01372 - cAr NTS °"r 10/ 17/ 1 I 'id c' 3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville. NC 27023 336-945-%95 rllomasQUlomuspe.com Manufacturer: M1 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 Compoamw 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 Tecbnlcal Documentation: 1. Approval document drawing number 0"1372. titled Series 3540 Finless PVC Single Hung Window — Non- Impad signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: 81910.01-10947, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMAIWDMA/CSA 101/I.S.2/A440-05 Design pressure: +40.10/-50.13psf Water penetration resistance 6.06psf 3. Anchor'calcuiabons. report number 5119139-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations 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 Roil 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 bome debris regions. nstalladon: Units must be Installed In accordance with approval document, 0"1372. dartMeadon of Independence. Please note that I don't have nor will acquire a financial interest in any company manufadwing 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 entiy involved in the approval process of the fisted produd(s). 1of1 0 1R I rL 0 i/ 5 • it 10 o • TAT OF ; . i•n• ,t` i c; • pR OP NA11 N Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 v Florida Building Code Online FL17676.2 Page 1 of 4 r r' pMTg id SOS Home I Lop In I User Registration ; Hot Topim I Submit Surcharge i Stabs 6 Facts I Pubb abixis I FBC Staff I WS Site MeP I Links I Search Busines Product ApprovalProfessilaiIti! USER: public user Regulation Product Approval Menu > ProduR or Applkatbn Seam > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Q 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 Listing American Architectural Manufacturers Association Steven M. Urich, PE C,6 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:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI 5/26/2016 Ir Velidator IOperations Adn inlstiator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION 71' The product described below It hereby approved for fisting In the next Issue of the AAMA Certified Products Directory. The approval Is based tin successful completion of tests, and the reporting to the Administrator of the results of Nests, acowgmied by related drawings. by ah AAMA Accredited Laboratory. 1. The listing below will be added to the nwd published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMAICSA1011I.S2JA"0.08 LC4'G40'-014x2134 (36x84W Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIF MODEL & PRODUCT DESCRIPTION MA)aMUM SUE TESTED MI Windows & Doors, LLC 3540 SH (FIN) FRAME SASH 7158 PVCXOM(IG)(INS C-4 914 mm x 2134 mm 867 mm x 892 mm Code. MTL R©NF)MI.T)(ASTM) 3'0" x rwj 2110" x 2'11") 2. This Certification will expire July 27, 2020.(extended from July 27, 2015 per AAMA 103-14a) and nxIuires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 02133.01-10947 Date of Report August 16, 2011 Validated for Certification 4aL 14teLdLialboratories, Inc. Date: April 16, 2015 Authorized for Certification Cc: AAMA JGS ACP-04 (Rev. 1111) M e ' Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 ICreatedi on by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 RI Il Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252E 7.Dd( Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11854B 1252.Ddf 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 FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf 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 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.Ddf 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 11 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf 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-PG35 FL17676 R2 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 ft r Florida Building Code Online frC b CSr) Page l of 4G6S koBusiness & Professional Regulation rcra e PaW Dyginind acts H me I Uq rn I user Registration i at Town I Wrrit sarcn.roe i Rats a Fans i Pubarauons I Fat Stan I eas sae wp I Uma I s®rar I Bus nesl.YTh/, ProfessiV)*USER: product Approval F,r LOW Regulation pmduct samovas s ml > > lien Uri > Appilm ion netea FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address,/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle@a marr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336) 251-1308 brandon.gende@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETUWarnock Hersey 01/01/2016 Steven M. Urich, PE I " Valldatlon Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard rear ASTM E 330 2002 DASMA SOB 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 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 Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03131/2015 summary of Products FL R Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FI 5302 R6 11 IRC-6009-110=Rdf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/- 22.6 Evaluation Reports Other: Design Pressure +19. 1/-22.6, Not for use in HVHZ. Glazing option shall not be used in wind-bome debris region FLS302 R6 AE IRC- 6009-110.11 Report 7-10 FLodf Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. S302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No fa S302 R6 Il IRC-6009-100.11 drawlna 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.8/- 18.7 Evaluation Reports Other: Design Pressure +15. 8/-18.7,Not for use In HVHZ. F= R6 AE IRC-6009-100.11 report 7-10 sealed.odf Created by Independent Third Party: Yes Glazing option shall notbeusedInwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120- 1S,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-120.15 Drawlno 7-10 R-od 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. FL5302 R6 AE Ift-6009-120.1S Report 7-10 FL.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. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. I Oak Summit (M650) unitsofUseInstallation Instructions Approved for use in HVHZ: No Fl S302 R6 11 IRC-6009-130-IS Drawing 7.10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE '0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/- 31.6 Evaluation Reports Other. Design Pressure +26. 7/-31.6, Not for use in HVHZ. F~ 2 R6 AE II C-6009-1313YS Reoorr 7-10 FL-odf Glazing option shall notbe 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 S302 R6 11 IRC-6009.140.15•Drawhw 7-10 fLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35. 1 Evaluation Reports https://www.floridabuilding-org/pr/ pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other. Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009-140-IS Recart'7-10 FL.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-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 IL IRC-6009-ISO-15 Drawlna 7=f0'FL0df' Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FLS301 fib AE IRC-6009.1504S Report 7.10 Ft.pdf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No f1530 R , II IRC-6004-115245 DrawMu 7-10 FL,Ddf, Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not fur use in HVHZ. FLS302 Rfi AE IRC-6009-i69-IS Report 7-10 FLodf Glazing option shall not be used in wind-borne debris region Creatid by Independent Third Party: Yes unless structure :s designed as partially enclosed or door Is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No F1S302 R6 11 IRC-6016-100.15 Drewlnn 7-16 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004B579 Impact Resistant, No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. FLS302 R6 AF IRC-6d16-100-15 Report 7-10 ILodf 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 Installation Instructions Approved for use in HVHZ: No F1S30 R6 11 IRC-6016-11O-IS Drawing 7.10 FL_odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 - Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other. Design Pressure +18.3/-20.8, Not for use in HVHZ. FLS302 R6 AE IRC-6016-110-15 ReooR 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No SM02 R6• It IRC-6016,120-1S Drawing 7-10 Ft odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. FLS302 R6 AE IRC-6016-120-1S 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. 11 Stratford (M600); Heritage (M950); 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 . omm R6 n IRC 6016-130-IS Drawln0 7-f0'FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302. 12 Stratford (M600); Heritage (M950), Dwg. IRC-6016-140-17, 10' Thru 16' wlde. Oak Summit (M650) https:// www.floridabuilding.org/pr/pr_app_dd.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 a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-016-140.17 report 7-10 sealed,od( Created by independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside MVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 -11• IRC-6016.140-24 drawing 7-10 seated.odt Verified By: TOM SHELMERDINE-0048579 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6016.140-24 report 7.10 sealed.odl Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FLS302 R6 n IRC-6016-145-24 drawina 7-10 sealed.odr Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports . Other. Design Pressure +31.9/-37.2, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region FL5302 R6AE IRC- I6-145-24 report 7-10 sealed.odf Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 161 thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.2/-20.6 02 R6 It IRC-6018-II 15 crowing 7-10 FLodt Verified By: TOM SHELMERDINE 0048579 - Created by Independent Third Party: Yes Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region F S302R6 AE MQ-M18-1104S Report 7.10 FL.gdf Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302. 16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use In HVHZ: No Fl co02 R6 II IRC-6018-120-IS Drawing 7-10 FLod/ Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302, R6 AE IRC-018-120-15 Rboart 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. contact us ;; phomg aS0Ll97.19N The State of Florida is an WEED employer. GbaelrtM 20p7-2t)t] Sere of prsNa_ ::privacy Sur--mert :: Accepillim Refund Statement Under Florida few, email addresses are punk remras If you do not want your e-mail address rdased In response to a Pudic-reoxiis rc0utst. do not sad electronic mall to this entity. instead, contact the orate by phone at try traditional mar. It youhave env auestioro, please eon04 650.407.1395. 'Pursuant to Section 455275(1), Florida statutes. elfectave October 1, 2012. licensers Uolnsed under Chapter ass, F.S. must provide the Deparpront with an enaa address It they have one. The enrolls provided may be used for ofadal nornmuniation with the licensee. However emall addresse are oublrc record. It you do not wish to supplyapersonaladdress, please provide the Department with anemit address which an be made ava WDIe to the public. To determine If you are a licensee under Chapter455, F.s.. Otease dick bM. Product Approval Aeoeptas 0®®® Credit Ar https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=vGEV XQwtDqunL7seVZMF... 7/20/2015 ALAIT WJ AM-K {AN= NDA ar-IWC ADO v/ to 1/.' . IK' vt VNDDyC itt!eKDDLTaORIMPIrAtKTIOKADTTA[va IsTw R• Y t 6A1 17Id0* V, I'DIH•a111•- u ATIMVIM W.• Yr KV %Q/JQt KD KAD spcvs •1 tAtR tT}RR aTacTVPKaL ;FMM"/ • 1 MEME2005 1r w,t D M ra D SW SP#CM TfAffPtoIn MWM >1 4•t[[T VI TD V•• . Yv D1'LLL! 1.111.4TNItR ATTACK InKAD sa " M W A3. VIG v 0 MCD KAD fGR.Hs Kr T( A_A fa11e METVi V.• . LW CID • t. DA DIeirl rls KAD solcvD A7 m a m 01RA W •TIAC1[D 5. 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Y iNE MCMDO OFTESTINGWAS IN 5T18SiANiIAI CONFGR LW Y WITH THE PROCEDURE DESGIM INASTME370ANCAN9ASMAtoeTHE PRESSURES SHOWN ON A•r s nc wP ilb . 1 .,. ` .=i• w.l Dar 'r s W, e lW DTm remea.T 1) PIP Iglu DRAVAIMI c= ATE USINGASCE7-10 WITH THE PARAM7ER5 IS •FM7 Or DOOR 1MDTH IN THE gApTNND E IONL ROOT AT MT a eeRs e .+o•w a Dooa TM• w'eeAm ADO MDIAM .a nraeee tl mA PAeI. e y,r!"w w a a ra tarp .oum r1e1m uae inT A10 wr r ya WIND SPEED NPH 135 141134 12e tII R A yD•P1 •r = u r+ so w+a e r .taml w em.owol esv[Ti TeDAAi s EXPOSURE LEVEL B CCDDaPoam'^ •c .Pa a m>ewa•ea eD o TRACK MOUNTNG DETAIL e.T.s. MEAN ROOF HEIGHT JO• 15' Z51S' IS O ea Pt9o x•.e PSF OF LOAOS w ulPlero2 coer wa.or-ww Iw erne MODEL /e5o "I 9ummF w/Dm ssfe YODEL f"o 5TRMWMQ , w/vass re III DM /06'0 MMAGT r:mS&f* 9Dert LLooaa nVabt Gfl SnmmllPeaet•sin [Met N 0m 01/Tly wAw w TO B per a[ as a/wm IRC-6016- 120-15 9MIaD GPTI@IAL SIORT PANiy WTCRNEOIATE GVLFO SCCTI01 <StaAND STILE LAYOUT) 1f R.GQI.Tour UZATm DIM UPWDErp1DfOuIEC7I(m ATTALI(• C A yr a LC W R 31-IIC M[AR ccRCYAT CMD Alm CCtR th1/C tT6Et ART PANEL iOP GLAtED SECTION tSiRUT AND STILE LAYGIITS) lo- lf•• Lo- I6• SKIRT PNQI. HAZING fASIEMCR WTAIL LO16 PMCL GLA21lG fAStE/tll OCTAL IL ICTIONAL LOVG PAMLJ pe rAAZE9 LYCtEN'TOM. um P/m iIAZAO lip AnuaR wi w owv two an a a° mant acnveto agat wsr 11t: hart "Aft W000 JAMB ATTACHMENT TO STRUCTURE 546, IS 1.. ,• 1 re U Ile' CKKOMEM) f' A•vtrerttxJlMf ATf m lees tt. RrrR •fir 7fr•A,.-.a it TIC 72.t,r gNRp(M) gL' TTfiCM AILTQ.W•!•e J/e•.ITNRIIO_<S' f 1 CMO! TNOI 9e• 04 4 V.• E4ti CHRE T101t+• OG a I/Y OIIC1WCNn It.T"V1i RCMAD RRI} T> J/•• ! .• •T Y IROI OAf to IV a1 musePAIRSITrASTE1CRsYY A1AR» AT iv OCr U . C U. ZCKW NW, 11M K 2•314• KVIX-ml U. itl1NS SiMTIMG i' CRrI BIDS. IAC PAWS OF fAlTOROrt /Y A1YIb AT W DC. tl VI. OOCOM[Irn OW ROf T . 1/.• KLTIMIEDNEN1. DTR, USE rASromis rDR IQLTIV MAILWO LAGS AND TS woo ANSSAS C!7V NWIM A /lush IWNTL4 storACC. PRENnLOv fttitil/ L 21111M 1M GRNIrED RLOC lTRUCTIA[ S7RUC11F[ e IDM 1-1IrT- 2Yae-3i. t •7 . Mrs. AvASA2li TRACK COMADUMATIONS ROSS SECTION it i1C1911. REWON OPTIONAL Deero I SWTS vATN W PROTECTION N. J/32. 7TDCK SS9 fAhSS An I MQDED IN40E,rRAEJ R... 1s XSIZE IEM L%Ngt8HE fI4jaIi 1.• ' S. , • . " Im71 LOAN t21.0 P9Y(: ,•atT 1Si, 243 PsrC•. IV LOAOs 32. 7 PSt 37. 2 PSfq O 1r: • 1G'Lp` 2FL IIr''rau Ifi CARAAS COIIr V001O.MEA K Rrm YODEL // 50 OAK 8U)1W rr/DurRSsts YODEL / 100 S}RAt IRD rr/0mr•Sd• YODEL 0900 MWA0E v/Do2sSK• SAer1. Long. HusD & O Sumdr Panel's in Our rt Tu 0)L tI/6pi sum •110 IS . nr.e .s elr Nnsm IRC-6016-120-1 EKJ LIU Lyzi F Ufa MR•'A mm IERMmildREA" Mm I I-)&—% TRUCTURAL SOLUTIONS, P.A. tructural Englneering • Investlgatlons • Qonsulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 1 Model #. 600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria. UP to 5 Feet of Door Width in Zone 5• Anyof Slope; Enclosed Building Exp. B 30' MRH Exp. C,15, MRH Exp. C, 25' MRH Exp. D,15' MRH Exp. D, 25' MRH 155 mph 141 mph 134 mph 128 mph 122 mph Witnessed By: Brandon Gende - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 21 " 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 firrther described on Drawing IRC-6016-120-15. Manner of Testing: 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 ofExterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage ofair 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. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for 1 to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% ofthe Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16'-0"x7'-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin ) Model 600,650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8'1 or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted By: STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions ofNorth Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue !1 Greensboro, North Carolina 27410 • (336) 856-2686 • Fax (336) 856-2687 a NC Finn #C-1096 0 Florida Building Code Online 5 nto&i(d —5 Page 1 of 3 F055 532 ,CCj li Business1 1 Regulation F10 & DpM". Id Bas Hmm I og to I user Regismatioe - m Topxa I submR s.."rge 19ats a Facts : waksWns I Fee staff i Bus sue Map I Unla I search I Busines Product ApprovalProfessialUSER. iublcUser Regulation dun AOaraYN MMu > 0o0v[s of Asalutlen Snrcl. i Aootwatlon list > Appllfatlprl oateB FL ear Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence ofProduct Standards Certified By Sections from the Code FL15332-R2 Affirmation 2014 Approved Mt Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@mlwd.com Brent Sitioger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE I. ; Validation Checklist - Hardcopy Received Standard year AAMA/WDMA/CSA 101/I.S.2/A440 2005 k6I 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 QYes (No (,1N/A https://www.floridabui ld ing. org/pr/pr_app_dtl.aspx?param=wGEVXQwd)gtH8 572gvd VA ... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option O Date Submitted 04/30/2015 Date Validated 04/30/201S Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products FL ft Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGD OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FLIS332 R2 if 08-00500C.odf Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Design Pressure: N/A Created by Independent Third Party: Yes Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FLIS332 R2 H 08-00498C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108050.99f PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96' Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FLIS332 R2 It 08-02248A.odf 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 FLI5332 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 Approved for use outside HVHZ: Yes FLIS332 R2 It 08-02249A.odf 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 FLlS332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143'x96' REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes 11.I5332 42 if 08.02250A.odf Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96'x96" Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FU5332 R2 11 08-00499C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108068.od[ PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGO OXO 146'x96' ALUMINUM SGD https://www.floridabuilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDgtH8572gvdW1... 7/20/20 l 5 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No F115332 R2 ll OR-00501C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108088.06f PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS33 R2 11 08-OOS02C.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 5108098.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143'x96' Limits of Use Installation Instructions Approved for use in HVHZ.• No FLIS332 R2 11 08-00S03C.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 510810B.odf PRESSURE RATINGS Created by Independent Third Party: Yes O IVenrt Contact :: 1940 North Monroe Street. Tallahassee Fl. 32399 P1norle: !!S?187-]!)7 The State of Ronda b an ANEW er nployef. Canvrtoht 2010-201A Slate ofnerele_ :: Prmn Swement :: Acressiodnv Solement :: Refund Statement Under Florida law, emall addresses are public records. It you do not want your e-mall address released In response to a public -records request. do flan send wnrauc mall to this entxy. Instead, contact the office bir phoneor by tnd8lonal mall. If you have any questions, please conitaQ 850.e87.139S. *Pursuant to seasone55.27S(f ). Ftorlds Statutes, eireasive October1. 2012. tic, inseas8axnsi6d under Chaper eSS, IA must provide the Departmem with anemaq address Ifthey have one. The Welk prodded wMy be used for official cooltniudolbn,wIth the ucenset. However amad addresses are public record. If you do not wishto suppiy a personal address, please provide the OepaNKnl with an amij address Mich can be made available to the public. To determine it you are a Iroensee under ChaptereSS. P.S., pease arch fi er . roduct Approval Accepts: 91® R® CredltS rF https:// www.floridabui lding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH 8572gvdW l... 7/20/2015 AC: 5'1rr. rf• rsscle rc. o;;F I A"PMr.O u)Xr, FIAVCt '•! 1ALL TICTICN- IZ t0: I.. HA. r.CTF_S• I, THE P;GDuCT SHO''rH 11C14C(r' IS r)CSGvEO AND TO COMCt1 WTIf RE 0411RFM_rN15 OF TEE FLCPIpA 81,1-ONG COME, O S:: F:AMING ANF, L•AjONRr OPEN NG TO BE DE:i CNFO ANO Af+CHOREFi TO PROOERI f 1RANSFEF. ALL aa)S TO S(RJCTJRE, rR:At'NG A:0 MASOi1R- CCLr'aC RESPONSIJ L'rY CT THe: A:ZI.,rrErT OP "'GIN ER OF RECORD, S. it, E'JCK G':ER MASONN,/Cor1C;:E'_ ZTICN;0- 'MI•EPC IX bU', I-- NOT USL"O D SS•M LAR MiQ_WIALS MLST BE SEPARATED .N Ir 4pPPCt•EC COMW17 OR 'JUAf3Rr.1+E. S=LEC:' N rJ- CCA704 CR v.-&,aPAf,F IS THE KES C`?=IBI071)' OF T-E A C'. TFCT C, cr,Cfr'LER OF R_CO?C, 4. A1.0':?6I.E SiaESS INCR_n;E OF 1/3 'Wuu r.04 USED IN ME .'ESIGN 0= TriF PRODUCT SH')wN I-EPLIN. WING LOAr. F',CTCR Cc-1.5 WAS LSED FOR WOOw ANCHOP CALCULAfIo':S. 5. FPAME MATERIAL: EATRUCEO LLUN0.311A 60B3-T5. 6. U1411S '-IU_1 BE ,.LAZED 'ER AS:" E1300-04, `r'r'H SAFETY ,ASS. 7. AP10N(?+FO INP-N.' ZROIEC1(': SYSTEM IS 'EQVI-`,!'L VCR rI.15 fl•%pOUCT I:+ ::INO 3Q `+(' CESAIS PEGIO'.S. P. SHIm AS RECLINRED AT EACH INSTAL:A71011 ANC,.CP. WTI. LriAD BEARING S-IIA, SHIM xrtFRE SPACE OF 1. 16" OR "REAIE: OCCURS. )1A;0 AJM ALLuWFBLF S'lY SIACK IO BE 1 /4-, 9. DOOR ASS-fA=JES 0,STALLEC 9'HERC OVERIvING PATIO :i =OVAL OP. GREArP -r,;•N 1 0 00 110! P.6UIIlC )JA ER INFILIRA"ICY RCSIST%d+CL. ovFR4Td+C PA-10 - OVIRHANG LENGTH/3WAF Ar.: HLIi•+1, 13. FOP AN;CEOPIG INTO WOOD F-AVING OR 2X BUCK LSE #'.0 6COC SCREWS L)IT, SUMCIEHT LE`.:TII TC ACHIC'F- A 1 3/a" %jIVIMLIM ER1uc0)'Eri I. -TO .SUBSTRATE. _O:-TL A;ICHGRS 4-, SHCV,M IN E_Eva'1014:J Ar,p I\STALLAIICN OETAII.S. 1. FOP Ai1C-I,1Rd,G I(.TO MASOr.C"/CCr+CR=TC .:EC 3!16' IAI'Cr?HS WIIH SU' FICIEN1 LEWI -I- TO ACHIFV7 A I I jA' MINIVUM EMP.F.CMEAT INTO SJGSTPFT: WITH 7 1 if' MIN V ;M Fi ? CSTANCE. LOCATE i-VCIORS AS GrOWN IN ELEe.TC''S ARC '+S-A-UTIO(' rcrALS. t?. FOR ANCHCRING INTO METAL °TRUCTURE USE #10 SMS I;R SELF LRI_LIN:: SCREer_ SJFFICIEN1 LENGT- -C ACHISJE 3 THREADS NIYRAJM ZE"01+0 STP.L:L"TUR- INTE:ZOR VsAl.•, LOCATE ANCHCNS 4S SHCWN< I;+ ELEUArror.S ANC INS-ALLATOr. UVA1LS. I.S. A:. fLSTLNI 1C it CORROSION ILL'S141'AM, I:.INSTALL.'TION A,.CHOPS SHALL BE INSTALLEID 1.11 ACCORDANCE WITH Mer'JFA('TUPC?'S WSTALL-TION USTRUCT]"NS AND A1,10.ORS :HALL NOT ?= USE' 1'4 SLTi$TPATES IM I^ STRENGTH LESS THAN T4- MINIMUM S-RE14TH S=FC'IFICD Mow: A, :)^'_p - 91V,MIJM SPECIFIC GRAY ^ 0- i:Ov('P_IE - rpwuJLM CCr.,DFCSSIvr_ 5'TRLv0T,1 OF 1.192 PS. RF.rG'H C0'4"OT:r:A1jC;F -0 A7.im C-90. G:ACf N. -Yr•C (OR GRE-ATCR). D, MVI-L STRJCTJRE. .STEEL 12('A, $]LS OR i•_U)t'+JP EOC1-I5 ',:4" THICK MVNMJH MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 AT?LF OF :NT:WTS SERIES 430/A40 XIX SGD 143" x 96" REINFORCED WITHOUT ADAPTER S IE1 ' NO. - DESCRIPTION _ - _ NOTES f (TOTES - _ c-•A- r :... v. L. 08-02250 I1.ato _LOTG'l C:TAT S ss. ` NTS — 10/30/13 "E" 1 OF 9L., SIGNED: 1211012013 p4TAT 5EOF A 14.S" 144; FF,AU_ vIDIH AhJCHi'Ii5 i0 E_ o• 1dA.t F;3La I" 5°?::ED •'j 6 AIAY f) RS 'LR LftCAK%N SEE ^HA4T a iOfiNLi3.-,,6 % GF MAX r rrAwE I IE't•fi I L fj• MA); X b b I X C* SERIES 430;440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE R477NO IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING t35.0PSF ( NONE +25.01-28.8PSF I NONE WITH 2 142' SILL WITH 1117SILL SEE CHARTS 11 AND 12FOR OTHER UNITS RATINGS SEE CHARTS 13 AND 14 FOR OTHER UNITS RATINGS 5 15,• 15• I _ c I 2 1;32" SILL ALUMINUM 6063-T5 455 THICK pc/wm,5 I e, I r) cgwon I I ' A7JFC rLAV.E YJiI •L -tT161.._ . I.. ;' C/lp'Pl. CHART 11 MTM 2 IW' SILL WHERE WATER INFILTRATION RESISTANCE IS REOUIRED SEE NOTE 9 SHEET I Design ro chap Fralq el $noTotal Froee vwuth in) Form Ouol..00 0.0 10a00. z 4t0 143.00 47.7 43.00 Po Pas Nog Pas Nep ea Mfg 0 a 40 to.. 2A05 10. 00 A o2. o 0, J f 1 a o SA CHART 12 WITH 2 IB2' SUL WHERE WATER INFILTRATION RESISTANCE IS HOT REQUIREDSEE NOTE 9 SHEETI O esln ro0Sur0 chart Ponel Fulaasand Toth A. —.1. lblpN M) ra0 AD aa0 f09. 00 4E0 f21. 00 p 47. w 1 M49 1 Pes I Np I Pea I = Pea N M. 0 56J 50. l0.7 e2D 20 MOA 2e A ILO 521 2 404 1 30 MO 495 1 49 9 s 6 15/ 7F.. j , i• - 1 112" SILL ALUMINUM 6063• TS ,055 THICK CHART03 WITH f 1,2'SILLWHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET1 Ocean onamm MIR (PSI) Frerm 6> t'V7rPanel wdTotal Fterm wmn Wo H>1951 0.0 90.00 7. 100. 4 Pee p W Np as 140 25, 0 1, Ia0 0 iS im 10 03 .2 CHART a4 WITH 1 117Stu WHERE WATER INFILTRATION RESISTANCE IS NOT RCCUIRED SEE NOTE 9SHEET 1 Doll Premrro Cheri m RomePonelarleTptal rwro 1e9 Om Nd 0 90. 00 30.0 fos.00 OLDA,0 1J0A0 10A00 Pes Np PasNOR Pas Np Pop Np M.0 e 479 37,• 37.6 3•,S 3•,S 40.0 2 2 332 3 3 7JA 0 J, 292 37.20.0 40.31A 1.• CHART IS umber of anchor locallans required Segb PardOne TOWFnwMVA9h(N XQ I J&QILO 7.7 mom a0, 0 t0a0 18a0 143.0 Jamb I Has I iamb NISiamb HIS me 10A a 1 e 1 7 1 e a 6 9 e u.o e e 7 e e e 9 s 07.0 e e 7 e a 6 9 0 91A e e 7 0 6 e 0 e MI WINDOWS AND DOORS LLC i001 W, CROSBY RD CARROLLTON. TX 75006 SERIES 430/ 440 XIX SGD 143'• a 96" REINFORCED WITHOUT ADAPTER ELEVATIONS 1 0B- 0225o NTS 11111 10/30/13 '`rFZ OF 0 6 t j STATE OF _7u MIN. EDGE GIS—rfr_ 1 ; !r• MIN. 000 -FAIAING; EA+3_1I Er1i t" MAX. NAi E e` t0 WOOD SCREW I 'tOCi: iFAMINC OF 2Y. Ot.: t: 5Y OTHERS EXTERIOR :1 II I INTERIOR EA:' ELM=N' I r S111M SPA(:--- 1. va,ixJ I{ 11 l'tlLDli:` GISiArtCL' RI_ I s LL 10 EE S'E: VIA DE: Or' ' 1 . t t o^ CO`SIEJi: T.'Y" AGN=SUE CR EOUAL Sf E S^IEcT WOOD FPAMINC OR 2X 9U/:-' 1. 81 OTr_RS I- t !/ Q" IAIN. EtJGECtA:NI VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTEAIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANTBYOTHERSTOBE DESIGNED IN ACCORDANCE WITHASTM Elf 12 ML.slcr, JI:LC INJLL :'.a'A.laitr;;t ; JG/i Wl _ ,. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC toot W. CROSBY RD CARROLLTOrI, TX 75006 SERIES 430/ 4AO XIX SGO 143" x 96" REINFORCED W,THOUT ADAPTER FRAME INSTALLATION DETAILS zAwv C L 7. v.L 08-02250 r NTS - E 10/30/13 -i-3 OF 9 1kt t Low p ' AEOF; QLORtD:• VIE -TA.- SIRV71JRE B•1 OTHERS I IC 5MS OR SELF DRILLK SCREW RI_TAL STP,IICTUR' 5Y OIHER, i EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' 1 • INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARRY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 p C SMS .P• SEL° LlRII LING SGRFty INTERIOR Mr,E E:ISTAJ:CF u10 SUS Or EL= JR LLr:C S^. P.:W 1/ 6' t1A+ I St+LV, SPACE INTERIOR a• hro Tu. s11y cir ra xl.; Arxi,, " I.FgcrINS. aJ t. in. Is FT n LT IN i Cf VULKEM 1 16 RUI IICw AID -ESNs al-. L METAL SEE SiEET i. SIN FOR SILL 0"TIONS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, 7X 75006 SERIES 430/440 XIX SGD 143" r 96" REINFORCED WITHOUT ADAPTER FRAME INSTALLA71ON DETAILS W L. V+ti MV, Y. L. 08-02250 sc' i1 NTS I" 10/30/13 3 rfP6 Or 9 EMS o,; 6;tS ••; TAttTE OF L i/ ss NA T G\Nx` Lt tl, II EDGE DISIANCt 1. 4 • 1 1/4- MIlI oF e • • EMBLG :;Ni 31 :.HERS _------ L vPiIGtL1J. — ... ix ?uc:( 5t'm fU SE I; 4 VAX I'ROPE I.Y j1°IM' SPACE N,. S-IEET I L _ ilt 1 Imil' 1APCOM MASONP.Y;. BY OrIIERS EXTERIOR 1 VERTICAL _CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 I/4' %I' 1 _ 1 /4' Wk L""VHEGf:Ert' I I I SH:m £F;•tiE t fAIN. E i • • TlrEO:C DIST-11114 3116' TACC:t: 3/i6• T'CGN i:VCREIE: t.1A5L'NH;' EY OI=E=S INTERIOR SIL_ TO 6t '•.'r I IN 4 BEG OF VJI?N 116 G!INST4JCJIO:J ACFICSIvE GR EQUAL SFF 5-1EET 2 FOR SILT O0PIONS COTION,.L I B-M.4 0 BE FRGF:RI.Y E iJilTE 3 S-tEET 'I P[J51v',i A R no ri ANcc C,i'A.t.Alo, N5 JAMB INSTALLATION DETAIL CONCRETFi11USONRY INSTALLATION I' NOTES: 1. INTERIORANDEXTERIOR FINISHES. BYOTHERS. ft;6fC:YEM- NOTSHOWN FOR CLARITY. 1 2. PERIMETER ANDJOINTSEALANT8YOTHERS TOBE DESIGNED IN ACCORDANCE MTN ASTM E2112 2 LLC PA: NIINDoWw. 91R11LO i cRoseY00o5GEHS d CARROLLTON. Tx 75006 SERIES 430/440 XIX $GO 0 S 143" r 96" REINFORCEO WITHOUT ADAPTER TRAME INSTALLATION DETAILS OF YuL 08-02250 A i S pIORt G\ 1//11IVA 111\ sinsCar ,r, NTS10/30/13 5 Of 9 ILA FRAVIK; 2Y ,UCK jj 1 D WOCD SCRfw I YrOOD FRA'.000 OR 2x 6UH BY O1H.rRSEXTERIOR SCREW I /?- v-N. I - CGE DISTANCE ITT 1 3/8- mw, Eil3_ QI: =N IMAX. SK4 SPACE 1111 1111 INTERIOR It 11 II 11 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 TOBE DESIGNED IN ACCORDANCEMTNASTM E21121reLDb:LN1 ` : itLA1 «'N_'E I-- N V. 1 LO:.t DISTANCE liv I() WOOD rREW SILL : 0 BE S:1 Iv A SEC ^ I' `:;,u•EM 116 1 COLSTFLC'1O(: OHES`:c !II OR EO: +. i 4R S ' LL 1^.°fv;N5 FPA`AR: OR 7X CUZ.•c F.Y 0-1.ER5 ENGED`,,Enl HENP4 5 c.r, wTV. M11 AGVefNCI! A )11t iL/J:CC .S1ALL1110`:: 7/'D,11 INTERIOR rrL I . y1 IFil EXTERIOR J! Iq JAMBINSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION IAI WINDOWS AND DOORS LLC 1001 W. CR0SBY RD CARROLLTON. TX 75006 SERIES 43O/ 440 XIX SGD 143•' x 96" REINFORCED WITHOUT ACAPIER FLANGE INSTALLATION DETAILS ruw* 171. 171. 08-02250 NTS "" 10/ 30/ 13 "=(' 6 OF 9 o,•\y a. c 04f ir% ffo., 826L1 '. NA1 Ittl1 VIEW STPAXTLIzc CT Sti1S i:= SELF DRI.LING SCREV N :'AL 7FLICTUAC EIY Oiti_R:, EXTERIOR VERTICAL CROSS SECTION METAL STRUCTUREINSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SNOWNTOR CLARITY. 2 PERIMETER ANDJOINTSEALANTBYOTHERS TO BE DESIGNEDIN ACCORDANCE WITHASTME2112 1; e" VAX. SHIN SPACE LU?IC T-- 1 TIT, jt IL OR 1S:LF :I=ILLiNC V BE Sri IN i— •rLL<=L1 -.If, RUCIICN ADHESIVE JAL ML1'L i IJ TIJ^• Y ThEn'S r SHUT 7 p 'ILL 3=710N_ 1 !a' I.IAF' iIIIL 51'AC: IN_N. VAS At.[tncT4ih t.`fT M+Ph:FO I:011I CIAllrk NS'Alln11{IV5 .. 7_?:7G: 1•(4.i _..". ... JAMB INSTALLATION DETAIL METAL STRUCTUREINSTALLATION M: WINDOWS AND DOORS LLC 1001 W. CR3S8Y RO CARROLLTON, TX 75006 SERIES 430/A40 XIX SGO 143" x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS 7SAW. RF'+ t15. V.L. 1 08-02250 Y,xt NTS — 10/30/13 '"`1T7 OF 9 NirSi N pry Ea E 01STrkCE r. +Uf:rU t'1.`, ;r "S'!•T , wi,6`IS ' ): 1q; t 1 Rd. — _ 0Y CTF_Fj 4 E`SEVmLNT 1 1; a' htlN, _ _ :/4 a L"M:' VMFNI 1 1 SIiIY. SrAGL 1% R-JR;X - =I `i EC:_ CISTA;NCE ° INTERIOR P:iPERIRi ' ' t4- S iT ( SECT NE . _ w Sit P. SPACEE Sr -, E 1 ( I f!._rOW NAS0N4'r/ f '%C'RET-- er :7TNEF5 EXTERIOR VERTICAL CROSS SECTION CONCRETFJMASONRY INSTALLATION INTERIOR CGNLnF, TL lbA.SCIah' if olp:Rs sn I z SET 1.4 COI:SII+V fl:;a vt.`NCSWE OR I QUAI partIL. C7Y,1t11 1 1/4" 4,N. ru,R,EONENT F_OGE DIS1::',CE vF'I:T,r. ,k OLC, Iv I.t_ DLJFFRty SECU D _ JAMB INSTALLATION DETAIL CONCRE7 &MA5ONRY INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETERAND JOINTSEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC Cl W. CROSBY RD CARROLL70N, TX 75006 SERIES 430/440 XIX SCD t 43'* x 96" REINFORCED W17HOUT ADAPTER FLANGE INSTALLATION DETAILS V.L.74 NO. 09-02250 Sc.r NTS -E 10/30/13 ' Rte or 9 S R L 6;Il i p T(T T[[[E O F 5/ E" F,1 N. CDC..[ DIRT. Wik -` INTERIOR jaSQNRY/CON;;R_TF BY 01HLHS i IOCV Si:..1 1J Y 1 1/' Lnrl. Ai6EuMEi: i i X BUCK BY OT4_4S. Ix SUCK rO 3E wry--7 PROPEPLY SE: UPED EXTERIOR -1-.. ZAr!_L I;?LOia HOOKSTRIP INSTALLATION MASONRY.CONCREIE INTERIOR 'RIM M^,"1K SIHIH —` I Sc:Hf_w EXTERIOR .. rv—VkZ.C1' HOOK STRIP INSTALLATION 2XBUCK4VOOD FRAMING P. v7,&Jsr Rfv Ce5C4MRA•. ?•F''^I ao4rM0 R=]i0 i_AIJC'r F11 AlI;tIS- - . 17;'1'.,'•1; 'R,L.^_^_, C ITP 1 INTERIOR EXTERIOR HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: I. INTERIORANDEXTERIOR FINISHES. BYOTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WfTH ASTIJE2II2 ooRsLac MIWINDoww. cRoe 11 51A 10 0 LLTON. TX 75006 CAOsr,•v T+ENSF ip SERIES 430/ 440 XIX SOD 143" x 96' REINFORCED WITHOUT ADAPTER P MOOSINSTALLATION DETAILSTATOf08250 ukF a, e s02 NTS 10/30/13 9 OF 9 0 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.comlrlomaspe.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series 420 XIX Aluminum SGD 143" x 96' Reinforced without adapter Report No.: 512970A 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 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-02250 revision A, titled Series 420 XIX Aluminum SGD 143' x 96' Reinforced without adapter, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-118 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: t35.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-10947 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 512970-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document. Maximum unit size: 143' x 96' 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, 08-02250 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, 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 I11111// 5 R • 0 i v••'+ENS.•9ct 0 51 '. TAT 0 F 4 cZ ORIOP •G• s/O NA11 1111 Luis R. Lomas, P.E. FL No.: 62514 12/132013 Florida Building Code Online 9C)N-T 15cop, Page 1 of 3 Professional ft& ()wm1 nl,,,, sas Home I uoo in I use Repast suon : HotTopes I subnut surowMe I stets s Faas I vubjxaUm I FBC scar I acts sae rap I unks I SUMh I Bus#nes` j Product ApprovalProessialUna. Fublk, wr Regulation flat ; AWk*UonDVWI' FL g FL15225-R3 Application Type Revision Code version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived - Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbldgoonsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Calory Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan ). King, P.E. P Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) gym Year 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=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use In HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST IS225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of ')' part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS22S R3 11 INST 1S225.5-68.6df' F11S229 R3 11 INST 1S22S.S-80.odf. FLIS225 R3 It INST 15225-MM.ndf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Third Party: Yes 115225.6 I f. "Premium Series", "Construction I 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. ISeries" and 'Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVH2: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for Installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate Fi 1S22S 'R3'•[ CAC IS22 .6 NMI certs.odf Quality Assurance Contract Expiration Date 12/31/2021 installation Instructions Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes g gys :: I94D NedA pen e.9raat. Tabahasm FL 32392 Phone, 6% 4a7•IW4 The State of Florida is an AA/EED employer. ""'rieln=007.1oft erare er lodda::: NMam Statement :: Accessibility glatemept :: Refund Statement Under Florida taw, email addresses are public records. It you do not rant your e-nW address released In response to a publk-records request, do not sendelectronicmantothisentity. Instead, contxt the *tits by phone or by traditional man. Ityou have any ouestbns, please contact 850.487.1395. 'pursuard toSection455.275(l ), Florida Statutes, eOeaWe Oaober 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an small address Iftheyhaveone. The emits provided may be used for oTreal communication with the ntensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an email address which an to made avaluble w the public. To determine it you are a licensee underChapter455, FS., please tick b=L. product ApprVval Accepts: Credit.AFE https://www.floridabuilding.org/pr/pr app_dtl.aspx?parwn=wGEVXQwtDgv3yVVKJZIQ... 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: 12/31/2021 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/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331frAS202 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 H NAMI' Certification P taro is accredited by The American National Standards Institute (ANSI). NAMI's Certified Product Listin at www.Nam[ rtlfi on.copow. Design Missile Tat Report NumberInswingGlazed Configuration or or Maximum Pressure Impact Outswin Opaque Size Pos/Nejx Rated Comments X 1/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/T-TF-253F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/1,-2097/T717-254F Sin le XX 1/S Opaque 6'0" x 6'8" 40/40 No ETC-0I-741-10703.0/L-2097/TTF-253F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097MrF-254F Standard Aluminum AstragalDouble XX 1/S Opaque 610" x 6'8" 47/47 No ETC-0 I -741-10703.0/L-2097=F-253 F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 618" 47/-47 No ETC-01-741-10703.0/L-2097/1TF-254F Coastal Aluminum AstragalDouble OXO/OX/XO 1/S Opaque Door 514" x 618" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Sin le w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 514" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/iTF-254F Single w/Sidelites OXXO 1/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No 7 53FETC - StandardDoublew/Sidelites Glazed Sidelites ragalAluminumAstragalStandardAluminumAstraal OXXO O/S Opaque Door 8'4" x 6'8" 40/ 40 No ETC-Standard0 I 54F Double w/Sidelites Glazed Sidelites AstragalStandardAluminumAstraal _ Aluminum OXXO I/S Opaque Door 8'4" x 6'8" 47/-47 No ETC- 2097/TTF-253F Double w/Sidelites Glazed Sidelites Coastal Aluminum AstragalCoastalAlumina OXXO O/S Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097=F-254F Double w/Sidelites I Glazed Sidelites I I Coastal Aluminum Astragal war.._..-t..rtai..IC 11 .wv vs 7;n77 National Accreditation & Management institute, inci-74 VrVMgt aauwusww .,ac.uv. Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Ins-Aing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinM.&& wel C".A.Ma Inctihpt.1ANCII_ NAMPs Certified Product Listinp. atwWW mictrillican n. om. nAIM Maximum l-ergummuoorr Design Pressure ni-l"a M40%; Missile Impact wulwu VT .Yi...I•...ru.•o•• ••"-"'••'_. _.._._____ __ __ _ Test Report Number Configuration Inswing or Glazed or Outswinz Opaque Size PostNeg Rated Comments X 1/S Opaque 3'0" x 61811 67/-67 No ETC-0I -741-10702.0/L-2096/TTF252F Sin le X O/S Opaque 3'0" x 6'8" 67/-67 No ETG01-741-10702.0/L-2096/TTF25IF Single XX US Opaque 6'0" x 6'8" 40/-40 No ETGOI-741-10702.OM2096/I-TF252F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096MF251 F Standard Aluminum Astragal Double XX 1/S Opaque 6'0" x 608" 551-55 No ETC-01-741-11008.0M215I=F252F Coastal Aluminum Astragal Double XX O/S Opaque 610"x 6'8" 55/-55 No ETC-0 I -741-11008.0/L-215 1 MF251 F Coastal Aluminum Astragal Double OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-0 1 -74 1 -11008.0/L-215 I n7F252F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/TTF251 F Sin le w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-11 2F Double w/Sidelites Glazed Sidelites alsragalAluminumAstragalStandardAluminum OXXO O/S Opaque Door 8'4" x 6'8" 40/-40 No 151ETC-01-741-11008.0/L-2151lITF251F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-0 1 -74 1 -11 008.0/L-215 I nTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4"x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/'[TF251F Double w/Sidelites Glazed Sidelites Coastal Aluminum As NAtinnal Accreditation Manattement Institute, Inc./4794 George Washington Memoria y/Hayes, VA 23072 Tel: (804) 684-5124/Fox: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 71 y! • T • ' .1 III I i%•• rF : n t"t I: 1 t (` I I `MULLION $ I I MULLION ` MASONRY 4 II SHOWN FOR MASONRY , 11 SHOWN FOR II ' '''rlir*• ,,`, o MASONRY 11 REFERENCE OPENING II REFERENCE OPENING • HEAD OPENING TYp. TYP. HEAD" I I = o • d< JAMBS AMBS do JAMBS 2X BUCK Ij ^ 2X BUCK II II V 2X BUCK v II II MULLION II L II 11 ciSHOWNFOR II c II REFERENCE II - 41 II j • tl.Y: r 7•jt: r. i cIN . DOOR cIN . F W/SIDELIITE SINGLE W/SIDELI 'Es BUCK ANCHORINGA.!CHORING BUSK ANCHORING I MASONRY OPENING t. mh.S.G.aom, 2X BUCK CIO ro NQjg 1. cwrtsers os+dw sa+rostTor me corns moy be ocpusrod to mobdornthe min. eolyo tlbrdrCl b moAe Jdnfs 2 Conbsro arrAa teeotbns rwree os 'MAX. ON CENW must be «*+srnd to matnrainms mbt. eeps dMoncs to moRarlollli odd7londegnasro omcrloo motwmouedroanusmo1h1A71ONCENRR' dnlanfon ae norwLO ded. 3. Concnro ondWO robro: AN& M ANCHOR AUNT AUMCW ANCl. to liar M C nO WE son FMBfOATENF Ai icANo tA CONo 1/P t•1/' ltCO UJ,: 1 1 r I I I 4 1 I I v t. J I I SHOWINNFOR 1 MULLION SHOWN FORDII TYP. HEAD TYP, (( REFERENCE 1 REFERENCE II 6JAMBSIIIASTRAGALHEADISHOWN FOR 6: JAMBS I II II REFERENCE2XIII1 BUCK Ir I I h ASTRAGAL 1 o I 1 I) SHOWN FOR D REFERENCE II c 1 II I II II tN: DOUBLE BUCK DOOR ANCHORING MASONRY DOUBLE BUCK W/ SIDELIT ANCHORING OPENING u i= 75225. 5-681 C' L 16 0 12 o C" VIEW C'-'C' 3. 7 ]f33. SEE NOTE No - SHEET A3SEEDETAIL3' 1 A e IASiRAGALJ 1 MULLION SHOWN FOR 1 SHOWN FOR REFERENCE p REFERENCE ONLY 1 1 o m 0 OOUB r DOOR W/SIDELITES t^ IN &ng'N PAIRS 30 TYP. W/2x BUCK I SEE DETAIL INSTALLATION Q 3- W/Ix BUCK r ITYPHEAD INSTALLATION W & ASTRAGAL JAMBS N N SHOWN FOR eTYP._ HEAD kREFERENCE1 'fie - ONLY 1 1 SEE 1 _ OETAIL '4' t6 Wa= aoI t 1 t 1cj _ T-A' VIEW -E--"E apno t coonx.>m DOUR 90Na' 70 ooa .MYC COMi[ET01D) Item DESCRIPTION Material A 10 x -1 2 PrW-W5TD--S7REW STEEL B#10 WOOD STEEL 1 1 PFH' WOOD SCREW STEEL t 10 x 4 L Hine to rams STEEL 10 x 2 LG. PFH WOOD SCREW pm 3 x- t 2 L R EEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW L 1 4 x l-3 4 ITW PFH CONCRETE SCREW 1 4 x 3-3 4 ITW PFH NCRETE SCREW EELPCONCRETE11316x3-14 FRY PFH CONCRETE SCREW EEL 1 1 4 x 3-1/4- ITW PFH CONCRETE SCREW 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 16 1 1 X 2-1 4 PFH ITW CONCRETE SCREW HEADERSUGARPINESG >e 0,347 WOOD 21 3 4 THK. PRESSURE TREATED SIOELITE PAU Wow 30 t 2 X t X 25 GA. CORRUGATED FASTENER STEEL W/ 2X BUCK 2, INSTALLATION J SEE r DETAIL 1- c d NEW L A* -- A W/ 1X BUCK' INSTALLATION 12 1 C R W/ 2X BUCK 3 9 INSTALLATION 0 is n 1W/ 1X BUCK it' DETAIL• ' t" INSTALLATION d DETAIL 3 ATTACH ASTRAGAL THROW BOLT 7 BSTRIKEPLATETOFRAMEAS SHOWN. mb 2 t 12 i wxv N.T.S. s oxo. sr. JK e 1oa. 4r: LFS '} DETAIL ' 4' a FL- 15225.5-68 _ ig fit •b t4 INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR G g L 20 v 1J 13 A 13. 16 1 L CRO ECTION 2' VE CAL'CROSS SECTION 3 CAL CROSS SEC710N Out con gvot R INTERIOR EXTERIOR EXTERIOR. INTERIOR EXTERIOR INTERIOR S 16 E 13 1 S 13 0 Z• uo 4 V E ON SN VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION scar N.T.S. sdOOi1Wnb^ om"aowv'omm GOKipIR01 'n oro. or. JK o COK W. vs ; oo..wo No, o A FL-15225.5-" 0 ConcreteREFERENCE MULLIONMASONRY7. MASONRY :SHOWN FOR MASONRY pi JAMBS to HEADII lotJAMBS, AIdil cd SHOWN FOR REFERENCE RUCK ANCHORING RUCK ANCHORING RUCK ANCHORING MULUON SHOWN FOR MULLION JAMBS ASTRAGAL HEAD REFERENCE SHOWN FOR '-& JAMBS REFERENCE ASTRAGAL I 3. MIX CLEARAW0ANCHORANdfoRMUL N.T.S. TAFCON 9= I/Ir RUCK ANCHORING OPENING RUCK ANCHORING ULTRACON E- C. J- 2: 1 SEE DETAIL .J, 111 A U SEE NOTE J 1 J!I 8SHEETJ1 JJ1MULUON1SHOWNFOR _ REFERENCE SHOT OR 1' REFERENCE 1 ONLY 1 _ 1 1 t6 !B 1U 0 111 t2t211! 5 0 s QI I C• . VIEW 'C"-"C" DAIIBL: DOOR W/SIDELI_TFS W/Ix Bucs INSTALIATroI TYP. HEAD JAMBS SEE DETAIL 4- N Won z Iterml DESCRIPTION Material A 10 x -1 2 PFH WO SCREW L STEELB11_ LC10X1PFHWOOCSTEEL 1 10 x J 4 PFH SCREW Hen a to rome 4 t 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW 1 4 x 1-3/4 ITW PFH CONCRETE SCREW STEEL t o x 3-3 4 ITW PFH CONCRETE SCREW STEEL STEEL0' 11 18 x 3 3716x 3-1 4 ITW PFH CONCRETE SCREW STEEL 1 1 4 x 3-1 47ITW PFH CONCRETES R TEFL ONRY CONFORMING TO ACI CONCRETE 1330ORHOLLOWBLOCKCONFORMINECTOASTMC9016 1 4 X 2-14 PFH TTW CONCRETE SCREW L WOOD HEADER JAMBPINESG >- 0.42 21 37, THK. PRESSURE TREATED SIDELI7E PAD 30 t 2" X 1' X 25 GA, CORRUGATED FASTENER STEEL J' SEE DETAIL , f 1 MTALLAnON 1" ' WS IAUATM 1rYP. HEAD k JAMBS 1SHOWN ASI A FORREFERENCE 1ONLY 1 1 1 1e 1a z Jo , I W yC! ra• iHri F rrrA*• IT ISEE DETAIL e o 1 A' to 4 VIEW A A" w om W/ 4FMA (4MIKr'ITED FASTVIM& 4M I Rff at 4 9WEUT4 MRrrr! cip: 7bNt) 11 0 DETAIL ' i" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. z Sz n: W No 15 INTERIOR /EXTERIOR 13 1 ' SECTLOIN w7remilmli 4-N VERRCAL CROSS S ON p co pool n 2 CAtCMSECILOU 6 .ow." —A Wot on EXTERIOR INTERIOR b YkNUCAL CROSS E ON out Ocoffswoton a Qb. INTERIOR EXTERIOR gd€ 20 ' 21 12 3e 3 UCNJ3 VERTICAL C OSSSECTIO ` 1 6 EXTERIOR n INTERIOR 6 VERTICAL CNOS3 SECTION 6 .00Mipuro on 11 HORIZONTAL CROSS SE V911 EXTERIOR H ' 2 ORIIO AL CROSS SECTION IQ2 by/ I janbot on EXTERIOR © ' 3 IOR/ZONTAL CROW O 2 anoWo Iff" Ej mompomm" EXTERIOR 1 HOAR L CROSS ECTION 69In16' Io nb I INTERIOR EXTERIOR 5 HORRO TAL CROSS SWRON 69/ I6 bnb Doc. w JK o nmw w°: R- t5225-88M ; r s rs f--s r I6• HEAD TYPO MEADL9/Ir! NERD .Yi MUWON SHOWN FOR RSIRENCE 6•JAMB O VIEW "C"-"C" SINGLE DOOR W/SIDEUIES trjre't 3 N T inN so DE1Atl'S c SEE WAILY i VIEW "r-"E" VIEW "D"-V' f. Ib mrJtor bCO1tOtM of the Comers nw be ocItntod tomolnloin NO ruin. edgednonco to me101`10 nh. 2 Concrele onehalocowm noted at IMA1r. ONCENTWmwt beGOMed tomohrohfhemin. edge dMonCe tomortarJoints. oddAond Cou 10 oncl.on moY be reauted to emu" the'MAX ON C MIr dbnendOn are notCXCOeded. 3. concreteonchor to lt., ANCHOR ANCHOR MDi MM CIlAM1fa roMnroN r MIN C CB TrOA6AACEM IYPI? SRR ANCHOR nw 1/• 1.1/ r N" TAPCOEWO T/4• 1.1/ 1• ULTRACON ffW 3AC T.T/ ASSHOW ASSMOYM TVMNe 1 NOM t. d.6ore 11J of each M vWjcc;l Jomb. fromthe top down of Mr, 31 ; 4OX ti 66•. There are (2) of the render 014- from theoutsidecomersofthehome. There We (2) of the sR. I- from the ovhfde comers. SINGLE DOOR VIEW *A* - A" 49 7 n ACHEAD D nIlltl 1o TYP, t9 HFAD F /IA HEAD r OD WI/i HEAD IYP.6 HEAT3N\ n oi.\ Mt1U1pN SHOWN FORr, I F t19 Ir HEAD RUBMNVJ fr9/16CEAAMS - 4O G 9/1tPJAAA6- M. ®!NABS TTP. ® JAMBS Tt49/td• JAMBH49/16• JAMB_ tU - SEE S _ SEE DETNL'1• . n to 101 A71 JDOAIT& T SINGLE DOOR W/ SIDELff VIEW "B -; r I o I_! 1A m a Eld 1 s u Mrs, M21112 3 mab N.T. S. W. ea JN " 00. N: LFS ; euUN+s .o. i FL-15225- 68M e R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phonc813.659.9197 Florida Board of Profersional EnSittcers Certificate orAuthoriation No. 9813 Product Sub Category Manufacturer Product Name Cate o - Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 119 Industrial Dr 6'8 Single S Double Opaque or Glazed Panels W6 w/o Sidelites Doors Exterior Door Edgerton. OH 43517 Inswing I Outswing Assemblies Phone 419.299.1740 Insulated Fiberglass Door with Wood Frames Scope. Product Evaluation report issued by R W Building Consultants, Inc. 8 Lyndon F. Schmidt, P.E. (System ID 01998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 8 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial interest in the company manufacturingordistributingtheproductorInanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. umlradons: 1. This product anchoring has been developed In compliance with the 51h Edition (2014) Florida Building Code (FBC) structural requirements excluding the -High Velocity Hurricane Zone". See the Codification 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 NOS 2012. AD 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 My be less than shown In drawing FL-15225.5-08. 5. Where shims are used, they must be a "rigid / slitr material that compiles with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.88 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. Test Report No. Teat Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL OW0147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc, (CA #9813) Sheet 1 of 1 Testlna laboratory Sinned by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. Stoned & Sealed by Lyndon F. Schmidt, P.E. Lyndon F. Schmidt, P.E. FL PE No. 43409 2l6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Dox 230 Vehieo. FL 33393 Phone 813.639.9197 , Florida Baerd ofProfestional Engineers Certificate ofAuthorizaion No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation 6'8 Single & Double Opaque or Glazed Exterior Swinging I IS Industrial Dr Doors wl S w/o Sidelites Doors Exterior Door Edgerton. OH 43517 Outswin 9 Phone 419.299.1740 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Budding Consultants, Inc, r1 Lyndon F. Schmidt, P.E. (System ID 01998) for Thenna Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest in the company manufacturing or distributing the product or in any other entity involved In the approval process ofthe product named herein. Umlteflons: 1. This product anchorblg has been developed in "eornptlance with the Sth Edition (2014) Florlds Building Code (FBC) stntdural mqulrements excludingthe-Ifth Velodty Hurricane2orie. See the Certification Agency CeAtf sate forsties, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shad be beyond wag dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. AB other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shag they be less than shown in drawing FL-15225-08M. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA 5225-68M 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 architect. Support/ng Documents: 1. Test Report No. TestStandard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202. 203-94 2. Drawino No. Prepared by No. FL-15225.68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Leporetory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Sinned & Sealed by Lyndon F. Schmidt. P.E. Sinned &,Sealed bit Lyndon F. Schmidt, P.E. s9;tttrrrt rr c-TAVe G` :Qj ci A- SC n Ft t , 7 K fG N At It'rAr111110% Lyndon F. Schmidt. P.E. FL PE No. 43409 2/6/2015 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: — 19 Documented Construction Value: S. Job Address: C . ,CU va , v 7 yHistoric District: Yes NoXIS /J Ac Parcel TD: ResidentialZ Commercial Type of Work: New 19 Addition Alteration Repair Demo Change of Use 0 Move 0 Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information l4amee.u1d_r-(Ybrrisrs,n -WomuS Phone: 40'1 Cr,Acl -00 "71'"1 Street: QCoc:)U Lc k a_ I.W 6 g n P r `SL - Resident of property?: A 0, City, State Zip:, Ma:dlQx 1 EL 322:51 Contractor Information; Name 11 t) Ua s't Phone:•-,I-{M $I oft-l d"o Street: a 153 Fax: 40--1 Sk Q - -11-11 City; State Zip:' Or"l a.a 4 b State License,t'Vo.:.ECG ArchitecUEngineer Inforrrlatidn .' Name: Phone - Street: City, St, Zip: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: VVr1RNlNG TO OWNER: YOUR FAII.i1RTG'I O RECORD A NOTIC.OF QOM111fFjVCEMEfIT MAX RESULT 1N YOUR PAYING TWICE FOR IMPROVEMENTS TO -YOUR PROPERTY. A NOTICE OF 'COMMENCLMElVT MUST •i3L' RECORDED ANI1 P057 ED ON'Y`H 7Q$ SITE "BEFOItE.TA.E FIRST INSPECTION. IF YOU INTEND TQ- OBTAINFINANCING, 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 hascommencedpriortotheissuanceofapermitandthat. all work will be performed to meet standards of all laws regulating constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. rR11 Ine i chol ho intrrih#A with the date of application and the code in effect as ofthat date: V, Edition (2014) Florida Building Code NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this properly that may beounty, and there may be additional permits required from other governmental entities such as waterfoundinthepublicrecordsofthiscmanagementdistricts, state agencies, or federal agencies. ofthe re uirements ofFlorida Lien Law, FS 713. Acceptance ofpermit is verification that I will notify the owner of the property q fthe executed contract s required The Cityof Sanford requires payment of a plan review fee at the timUof Pmatdconermit struction alueittal. A copyoofthejobathenameoftsubmittal. in ordertocalculateaplanreviewchargeandwillbeconsideredthethepermitisissued. in The actual construction value will Should red based -on calculated chacgguredoffthe executed Table ontracteexceed the acte cuff alconstructionvalue, accordance with local ordinanceerchamit is issued. credit willbeappliedtdyourpermitfeeswhenthepOWNER'S AFFIDAVIT: I certify that all of the foregoing information is zoning. to and that a!1 work will be done in complianceth all applicable laws regulating-construcho a Signature of owner/Agatt Date Si a reorContraetor/Agent !0 t• i Not o ctodAgcat' N e PAntowncr/Agant' sNamo / 1 /•/ Signature of Notary -State of Florida • DateSi tunaMottry-Ste ofF r: a pate KARENHUGHES 4` NolaryPudic - State of Florida Commission a GG 069689My Comm ExpirnMar 26.202i et^ Wedr Maig6Ne urttot As Known to Me or Cotttractor/Age " or Owner& geid is- Personally Produced ID, Type of ID 1 i Produced ID Type of ID BELOW IS FOR OFFICE •USE' ONLY Electrical • Mechanical Plumbing Gas[] Roof ' Permits Required: Building Flood Zone: Occupancy Use: . Construction Type: Min. Occupancy Load:'. # of Stories:___— Total Sq Ft of Bldg:P%U vim' Lo-- - . ci. p Plumbing - # of Futures New Construction: Electric - # of Amps _ Fire Alarm Permit: Yes N • o Mire.Sprinkleir Permit:. Yes No © # of Ieads -..... ••. UTILITIES: ' WASTE WATER: APPROVALS: ZONING: iJ, FIRE: BUILDING. ENGINEERING: — COMMENTS: SUBDIVISION Y O) to V'odl- CITY OF SANFORD LOT #: BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ '1*3 e 1 • ^ Historic District: Yes No Job Address:; ate^• Parcel Typeus .y v. n. ,........M . _....-- — - ---- Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Name Street. City, State Zip: Z A/\.o C, RcsidentialjeS Commercial Repair Demo Change of Use Move Fax: Email: Property Owner Information S u Phone: 11 Resident of Title: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY SUITE 1000 City, State Zip: MABLETON, GA 30126 Name: Street: City, St, Zip. Bonding Company: Address: Fax: (770) 941-9522 State License No.: CFC1426562 Arch itecUEngineer Information Phone: Fax: E-mail: Mortgage Lender: Address: Rolm 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 hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstruction 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:.511 Edition (2014) Florida Building Code Revised: June 30, 2013 Permit Application ift 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 notifv the owner of the property of the requirements ofFlorida 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 eflect 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. I 17 Signature ofO%wter/Agent Date Signature or Contra r/Agent Print Owner/Agent's Name Priint Contra for gent's Name Signature of Notary -State of Florida Date Signature Notary -State of Florida EXPIRES GEORGIA AUG 21, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Persona Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes[] No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: Lunt 30, 2013 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I I Z Documented Construction Value: S Job Address: LI :''-'_- - I Historic District: Yes Nog Parcel ID• ResidentiatO Commercial L, 1 Type of Work: Nevi Addition Alteration , Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: 11 r-I Title: Phone: Fax:Email:Can,,, r Property Owner Information Name .l Ic i 11 Phone: Street: ! ; % i ^ . .` i .Q Resident of property? City, State Zip:1 Ir. L. 1 ^ JC orifractorInformation Name `-' ti, o f- t Fhono ` 0 - Street: (!) 3C^ 10 )au Fax' 0-1- 53p City, State Zip: Sar. State License No.: o Name: Street: City, St, Zip: Architect/ Engineer Information Phone: Fax: E- mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of applicationand 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 ofthis county, and there may be additional permits required from other govertunental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner ofthe property of the requirements ofFlorida 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 at work will be done in compliance with all applicable laws regulating construction and zo rt't g> . Signature ofOwner/Agent Date si; n: of Contractor/Agent i Print Owner/Agent's Name t contractor/ TO"', Name 11Date%rlStgoatunofNotary -State of Florida Date Signature of No ry-State o Florida o. CHERYL D AKERS y p„ '; MY COMMISSION # FF998962 EXPIRES June 05, 2020 No7)9901S1 F1wWsMcurySem*.=m Owner/Agent is Personally Known to Me or Contractor/Agent is _1C:-Personalfy Known to Me orProducedID' Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft ofBldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application UY aula.IMYt:. IYY (yY vaaMlM: a u n Ylafiq dY 11111111616 ve.aatlllrwJr Clla 6 1/111/,.etaur7 PYI lace w• QY jM Qr ._. •:•1 •^. fl fYI.•t•NwLLL1M t.Yw. 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Y.drP•.VPa.il las ram to Stec LYnWYt YtMttl WYNIAI 1/ NiM1I :IN CITY OF SANFORD One Time Credit Card Payment Authorization Form Sign and complete this form to authorize City of Sanford to make a one time debit to your credit card listed below. By signing this form you give us permission to debit your account for the amount indicated on or after the indicated date. This is permission for a single transaction only, and does not provide authorization for any additional unrelated debits or credits to your account. Please complete the information below: C-.• j n spa authorize the City of Sanford charge my credit card full name) account indicated below for on or after This payment is for amount) (date) address or parcel ID Billing Address 53 i Co T Phone#qc)i - G',`: SS 30o City, State, Zip Iso '\-CwA hL 3a-'!'1 ( Email Y\JGG Q . Account Type: Visa RV] MasterCard AMEX Discover Cardholder Name ` 1 \"' `tA !`\ Account Number Expiration Date ID C:CV Billing Zipcode SIGNATURE DATE I authorize thrrymenct named business to charge the credit card indicated in this authorization form according to the terms outlined above. This authorization is for the goods/servioes described above, for the amount indicated above only, and is valid for one lim ertify that I am an authorized user of this credit card and that 1 will not dispute the payment with my credit card com ny: so long as the transaction corresponds to the terms indicated in this form. FIRE INSPECTIONS 407.562.2786 BUILDING INSPECTIONS 855.541.2112 DRIVEWAYS -SIDEWALK 407.688.5080 CITY OF SANFORD BUILDING & FIRE PREVENTION 300 N PARK AVE SANFORD FL 32771 Application Number . . . . . 17-00001944 Date 11/03/17 Application pin number . . . 799792 Revision number . . . . . . . 1 Property Address . . . . . . 415 ROCKY GROVE LN Parcel Number . . . . . . . . 21.19.30.510-0000-0920 Application type description 'NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 394448 Application desc noc on file Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type .. . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone NONE Other struct info . . . . . PLUMBING FIXTURES 23.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 3766.00 Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1011113 Permit pin number 1011113 Sub Contractor DEL AIR HEATING A/C & REFRIGER Permit Fee . . . . 110.00 Issue Date . . . . 11/03/17 Valuation . . . . 9041 Expiration Date . . 5/02/18 Qty Unit Charge Per Extension BASE FEE 110.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrichosanfordfl.gov June 28, 2017 5:38:22 PM blaker. water impact fee $1343.00 sewer impact fee $3025.00 Other Fees . . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 Oper: ANTONINIL Type: OC Drawer: I 01-APPLCTN FEE -BUILDING 25.00 Date: 11/03/17 01 Receipt no: 17917 01-APPLCTN FEE -MECHANIC 25.00 2017 1944 01-APPLCTN FEE -PLUMBING 25.00 415 RGLRY GROVE LN SWORD, FL 323771 BP BUILDING PERMIT RECEIPTS 1138.37 CC CREDIT CARD $138.37 Total tendered $138.37 Total paysent $138.37 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. Trans date: 11/93/17 Tice: 12:38:28 NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00001944 Date 11/03/17 Application pin number . . . 799792 Revision number . . . . . . . 1 Other Fees . . . . . . . . . 01-BLDG PLAN REVIEW 1185.00 02-CURB CUT/DRIVE - S/F 40.00 O1-FIRE IMP-RS 7-2017 373.91 O1-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 1086.29 O1-POLICE IMP-RS 07-2017 374.90 O1-BLDG REINSPECTION 35.00 O1-BLDG REINSPECTION 35.00 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 44.85 O1-BLDC DBPR SURCHARGE 66.01 Fee summary Charged Paid Credited Due Permit Fee Total 110.00 00 .00 110.00 Other Fee Total 13467.96 13439.59 .00 28.37 Grand Total 13577.96 13439.59 .00 138.37 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00001944 Date 11/03/17 Revision number . . . . . . . 1 Property Address . . . . . . 415 ROCKY GROVE LN Parcel Number . . . . . . . . 21.19.30.510-0000-0920 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1011113 Permit pin number 1011113 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 409 MHO1 MECHANICAL ROUGH IN 1000 410 MH02 MECHANICAL FINAL / / Revision City of Sanford Response to Comments ti ' ' p Building & Fire Prevention Division CST 3 Ph: 407.688.5150 Fax: 407.688.5152 Z LUl% Email: building@sanfordfl.gov Lb' Permit # Submittal Date 10/25/17 Project Address: (,/ 0V L- Contact• Daphne Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: General description of revision: Building PRODUCT APPROVALS REVISED Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building RECORD COPY CBUCK Engineering SpectaIN Structlural EinglneeMnq CBUCK, Inc. Certificote of Authorizotion #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Vke\JJ!SJ0tA Florida Building Code 5th Edition (2014) Per Rule 611320-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 No 31242 LU 0, n' STATE OF ON A1-t?•• boaft S^ba: lama L kxWb+. A. CBUCK, Inc. 2015.03.0210:57:51 -05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL il: FL 16568.1 RI Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 25-104-MM2-StORV-ER 14 of 7 SpSK-1cs iry Struc_t -wall Engine1pring CBUCK, Inc. Certificote of Authorizotion a8064 Manufacturer: Millennium Metals, Inc. Product Name: "MMI-2" Off Ridge Vent Product Category: Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. CBUCK Engineering FL q: FL 26568.1 RI Date: 2 / 26 / 15 Report No.: 15-104-MM2-SMWER 14 Page 3 of 7 Spedalty Structural Engineering CBUCK, Inc. Certi/icote of Authorizotion u8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code Sth Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval". ODtion for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization ll: QUA 1824). FL #1: FL 16S68.1 R1 Date: 2 / 26 / 15 CSUCKEngineering Page rt No.: 15of MM2-St0RV-ER 14 Specic9n ti Structural Englneeanq CBUCK, Inc. Certificote of Authorizotion a8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2- Lengths: 2' , 4', 6% 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #i10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16S68.1 RI Date: 2 / 26 / 15 CBUCKEngine -- rinq Page Report No.: 55-104-MM2-StORV-ER 14 ISpEaclalN Structural Engtn~nq CBUCK, Inc. Certificate ofAuthorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC Sth Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) CBUCK Engineering Fl. #: Fl. 16568.1 RI Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 6 of 7 Spedatt'y stnictL rat Englnewinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. I Profile Drawings 5-1/2" I2" 18-1/4" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Typical Fasteners) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) 3" Higher Slope Back) E CRACK Engineering FL #: FL 16568.1 RI Date: 2/26/15 Report No.: 15-104-MM2-StORV-ER-14 Page 7 of 7 SPeK=Ic!PH'tj Structural r=nQInePr1no CBUCK, Inc. Certificote of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck I 1/2"o.c. o.c. L4" o.c. Typical, Maximum I I Nominal Lengths 4 Typical Fastener(s) 11 Gauge Ping Shank Roofing Nail OR Base Flange 10 min. Wood Screws Top Plan View (Not To Scole) Typical Fastening Pattern) Typical Ridge Vent Assembly Isometric View (Not To Scole) 4; Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws DESCRIPTION AS FURNISHED: Lot 92, 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. THORNBROOKE PHASE I PLAT BOOK 79, PAGES 3-7) S 0001 0' 44" E REC. 1/2- I.R. REC. 1/2" I.R. 50.00NO I.D. 4596rye. LOT 92 26. 47' AC PAD ry 9y0 G i2ovt wdJ 23. 7' k 9. 7' 5. 00' COV' D. c 1 ` - 14 4 CONC. c 5. 00' 23.7' 8' RECESS FOR POCKET SLIDER fD TWO STORY 7 0 RESIDENCE H p LOT 93 LOT 91 o) CS F.F.= 24.61' C\ z c M CO rr0vlVJ • 9. 3, M r8. 3' 5,00' N COV'D. BRICK Ic 22. 3' 17.7' 5. 00' 16' BRICK WALK BRICK DR. 25. 20' 25.20' 7. 7' 10' UTIL. ESMT. 1.7' q16 6 P.C. o• OFF OFF ryry— 93.15 REC. 112" I.R. REC. 1/2" I.R. 5' CONC. WALK NO I.D. 14596B. B.) S 000 l Q' 44„ E ON LOT AREA LCULATIONS: LOT - 6.000 SOFT. 50. 00 LIVING - 1,732 SO Fr. GARAGE - 499 SOFT. RENTRY - 158 SO.FT. ROCKY GROVELANEpLANAI = 237 SOFT. oBREEZEWAY- NIA RIW) TRACT IoT.v DRIVEWAY UTILITYdtACCESS R/W + A/C PAD = 24 SO.FT. WALKWAY - 53 SOFT. IMPERVIOUS= 51.8 R 3,107 SOFT. SOD = 2 893 SO. FT. UTN R/W = 550 SO.FT. 9 PROPOSED = FINISHED SPOT GRADE ELEVATION APRON - 110 SOFT. SIDEWALK 0 SO. FT. PER DRAINAGE PLANS BUILDING SETBACKS: SOD = 190 SOFT. N- PROPOSED DRAINAGE FLOW FRONT - 25' LOT GRADING TYPE A REAR IS" PROPOSED INFORMATION SHOWN AREA 6,550 SOFT. PROPOSED F.F. PER PLANS - 24.6' /h SIDE = 5.0" BASED ON SUPPLIED PLAN DRIVEWAY - 513 SOFT. T SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK - 303 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD SOFT. CRUSEXHEYER—SCOTT ASSOC., INC. — LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P . PLAT POLL • POINT ON LINE IP. . UION PIPC PR.L • POINT Or RCVERS[ CURVATURE LL •POINT Or C7i01AND CURVATURE MOTES OF 1. ENE UNDOt9GNEDDOESHEREBYCERTWYMATTHISSURVEYMEETSTHESTANDWDSOiPRACTICESETFORTHBVTHEFLOAIDABOARDOFPROFESSIONALSURVEIORSANDYAPPERSINOWFER !41-17 fLOWOA ApLOHISTRAl1VC CODE PURSUANT TD SECTION172.027. DRIDA STATUES IR. .IRON RODCM • CONCRETE TORRENT PAD. • RADIAL IUNLESS EIMMEO WOI SURVEYOR'S SIOHATURE AND ORIGINAL RAISED SLY. MIS SUR Y LAP OR COPIES ARE HOT VALID. SCT P.. 1/ 2' ]A •/RLR NSM NIL • NON -RADIAL VP. • VITNESS POINT 3• 1H6 SURVEY WAS PRuARm FROM TITLE INF E ORWTIOII i11RNW1toTOTHE SURKYOR. ?NOW WY W OTHER REPRICTIONS REC. RECOVERED PAR. • POINT OF SEGO%PK CALL CALCULATED P.O.C. POINTorCOWENCCHCNIPRII • PERMANENT REFERENCE MONUMENT OR EASEENTS THAT AFFECT THIS PROPIM A. Np WNDERCROUND OIPRO'VENEITIS µ1VE DUI LOCATED UNLESS OTHERWISE SHOWN. SURVEY 6 PREPARED FOR THE SOIL B[N67T OF THOSE CEROFED TO AND SHOULD NOT OE RELIED UPON OY ANY OTHER [NRIW' t CENILRLUC F1. • FINISWO FLOOR ELEVATION NLD • NAIL t DISK RSL • BUILDING SETBACK LIME D. THIS a OOIENSSSIS SHOWN MR THE LOCATION OF WPROVELENTS HEREON SHOULD NOT E USED TO REOONSTRUCT BOUNDARY LINES. R/V • POINT - OF -VAT RA tDENWWR ESHT. EASEMENT R. R. MSC SCARING 7. BU%V= ARE TEASED ASSIRIEO 04110d AND ON THE Wff SHOWN AS BASE BEARING (9.&) B [!NATIONS, IF SHOWN ARE BASED ON NATIONAL GEODEITC OATVY OF 1929. UNLESS OTHERWISE NOTED. DRAIN . DRAINAGE UTIL. • UTILITY 9. CET7OFICATE OF AUMO LTAIWM Na 4390. CLFL •CHAIN LINK fCNC[ VDFL • VODD FCNCE C/D • CONCRETE BLOCK STALE I-- I' - 20' DRAWN BY: '•• P.C. • POINT OF CURVATURE P.T. POINT OFTANGENCY CERTIFIED BY: DATE GILDER NO.- - A K. • 0[ DIU3uat naN R PLOT PLAN03- t 0- I7 1055-17 ARC LENGTH D . DELTA REVISEDPLOTPLAN 05-31-17 C.t CHORD D REARING FOUNLLtT10N/ELEVS. 08-Jt-t7 3757-17 FWAL/EL NORTHiDEA4/ELEVS. 0 7- iJ-18137I -18 V 4.RUSENMTHERsjTHISBUILDING/PROPERTY DOES. NOT UE WRHIN OTABUSHED Too YEAR FLOOD PLANE AS PER FIRM' TO.LS. / 47t4 ZONE XMAP / 12117C 0055 F. ACOTT 4801