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451 Rocky Grove Ln 17-1887- PLUMBINGRevision . 4 — Response to Comments C9" Permit # 17-191-7 Project Address: f'J Contact: Daphne City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date / h-) Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building O Plumbing Electrical cl Mechanical `!`'` Life Safety y Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building General description of revision: w, ri,,zr- ROUTING INFORMATION Approvals Sr 1 \- -1- t 1 1 sue. I TAYLOR MORRISON HOMES THORN BR COKE S.F. LOT 86 HOUSE TYPE: DARLINTON W/OPT: LAUNDRY TUB 2ND LAV IN BATH3 1ST FLOOR; I A A v r WASTE STAO( FROM ZND FLOOR TERMINATING TOT14EISTFLOOR 3" A llki* A.A.V- LJ. A 1n r) 0 b TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 86 HOUSE TYPE: DARLINTON W/OPT: i LAUNDRY TUB 2ND LAV IN BATH3 2ND FLOOR 3_ 3' WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR C co) O 17 2 0 6 Z ry m CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT"APPLICATION D Application No: ) 7 - l 1 Documented Construction Value: $ y :_ 3JobAddress:. 6 Lk — Historic District: Yes No Parcel ID: ResidentiaQ Commercial Type of Work: New§q Addition Alteration Repair Demo Change of Use Move Description of Work:5iq--1 G'1J1,,i11,,til IJJn. Plan Review Contact- Person O,N.-I u'y.I- nTitle: rVPhone: Email: I IUGC`dCAyV, ([rry T1 I _ I Property Owner Information Name W Phone: P, Street: c _ _ Resident of property? : D City, State Zip: Conttat: tor Information Name t-AV -- - - .._.f't' Phone: `-t -7 Street: coarse-0 Fax: L10-1- 2,A3 City, State Zip:.(,Nqwd State License No.: `k(J3 g)W O Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will5bedoneincompliancewithallapplicablelawsregulatingconstructionandzog. Signature of Owner/Agent Date Print Owner/Agent's Name Signature,of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID of Contractor/Agent Signature of s Name CHERYL D AKERS MY COMMISSION # FF998962 Off?' EXPIRES June 05, 2020 407) 99-0153 FlorWallolaryScrviee.i Contractor/Agent is _Pprsohally Known to:Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: #1 of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes NO APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application Olw I2mf.1661u01 (uu (su) Ven00. 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I..r/(J M.•lrr im s/ If/mlA 11 m W U9 I DESCRIPTION AS FURNISHED: Lot 89, 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 1 PLAT BOOK 79, PAGES 3-7) S 00010' 44" E 50. 00, LOT 89 25. 80' 25.80' 6. 0 s 3013 5.00' 5. 00' o 26. 7 5.00' o FORMBOARO FOUNDATION to w 00 TOP OF FORMS - 24.04' w O LOT 88 O O LOT 90 e c e N CO g Q0 co 6.0, o o; 5. 00' 13. 3' h N 20. 7' 5. 00' 25. 20' 25.20' 93. 28' ''i, 10' LFIX. ESMT. 0•j P. C. O— — — — — 4- — — — — 8. 8.)S 00D10'44" E 50. 00' ON LOT AREA JA77ONS: L - 6,000 SO.FT. LMNG - 1,740 ROCKY GROVE LANE GARAGE - 447 SOFT. SQ. FT. ti ryG GLANAI - 273 50' R/W) TRACT I SOFT. BREEZEWAY - N/A SOFT. UTILITY & ACCESS R/W DRIVEWAY - 403 SOFT. A/ C PAD - 24 SO.FT. WALKWAY - 76 SO.FT. IMPERVIOUS- 50.0 R 309I SOD - lca? SOFT. LOT AI 0 R/W - 424 9 SOFT, PROPOSED - FINISHED SPOT GRADE ELEVATION APRON - 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK - 250 SOFT. PROPOSED DRAINAGE FLOW FRONT - 25' S00 SO.FT. LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 23.9' REAR - 15' TOTAL AREAS.' PROPOSED INFORMATION SHOWN AREA - 6,424 SIDE - 5.0' SO.FT. Pa PROPOSEDCRADE PER CONSTRUCTION PLAN ++ BASED ON SUPPLIED PLAN DRIVEWAY- 511 SIDECORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK - 326 SOFT. SO. FT, CLIENT NOT FIELD VERIFl£D SOD -3.1 S FT. GRUSEMWE' YE'R-SCOTT & ASSOC., INC - LAND SURVEYORS LEGCO - L®m - P • PLAT PDA. , MOIT ON LUC 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r . rnxb TIP. . TYPICAL IP. WON re AL. POINT DT R[40= CURVATURE IA. . O101 ROD /;L - MINT Q COIDWD CURVATURE NOTES: 1. ME UhMSP010I ODES FmIFSY CUTW TWT Pa SURREY MEETS TIE STANOMW Or P94CW SET FORM OY JW F101D0a OOARO Or SE • 1/r IETE tOADRNT KFL • RADYL SET O. . ICY II •FOLD Aga 11R. . NOt-M1DIN. PROFESSIONAL SLWWMW AND WPPOIS OI CNAPIER W-17 01ORM AOaONSTRA11K ClDOE PURSUANT M SECMw 47S.Ot7, F10R/Oa STATUES E. UNILSS GMSSW WIN itAPoEY0" S Wnft AND OMOPM RASED SEAL. DOS SNREY NAP OR OOMM ARE WOr V%M 7. OU PAVWW MOY P. 11L : MIT Q EG"M CALL CmALC1 R.ATE T Pat_ . MINT OF C0047CEWNT CAA PEIUWOI RCICW CE pCHWOa SURVEY W45 M E W ORMA ON NRNWCD TD 02 SLOMEMN. MA£ ANY ar DARN RE51RIC110/4 OR CASESAM TINT AP = INS PROPERTY. 4. NO WI OM"WO 60*04MM NAPE SM WtATW UN M OIIRRRTSE &IOIYN. C IL DID rr. : MUM SETArLowO.E1XICH IOD : NAR a DISR DSL - DURSING ETDAIX LINE a TWS SUAWY S PREPARED FOR 111E SOLE BO$I OF IN= CarnnM M AND SMO Ap AW a MM UMN Ir AW OM01 ONRK RN . RW04ENT I.Y • DCMCNIWIA WARDqa aNENLOINS SHOWN MR OW LOCATION Or WPROMMOS NOgON SNMW NOT of US07 10 IepahSTRLCT ODUMwAr UNEL EDIT. • [ AtEN[M7 Dl - DAE[ LL7. BEAIIO ARE BUSED ASPAWED 04nN AND ON THE WE SHOWN AS BASE SUMO (D.a) OKRA, - DRAWAGE UTIL . VTIUrT a EILVAT)MM W IWWN. ARE BUSED CPI NOWL GEOOERE OMMN Or 1071E UNIESS OMOTRTSE mplM CL7' L . CNNN LINK POCC va C VWD PENCE D. CO"WrATE Or AVDIOIOZ1TON Nw 409a P. C. POINT W CWVATURE SCALE — 1' - 20'----4 oRARM BY: ••• P. T. • MKT Cr TANGENCY DEM D9MKT3C*1PTDAICER76TED BY., G>E ORDER No. R • RADIUS L ARC D PLOT PLAN 03-10-17 10"-17 C • CNMD RENSED PLOT PLAN 05-31-2017 C.a - CNMD KARWo FORMBOARO MUNDATION/ELEM 09-01-17 3604-17 THIS BURDIND/ PROPERTY DOES.NOT LIE wmilm THE ESTABLISHED 100 YEAR FLOW PLANE AS PER 'FIRM' TOM X. GRUSENMEYM. R.LS. / 4714 ZONE 'X. MAP / 12117C OOM F JANES W. SCOTT, R.LS 1 4801 Parcel I D Number: ZI-19-30- 510-0000-k j& 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 MALOYr SEMINOLE COUNTY CLEW OF CIRCUIT COURT & COMPTROLLER BK 8949 Ps 67 OPss) CLERK'S a 2017069106 RECORDED 07/07/2017 03:24:53 PM RE(T4,,;)ING FEES $10.00 RECORDED BY hdevora 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. l . Description of property : LOT Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book Pag S' of the public records of Seminole County, Florida. Addresses : ` ` Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(l)(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. bJZ—? 11. Date Signed : Signature of Owner's Agent: t,. n Asa Wright Taylor Morrison of Flor' nc. Sworn to and subscribed before me this by John Asa Wrigh s personally known to me. Notary Public DA Clark Op My commission expires: 6/27/19 vuauc 4 S rial No. FF 209108 ar Signature: CER7• . G, P la1 Y Y g It r `I:trs CLE KO .i IT COURT ems;' "' ``'49 AND if OL R , 072017 4'"'E°` SEMIN L , FLORIDA `3;•.., , BY DEPUTY CLEAK COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000402 BUILDING PERMIT NUMBER: 17-10000402 7-/ye 7 4133e, 3av- UNIT ADDRESS: ROCKY GROVE LN 451 21-19-30-510-0000-0860 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: THORNEBROOKE PH-4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 451 ROCKY GROVE LANE THORNEBROOKE PH 4 LOT 86 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE DATE: June 30, 2017 ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RREE 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS Single Family CO -WIDE ORD HousAing 5,000.00 1.000 dwl unit 5,000.00 PA LAW ENFORCE N/A 00 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT (Iwta / RECEIVED BY: (/' RD/"f- SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY O R AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** 1PERSONSAREADVISEDTHATT7ISISASTATEMENTOFFEESDUEUNDERTHE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL n VVV ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, Q , TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN O CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THS REQUEST FOR REVIEW r MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE 170P LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD BUILDING &t FIRE PREVENTION PERMIT APPLICATION Application No: J Y'i- 7 00DocumentedConstructionValue: Seh. Job Address: y67 L& 1,1 Histo c District: Yes NoEa Parcel ID: 27-19-30-510-0000-4 A Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: _NEW SINGLE FAMILY HOME THORNEBRn_n_ K PHASE LOT NUMBER: 3(e Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: eFreII-n'-III '- II '- 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 407- 629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Street: 151 SOUTHHALL LANE # 200 City, State Zip: Name: MAITLAND FL 32751 Phone: 407-257-6940 Fax: State License No.: CBC1257462 Architect/ Engineer Information Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E- mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be perfonned to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application SUBDIVISION:. /:l &J 1 k JUL 2 5 2017 CITY OF SANFORD BWILDING & FIRE PREVENTION PERMIT APPLICATION Application No: - 1 / - 7- 711 Documented Construction Value: $goQ92q60 I/V GCTi/RES Job Address: 1/5_/ lfoa<ty G,<20% L4/I19;_ Historic District: Yes No Parcel 1D7,A—/Z/1//6*'P&'C* * r6— --K—, 17- 4-orrWes ;K Residential Commercial Type of Work: New 9 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name A,1t_oA /'170/Qi2lSON IPhone: Street: Title: Resident of property? : City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: Phone: Fax: E- mail: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAN' ING 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 COPIM ENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the dale of application and the code in effect as or that date: 5i° Edition (2014) Floridn 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 maybe found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property ofihe requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFTDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructi ,n and zom aV/rZ Signature of Owner/Agent Date Signature of Cont for/Agent Date ONYyo/l`ew vSAN Prim Owner/Agent's Nome Print Contractor/Agent's Name OTgRy< zz: a? `i EXPIRES Signature of Notary -State of Florida Date Signature of Norary-State of Florida Date = GEORGIA JUNE 8.2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMYLENTS: of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in coin liance with all applicable laws regulating constructio and zoning. Signature Ovmer/A ent Date Signatu .14Contractor/Agent Date1*7 TAYLOR MORMSQ9 OF FLORIDA INC JOHN AS GHT Print Owner/Ag Print Cont o s N e Signature of Florida Date Sign re o otary-State of Florida Date D. A. CLARK MYCOMMISSIONIFF209108209109 i * * MY COMMISSION I FF m, EXPIRES: June 27, 2019 - . EXPIRES: June V. 2019 rd' BondrJ Thru Budget Notary Straker fos R Bonded Thni Budget Notary Serricp Owner/ Agent is ACES Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NI_ Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Building (w Electrical Er Mechanical [g Plumbing® Gas Roof Construction Type: Occupancy Use: Q.3 Flood Zone: X-Scr ATTAOiEU Total Sq Ft of Bldg: Min. Occupancy Load: 11 # of Stories: ?I New Construction: Electric - # of Amps Plumbing - # of Fixtures 23 Fire Sprinkler Permit: Yes No W # of Heads Fire Alarm Permit: Yes Nolo APPROVALS: ZONING: I UTILITIES: 512 (P—a " WASTEWATER: COMMENTS: ENGINEERING: OTC 4•7-8'l1? FIRE: Ok to construct Single Family home with setbacks and impervious area shown on plan. BUILDING: ' 7f Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # I 'T 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 Addrecc! 11<1 IC.tc C-f l'1GOvE L,.) ELECTRICAL PERMIT Min Max Ins ection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final ECa: ANl L EAR i1T Inspection DescriptionMinMax 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 Ni I r4 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: 451 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 27-19-30-510-0000-0860 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFF G US ON 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#17-1887 Reviewed by: Michael Cash, CFM Date: June 28, 2017 0 b, Application for Right -of -Way Use for Driveway, Walkway & Landscape O R, Department of Planning & Development Services1877 300 North Park Avenue, Sanford, Florida 32771v+wwunrorongov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat Dearly identifying the size and location of the existing right —of --way and use shall be provided or application could be delayed. row,..nuav lelow. 15- VM" OJ' Or 5 („ Call bOOMpuOF 1. Project Location/Address: 2. Proposed Activity: Driveway Walkway Fj Other: 3. Schedule of Work: Start Date C e V rws / WA Date F Emergency Repairs 4. Brief Description of Work: i^!R` WA Me MAI WA This application is submitted by: Property Owner. i' vSignature: vt Address: %Sl WaIZAA14l 4NEi4E2Cn Phone: !p" -M-6 24 D Fax- olgah Print Name: iywe. aff"10 hid1 9s Maintenance Responsibilities/Indemnification M Date: 1' S `/ % 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 installation1improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such faclites are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestors expense and, if necessary, file a 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 counolpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penallies, demands, suits, judgments, losses, expenses, damages (direct, indirect or eonsequentiaq, or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorneys fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application 1 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: IONS -1 'l 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: tiinY::.i ti».. i ' ':::i.J !i0%:r .:2:' rbY..in .Y..:•.:..." r.'fir:•i :..>: i>>"•Y':5:"•.:%"i.'/.Y .:>3. •. .: i'/•'%,i .: . Off al se<i0 • _ .G n iy>. ttl •..n w..W i.HY.t .n.. ,:JA•>.:.:: n.r'C-0: •i::«:" :::: ::: C n'.• '): is r" r"..•'. R ..N•s i i.: F'w iS.f,,<<(t ':vNhn .>.:: is in:J.+.f:.`: NY• 1 t:al Q No tree>s• •r> nyn J. i•a+ nsi«uo: i.t Nale+roed:: :::::: n.,::•o•..: ••.,.:,.,> :.•i "t" .;;fit, y•.ii. r. Y.. ..A. ..Sr. J.r ..Y... iS:::E' ::xx:: .:R+' 'A. !•. n., S.r - i: 1C;tlVOrlte<.: t J.Ux-ab::. i<a:i ..:9.f.r.r ."2•.'! 3.•!"'! 3 2'17i::r "....:. "i nr"r . ..r:i. ".nr,xV.Y .:: .•ny ...r:"% ix. t.':n:.v •i•% <'JJJ:r: .<,"L. %L".[-.<. ••n6rJ"4'"iii:xY:%L3ix+i Y.S: N:in i>v.•..r:>. ?r. x'J .y.J„•i" i::w:: ..<.: i:fV zity;• ::<.: i zr. . 5.. . 2.•:: i': •Ji":i:....J s;.:'.Yuuntt3§ ." D• ate' i n 'C"Y iw ',>Y ' "3 rA.•n ifr."rV.00 ar w3Ya? ^.x•-?'C 'r. <:- ':'IAPP Yr4. •. t Y., r'3[ f •: lam n a e` J rY.::r piYn>rjlir ry rr v.i• :r, <.: w :1,,.i:Lir •. •: ..:f': •Y.: L: xY: Y: <::3: i'`.: :"rN :•ism"'>:s:;3`.:•,: iii5:.. PSite:iris ected;byr rri':,•::..:+.:.' ..bale'•>::v::• V%. .i,..A.n...'.li:%::..riv.....:[.."::, i. .'Y.Sn. ... ". i:L>: •..Y.. r r.:.V:.,"..::w w.iS::i, r:hn+.i.:.> :YY.S•l. ::>".:,.i>'...lr wir/G%n%iv>.,• a .remilt. :ont1•i•i ip i' C t mils: gyp .. .... n n.,...... ...:...:.: ..::' i:::. .:".Y:.Y ::-..........::.:.>.:...Y :.>i !>::: i' ':>..: i:.•::"•...... .ii t;ti >. r. i,ni...n.."..."....r>..2:,..:.:.:::,:lr....n..................n........"._...".n..,...,....,......:....n_..... `.' ';. bepremwr Zulu ROW We Ddvev+ey.pdf taylor morrison MOnM• Inylrp py Ypy 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:. 4.5 j LC61 1205{ ta6C Lotg: R 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 5. 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. WITN SSES: Q Signature ame rev Pr' Si ature Printed Name Owner Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this /day o , 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. A who is personally known to mg. Notary Publ Print Name: MMm,- mission Expires: Z° 17 tPA A. A%GG 4oMSSIpN•.•s 'p yp '. OF 022420 : Q WORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name, Lot86ThornbrookeDarlingtonCGLW Builder Name: Taylor Morrison OvtLDbyG, Street: #5/ RO ' 0 (,2kx. City, State, Zip: , FL , S 11 Permit Office: S faydC- Permd Number: 7 - 1 8 8 7 SANFORD Owner: Design Location: FL, Orlando Jurisdiction: 691500 County:: Seminole (Florida Climate Zone 2) OFpAR'RJ` 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sgft ) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Inl Insul, Exterior R=11.0 1380.60 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1509.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft' 6. Conditioned floor area above grade (ft') 2881 b. Knee Wall (Vented) R=30.0 27.00 ft' Conditioned floor area below grade (W) 0 c N/A R= fl' 11. Ducts R ft' 7. Windows(368.3 sqft.) Description Area a. Sup: Attic, Ret. Attic, AH. 2nd Floor 6 2934 a. U-Factor: Dbl, U=0.34 296.2511' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 282.8 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 12. Cooling systems kBt u/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEERA6.00 b. Central Unit 25.2 SEER:16.00 c U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A fl' a. Electric Heat Pump 21.8 HSPF.9.00 SHGC: b. Electric Heat Pump 21 8 HSPF•9.00 Area Weighted Average Overhang Depth: 3.460 0. Area Weighted Average SHGC. 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2881.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1401.00 fl' None c other (see details) R= 13.00 W 15. Credits Pslat Glass/Floor Area: 0.128 Total Proposed Modified Loads: 67.69 PASS Total Baseline Loads: 79.80 1 hereby certify that the plans and specifications covered by Review of the plans and oiE S7,gl this calculation are in compliance with the Florida Energy specifications covered by this ti0 Code. - calculation indicates compliance.,,,'" OwiththeFloridaEnergyCode. un++ ._, PREPARED BY: D4`ff,AU4_ Before construction is completed Y = DATE: _ _ _--3/24/_17. __ ___ _-_- ___- this building will be inspected for a compliance with Section 553.908 I hereby certify that this buddin as designed, is in compliance Florida Statutes. l, COD v with the Florida Energy Cod OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - 1 -14'1 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/24/2017 9-05 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot86ThornbrookeDarlingtonC Bedrooms. 4 Address Type: Street Address Building Type: User Conditioned Area 2881 Lot # Owner: Total Stories. 2 Block/SubDivision- of Units: 1 Worst Case: No PlalBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 136431 2 Block2 1414 12726 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1414 12726 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor --_- ---_ 13 fl° 19 0 0 1 2 Slab On -Grade Edge Insulalio 1st Floor 147 9 ft 0 1467 W 0.49 0 0.51 3 Floor Over Other Space 2nd Floor ____ -___ 1401 W 0 0 0 1 ROOF Roof Gable Roof Solar SA Emill Emitt Deck Pilch Type Materials Area Area Color Absor. Tested Tested Insul deg) 1 Gable or Shed Composition shingles 1655 1`12 370 W 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 1480 W Y N 3/24/2017 9.05 AM 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 Knee Wall (Vented) 1st Floor 30 Blown 27 ft' 0.1 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft' 0.11 Wood 3 Under Attic (Vented) 1st Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt- To -,Wall Type- ___ Space R_Value-F-t-In-Et-In Area-R>Value_EracGon-Absor._Grade%- 1 N Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 1`17 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 11 54 6 9 4 508.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270 0 W 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 11 30 0 9 4 280.0 ft' 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 11 53 0 9 4 494 7 ft' 0 0 0.6 0 7 SW Exterior Concrete Block - Int Insul 1st Floor 11 4 11 9 4 45.9 ft' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ftT 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 11 5 6 9 4 51.3 ft' 0 0 0.6 0 10 - Garage Frame - Wood 1sl Floor 13 26 2 9 4 244.2 ft' 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 7 6 8 17.2 fi' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Ornt ID Frame_ _Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl low-E Double Yes 0.34 0.31 30.0 fl' 1 ft 0 in 1 ft0 in Drapes/blinds None 2 N 2 Vinyl Low-E Double Yes 034 0.31 39.1 1`17 1 ft 0 in 11 118 in Drapes/blinds None 3 E 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 1`10 in Drapes/blinds None 4 E 3 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft0 in Drapes/blinds None 5 E 4 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft' 1 ft 0 in 11 118 in Drapes/blinds None 6 E 4 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft= 10 It 8 in 0 It 0 in None None 7 S 5 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 s 5 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft0 in Drapes/blinds None 9 s 6 Vinyl Low-E Double Yes 0.34 0.31 5.0 W 1 ft 0 m 11 ft 8 in Drapes/blinds None 10 S 6 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 11 SW 7 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft' 10 ft 0 in 0 ft 4 in None None 12 w 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 1`17 1 ft 0 in 1 ft0 in Drapes/blinds None 13 W 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 W 1 ft 0 in 3 It 2 in Drapes/blinds None 3/24/2017 9: 05 AM 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 1 455 ft' 455 1`17 64 ft 8 It 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 2197.4 120.64 226.87 .2613 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 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: 16 25.2 kBlu/hr cfm 0.75 1 SEER: 16 25.2 kBlu/hr cfm 075 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 112 DUCTS 1 2 Supply --- Location R-Value Area Attic 6 293.4 ft Attic 6 282.8 fl Return ---- Air CFM 25 CFM25 HVAC # Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool Attic 73.35 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2nd Floor 70.7 W Default Leakage 2nd Floor (Default) (Default) 2 2 3/24/2017 9.05 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjr Jan HealinH Jan j( Feb X] Feb l j] Mar X] Mar JA A r j APr Ma May Xj Jun Jun Xj Jul 4) Jul Au Aul riI[X] Sep Sep Oct Oct Nov Nov Dec Dec 11Venlin [) Jan Feb X Mar Apr [ t Ma Jun Jul Aug J Se X) Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/ 24/2017 9:05 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 85 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4 Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (1`117) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=11.0 1 c Frame -Wood, Adjacent R=13.0 4 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=30.0 2881 b. Knee Wall (Vented) R=30.0 c N/A R= Area 296.25 fl' 11. Ducts a. Sup: Attic, Rel: Attic, AH: 2nd Floor b. Sup, Attic, Ret: 2nd Floor, AH: 2nd Floor 72.00 ft' 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0 0 c. other (see details) R= 12. Cooling systems ft' a. Central Unit b. Central Unit flz 13. Heating systems a. Electric Heat Pump 3.460 ft. b. Electric Heat Pump 0.312 Area 14. Hot water systems 1467.00 fl= a. Electric 1401.0011' b. Conservation features 13.00 N' None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: 11%1 Date: & , S_ / 7 Address of New Home: 7.S% Qo (1- r oy2- Cp_e _ City/FL Zip: Soft Area 1521 00 fF 1380,60 fl' 244.22 fl' ft' Area 1482.00 fl' 27.00 H= fl' R fl= 6 293.4 6 282.8 kBiu/hr Efficiency 25.2 SEER:16.00 25.2 SEER:16.00 kBtu/hr Efficiency 21.8 HSPF:9.00 21.8 HSPF:9.00 Cap: 50 gallons EF: 0.95 Pstat O4 HE STq O.n lnrr e•• - o < < OCr OD WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/24/2017 9:05 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 1' DEL -AIR Manual S Compliance Report 1111111Mo-11181comm a ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone 407-333-2665 Fax:407.333.38W Web WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot86ThornbrookeDarlin... Date: 6/4/2014 By: FJF Outdoor design DB: 92.50F Sensible gain: 16627 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.30F Latent gain: 3823 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 20449 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19203 Btuh 115% of load Latent capacity: 3785 Btuh 99% of load Total capacity: 22988 Btuh 112% of load SHR: 84% Design Conditions Outdoor design DB: 41.7°F Heat loss: 16638 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 1350/6 of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 1020/6 of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. c wri htsoft• 2017-Mar-24 09:04:52 9 Righl-SuileO Universal 2017 17.0.16 RSU24011 Page 1 14CCA .. rbnglonCGLW%Lol86ThornbrookeDarlinglonCGLW.rup Calc = MJ8 House laces W jDEL-AIR Manual S Compliance Report KWW0.= C°NDR1010118 a h u 2 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 17048 Btuh Latent gain: 2925 Btuh Total gain: 19973 Btuh Estimated airflow: 840 cfm Job: Lo186ThombrookeDarlin... Date: 6/4/2014 By: FJF Entering coil DB: 78.0°F Entering coil WB: 63.9°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17660 Btuh 104% of load Latent capacity: 3305 Btuh 1130/6 of load Total capacity: 20965 Btuh 1050/6 of load SHR: 84% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13589 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. C i htsoft' 2017- Mar-24 09:04:52 wr9 Right-Su4eO Universal 2017 17 0.16 RSU24011 Page 2 140CA... rlinglonCGLW%Lol86ThornbrookeDarlinglonCGLW rup Calc = MJ8 House laces W DEL -AIR Component Constructions Job: LOt86ThornbrOOkeDarlin... p Date: 6/4/2014 NEAnNo'wBCOIIm1roND1B Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407.333.2665 Fax 407-333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum board int lnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" gypsum board int Irish Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood frm, 16" o.c. stud Or Area U-value Insul R Htg HTM Loss Clg HTM Gain n= Btuhnt>.-F W-•F/Btuh ewhmr Btuh Btuhnr Btuh n 461 0.091 13.0 2.58 1186 2.34 1079 e 200 0.091 13.0 2.58 515 2.34 469 s 470 0.091 13.0 2.58 1209 2.34 1100 W 240 0.091 13.0 2.58 618 2.34 562 all 1370 0,091 13.0 2,58 3528 2.34 3210 n 470 0.095 7.5 2.69 1263 1.67 783 e 150 0.095 7.5 2.69 402 1.67 249 s 470 0.095 7.5 2.69 1264 1.67 784 sw 23 0.095 7.5 2.69 61 1.67 38 w 51 0.095 7.5 2.69 138 1.67 86 all 1164 0.095 7.5 2.69 3128 1.67 1940 e 30 0.032 30.0 0.91 27 2.38 71 227 0.091 13.0 2.58 583 1.44 327 Windows 2A-2ov• 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" lhk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 0 e overhang (5 it window ht, 1 it sep.); 6.67 If head ht e s W all 2A-2ov 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft e overhang (6.3 it window ht, 11.67 it sep.); 6.67 ft head ht all 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4' e gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 it overhang (8 it window ht, 0 ft sep.), 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 If head ht 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 15 0.340 0 9.62 144 10.8 162 15 0.340 0 9.62 144 30.4 455 130 0.340 0 9.62 1251 23.5 3060 39 0 340 0 9.62 374 10.6 411 58 0.340 0 9.62 561 30.4 1769 97 0.340 0 9.62 935 22.4 2180 72 0.580 0 16.4 1182 16.8 1213 6 0.340 0 MCA* wrightsoft' Right-SuileO Universal 2017 17 0 16 RSU24011 rhngfonCGLW\Lol86ThornbrookeDarbnglonCGLW.rup Calc = M.18 House faces: W 9.62 58 10.6 63 2017-Mar-24 09 04 52 Page 1 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, s 5 0.340 0 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, s 19 0.340 0 1/8" 1W NFRC rated (SHGC=0.31); 50% drapes, medium; 1 if overhang (6.25 ft window hi, 11.67 It sep.); 6.67 ft head ht 10C-v: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, sw 23 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (8 ft window ht, 0.33 it sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, w 15 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 ft window ht, 3.17 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 17 0.390 0 Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 gypsum board int fnsh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 ACCP.* wrightsoft• Righl-Suile® Universal 2017 17 0 16 RSU24011 riinglonCGLW\Lot86ThornbrookeDarlmglonCGLW rup Calc = MJ8 House laces W 9.62 48 12.2 61 9,62 185 12.2 234 9.62 225 8.71 203 9,62 144 30.4 455 11.0 190 12.0 207 0.91 1343 1.74 2574 1.41 18 0.71 9 28.0 4140 0 0 2017-Mar-24 09 04:52 Page 2 DEL -AIR Component Constructions Job: Lot86ThornbrookeDarlin... P Date: 6/4/2014 B MG - AM CONmrroHDlO mill 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 It Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 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 Insult R Htg HTM Loss Clg HTM Gain IP Ba,hm •F h'-•F/BWh BOrh/V Stuh BNh/hr Bluh Walls 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" lhk, 1/2" gypsum n 470 0.095 7.5 2.69 1263 1.67 783 board int fnsh a 150 0.095 7.5 2.69 402 1.67 249 s 470 0.095 7.5 2.69 1264 1.67 784 sw 23 0.095 7.5 2.69 61 1.67 38 w 51 0.095 7.5 2.69 138 1.67 86 all 1164 0.095 7.5 2.69 3128 1.67 1940 16A-30ad: Knee wall, asphalt shingles root mat, r-30 kw ins, 1/2" a 30 0.032 30.0 0.91 27 2.38 71 gypsum board int fnsh Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board ini fnsh, 2"x4" 227 0.091 13.0 2.58 583 1.44 327 wood irm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, Or innr, 1/4" gap, n 39 0.340 0 9.62 374 10.6 411 1/8" thk; NFRC rated (SHGC=O 31); 50% drapes, medium; 1 It e 58 0.340 0 9.62 561 30.4 1769 overhang (6.3 it window ht, 11.67 it sep.); 6.67 it head ht all 97 0.340 0 9.62 935 22.4 2180 2A-2ovd: 2 glazing, clr low-e outs, air gas, vni frm mat, Or innr, 1/4" a 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, s 5 0.340 0 9.62 48 12.2 61 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, s 19 0.340 0 9.62 185 12.2 234 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang (6.25 ft window ht, 11.67 It sep.), 6.67 it head ht 10C-v: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, sw 23 0.340 0 9.62 225 8.71 203 1/8" thk; NFRC rated (SHGC=0.31), 10 ft overhang (8 ft window ht, 0.33 it sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 17 0.390 0 11.0 190 12.0 207 c wri htsoft" 2017-Mar-24 09:04 52 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 3 rbnglonCGLW%Lol86ThornbrookeDarlinglonCGLW rup Calc = MJ8 House laces W Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 13 0.032 30.0 0.91 12 1 74 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 23 C Wrl htsoft' 2017-Mar-24 09:04:52 9 Right-Surle® Universal 2017 17 0 16 RSU24011 Page 4 ACCI . rlrngtonCGLW%Lol86ThornbrookeDarlrnglonCGLW rup Calc = MJ8 House laces: W Component Constructions Job: LOt86ThornbrOOkeDarlin... DEL -A R ahu 2 Byte. FJF 014 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407.333-2665 Fax: 407.333.3853 Web WWW.DEL-AIR.COM Project• • For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 ft Latitude: 28ON Outdoor: Heating Cooling Dry bulb (OF) 42 93 Daily range (OF) - 17 ( M) Wet bulb (OF) - 76 Wind speed (mph) 15.0 7.5 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Moisture difference (gr/lb) Infiltration: Method Construction quality Fireplaces Heating 70 28 30 1.5 Simplified Average 0 Cooling 75 18 50 46.4 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain b' Biuh/hr--F kr--F/Biuh Btuh/II' Btuh BNh/11a Btuh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 461 0.091 13.0 2.58 1186 2.34 1079 fnsh, 2"x4" wood frm, 16" o.c. stud a 200 0.091 13.0 2.58 515 2.34 469 s 470 0.091 13.0 2,58 1209 2.34 1100 w 240 0.091 13.0 2.58 618 2.34 562 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 30 0.340 0 9.62 289 10.6 317 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It e 30 0.340 0 962 289 30.4 911 overhang (5 It window ht, 1 ft sep.), 6.67 It head ht a 40 0.340 0 9.62 385 30.4 1214 s 15 0.340 0 962 144 10.8 162 w 15 0.340 0 9.62 144 30.4 455 all 130 0.340 0 9.62 1251 23.5 3060 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, s 6 0.340 0 9.62 58 10.6 63 1/8" Ihk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 it sep.); 6.67 It head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, w 15 0.340 0 9.62 144 30.4 455 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (5 It window ht, 3.17 it sep.); 6.67 It head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1469 0.032 30.0 0.91 1331 1.74 2551 gypsum board int fnsh Floors 20P-191 Flr floor, frm fir, 12" lhkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 2017-Mar-24 09:04 52 C Wrl IItSOft- 9 Right-Suile® Universal 2017 17 0.16 RSU24011 Page 5 4CC*- ..rlingionCGLW%Lol86ThornbrookeDarlingionCGLW.rup Calc = MJ8 House laces: W DEL -AIR Project Summary Job: Lot86ThombrookeDarlin... 7 Date: 6/4/2014 NEAiD -AMCONOIM1018 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333.3853 Web WWW DEL-AIR.COM Proiect Information For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/ 16 LS 6/21/16 JA LS 10/27/16 JA Desicin Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22696 Btuh Structure 21412 Btuh Ducts 7531 Btuh Ducts 12263 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 30227 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 33675 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 4165 Btuh Ducts 2583 Btuh Central vent (0 cfm) 0 Btuh Heatin Coolin Area (ft2) 288 288 Equipment latent load 6748 Btuh Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment total load 40422 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.0 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/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft Right-SuileO Universal 2017 17.0.16 RSU24011 2017-Mar-24 09:04 52 Page 1 okeDarlingionCGLWrup Calc = MJ8 House laces. WrhngionCGLW%Lol86Thornbro Project Summary Job: Lo186ThombrookeDarlin... RDEL-AIR anu Date: FJF 014 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD. FL 32771 Phone, 407-333-2665 Fax: 407-333.3853 Web. WWW.DEL-AIR.COM Proiect Information For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Desiggn Information Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 13403 Btuh Structure 11125 Btuh Ducts 3235 Btuh Ducts 5502 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh e) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 16638 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 16627 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2627 Btuh Ducts 1196 Btuh Central vent (0 cfm) 0 Btuh Heatingg coolingg none) Area (W 1467 1467 Equipment latent load 3823 Btuh Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equipment total load 20449 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.050 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point = 35 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Mar-24 09:04:52 wrightsoft' R,ghl-Suile® Universal 2017 17 0.16 RSU24011 Page 2 ACCA g rUnglonCGLW\Lo186ThornbrookeDaAmglonCGLW rup CaIC = MJ8 House laces: W j DEL -AIR Project Summary Job: LotWhornbrookeDarlin... 1 7 Date: 6/4/2014 HUM - AIR COMMIXIM0 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9293 Btuh Structure 10287 Btuh Ducts 4296 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh e) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13589 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 17048 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1538 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heatin Cooling none) Area (ft2 141 1414 Equipment latent load 2925 Btuh Volume (fl3) 13223 13223 Air changes/hour 0.43 0.22 Equipment total load 19973 Btuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.9 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230-++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating Input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0,049 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Mar-24 09:04 52 wrightsoft' Right.Suile® Universal 2017 17 0 16 RSU24011 ACCA Page 3g riongionCGLWkLol86ThornbrookeDarlingionCGLW rup Calc - MJ8 House laces W DEL -AIR Right-JO Worksheet A Entire House DEL -AIR HEATING & AIR CONDITIONING531CODISCOWAY, SANFORD. FL 32771 Phone: 407.333-2665 ax: 407.333-3853 Web: WWW.DEL-AIR COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Enure House 316.9 It 9.2 It 2939 3 f12 ahu 1 147.9 It 9.3 It 1470.0 112 Ty Construction number U-value BluNlt=-F) Or HTM B1uN112) Area (I12) 1 or perimeter (11) Load Btuh) Area (112) or perimeter (11) Load Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 C 12C-Osw 2A-2ov 0.091 0 340 n n 2.58 9.62 2.34 10.58 491 30 461 0 1186 289 1079 317 0 0 0 0 0 0 0 0 Vy C 13A-7.5ocs 2A-2ov 0 095 0 340 n n 2.69 9.62 1.67 10.58 508 39 470 0 1263 374 783 411 508 39 470 0 1263 374 783 411 11 T=12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0 340 a a a 2.58 9.62 9.62 2.34 3036 30.36 270 30 40 200 0 0 515 289 385 469 911 1214 0 0 0 0 0 0 0 0 0 0 0 0 y/ II G 13A-7.5ocs 2A-2ov 2A-2ovd 0.095 0.340 0.580 a a a 2.69 9.62 16.41 1.67 30.36 16.85 280 58 72 150 0 72 402 561 1182 249 1769 1213 280 58 72 150 0 72 402 561 1182 249 1769 1213 W 16A-30ad 12C-Osw 2A-2ov 2A-20v 0_032 0.091 0.340 0 340 a s s s 0_91 2.58 9.62 9.62 2.38 2.34 1058 10.77 30 491 6 15 30 470 6 13 27 71 30 30 0 0 0 27 0 0 0 71 0 0 0 V C 1209 58 144 1100 63 162 0 0 01 6 13A-7.5ocs 2A-20v 2A-2ov 0.095 0.340 0.340 s s s 2.69 9.62 9.62 1.67 12.15 12.15 494 5 19 470 0 0 1264 48 185 784 61 234 494 5 19 470 0 0 1264 48 185 784 61 234 y/ C 13A-7.5ocs 10C.v 0.095 0.340 sw sw 2.69 9.62 1.67 8.71 46 23 23 23 61 225 38 203 46 23 23 23 61 225 38 203 y/ G 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 w w w 2.58 9.62 9.62 234 30.36 30.36 270 15 15 240 0 0 618 144 144 562 455 455 0 0 0 0 0 0 0 0 0 0 0 0G W 13A-7.5ocs 0.095 w 2.69 1.67 51 51 138 86 51 51 138 86 Fj D 12C-Osw 11 DO 0.091 0.390 n 2.58 11.04 1.44 11.99 244 17 227 17 583 190 327 207 244 17 227 17 583 190 327 207 C 16B-30ad 0.032 0.91 1.74 1483 1483 1343 2574 13 13 12 23 F F 20P-191 22A-Ipl 0W 0.989 1.41 0.71 13 13 18 9 0 0 0 0 27,99 0.00 1470 148 4140 0 1470 148 4140 0 6 c) AED excursion 0 0 Envelope losstgain 16985 15808 10656 6459 12 a) Infiltration b) Room ventilation 5711 0 1809 0 2748 0 870 0 13 Internal gains: Occupants @ 230 Appliances/olher 6 1380 2415 6 1380 2415 Subtotal (lines 6 to 13) 22696 21412 13403 11125 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 33% 1 57% 0 0 0 22696 7531 0 0 0 21412 12263 24/ 49% 0 0 0 13403 3235 0 0 0 11125 5502 Total room load Air required (clm) 30227 1680 33675 1680 1 16638 1 840 16627 840 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A - F- wrightsoTt- 2017-Mar-24 09:04.52 Righl-Suite® Universal 2017 17 0.16 RSU24011 Page 1 rhnglonCGLW%Lol86Thornbrooke0arnngionCGLW rup Calc = MJ8 House laces. W DEL --AIR IMAM • = ca,mnmmro Right-JO Worksheet Entire House DEL -AIR HEATING 8r AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333.2665 Fax 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169.0 It 9.0 It 1469.3 Its Ty Construction number number U-value Btuh/IIz-'F) Or HTM 13 Area (112) or penmeter (II) Load Btuh) Area or penmeter Load Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 VN G 22 Osw A-2ov 0.091 0.340 n n 2.58 962 2.34 10.58 491 30 461 0 1186 289 1079 317 y/ G 13A-7.5ocs 2A-2ov 0.095 0.340 n n 2.69 9.62 1.67 10.58 0 0 0 0 0 0 0 0 11 Vy 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 a a a 2.50 9.62 9.62 2.34 30.36 30.36 270 30 40 200 0 0 515 289 385 469 911 1214 V:CCC' 13A-7.5ocs 2A-2ov 2A-2ovd 0.095 0.340 0.580 a a a 2.69 9.62 16.41 1.61 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 W y/ 16A•30ad 12C-Osw 2A-2ov 2A-2ov 0_Q02 a s s s 0.91 2.58 9.62 9.62 2_38 2.34 10.58 10.77 0 0 0 0 0.091 0.340 0.340 491 6 15 470 6 13 1209 58 144 1100 63 162L _{; L2 13A-7.5ocs 2A-2ov 2A-2ov 0.095 0.340 0.340 s s s 2.69 9.62 9.62 1.67 12.15 12.15 0 0 0 0 0 0 0 0 0 0 0 0 y/ 0 13A-7.5ocs IOC-v 0.095 0.340 sw sw 2.69 9.62 1.67 8.71 0 0 0 0 0 0 0 0 12C-0sw 2A-2ov 2A-2ov 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 30.36 30.36 270 15 15 240 0 0 618 144 144 562 455 455 W 13A-7.5ocs 0.095 w 2.69 1.67 0 0 0 0 R D 12C-Osw 11 DO 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 1469 1469 1331 2551 F 2OP-191 0_O50 0.989 1.41 71 13 13 18 9 F 22A-Ipl 27.99 0 00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 6329 9348 12 a) Infiltration b) Room ventilation 2963 0 939 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 0 Subtotal (lines 6 to 13) 9293 10287 14 15 Less external load Less transler Redistribution Subtotal Duct loads 1 461% 66% 0 0 0 9293 4296 0 0 0 10287 6761 Total room load Air required (clm) 135N 840 170Q 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoTt- 2017-Mar-24 09,04:52 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 rlinglonCGLW%Lol86ThornbrookeDarlingionCGLW rup Calc - MJ8 House laces: W DEL --AIR Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR NG 531 CODISCO WAY, SANFORD, FL 3277111 PAND4071ON665 Fax: 407.333.3853 Web- WWW DEL -AIR COM Job: LoINT'hombrookeDarlingto... Date: 6/4/2014 By: FJF t Room name ahu 1 mslr rm 2 Exposed wall 147.9 It 42.0 It 3 Room height 9.3 It 9.3 It heal/cool 4 Room dimensions 17.0 x 15.5 It 5 Room area 14700 112 263 5 112 Ty Construction U-value Or HTM Area (I12) Load Area (112) Load number BtuNliZ•F) BIu11/119 or perimeter (11) Bluh) or perimeter (It) Btuh) IHeatICodGrossIN/P/S Heat I Cool Gross I N/P/S Heal I Cod E,__ 132qv I00.095 n.340I I 2.69 O 0. 001 I 508 I470I t2631 783I 89I 89I 238I t481n9.62 t0.58 39 0 374 Ott 0 0 0 0 1 N-Wi'v V.%=I V V W V 2A-2ov 0 340 a 0.00 0 C 2A-20v 0.340 a 0.00 0_C 13A-7.5ocs 0.095 e 269 1.E 2A-20v 0.340 e 962 30. 2A-2ovd 0.580 a 16 41 16 E 16A-30.d 02 0.091 e 0 91 2.2 12C-Osw s 0.00 0 C 2A-20v 0.340 s 0.00 OX 2A-20v 0.340 s 000 0 C 13A-7 Socs 0.095 s 2.69 1.E 2A-2ov 0.340 s 9.62 12.1 2A-20v 0.340 s 9.62 12.1 13A-7.5ocs 0.095 sw 2.69 1.E 10C-v 0.340 sw 962 8.7 12C-Osw 0.091 w 0.00 O.0 2A-20v 0.340 w 0.00 O.0 61 V 0 0 232 561 0 27 0 0 0 426 0 0 0 0 0 0 61 c) AED excursion 10 1 1 340 Envelope losstgain 10656 6459 2660 2736 12 a) Infiltration 2748 870 822 260 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 113403 11125 3482 3827 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribulion 0 0 0 0 14 Subtotal 13403 11125 3482 3827 Duct loads 1 24% 49% 3235 5502 24 % 49"/, 840 1893 r Total room load 16638 16627 1 43221 5719 Au required (clm) w840 218 289 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft" 2017-Mar-24 09 04.52 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 riingionCGLW%Lol86ThornbrookeDarlingionCGLW.rup Calc = MJ8 House laces W DEL --AIR remora - AM cm noiairo Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax 407-333.3853 Web. WWW DEL-AIR.COM Job: Lo186ThornbrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mslr bth 12.0 It 93 It heal/cool 12.0 x 80 It 96.0 02 mslr wic 0 It 9.3 If heal/cool 6.5 x 7.5 It 48.8 It= Ty Construction number Uwalue Bluh/II2-'F) Or HTM Btuh/112) Area (II2) or perimeter (II) Load Btuh) Area (111) or perimeter (11) Load Bluh) Heal Cod Gross N/P/S Heat cool Gross N/P/S Heat Cod 6 VII G 12C-Osw 2A-2ov 0.091 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 y/ 13A-7.5ocs 2A-2ov 0.095 0.340 n n 2.69 9.62 1.67 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 Vy L('; 12C-0sw 2A-2ov 2A-20v 13A-7.5ocs 2A-2ov 2A-2ovd 0.091 0 340 0.340 0.095 0 340 0 580 a a e a a a 0.00 0.00 0_00 2.69 9.62 16.41 0.00 0.00 0_O0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.67 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0 032 0.091 0.340 0.340 e s s s 091 0.00 0.00 0.00 2_38 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 VI/ 12C-Osw 2A.2ov 2A-2ov C 13A-7.5ocs 2A-2ov 2A-2ov 0.095 0.340 0.340 s s s 2.69 9.62 9.62 1.67 12.15 12.15 112 0 0 112 0 0 301 0 0 187 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ C 13A-7 5ocs 1 OC-v 0 095 0.340 sw sw 2.69 9.62 1.67 871 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vf/ CC 12C-Osw 2A.2ov 2A-2oy 0.091 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 W 13A-7.5ocs 0.095 w 2.69 1.67 0 0 0 0 0 0 0 0 q D 12C-Osw 11DO 0.091 0.390 n 2.58 11,04 1.44 119_9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0 032 091 1.74 0 0 0 0 0 0 0 0 F 2OP-191 0_050 0.989 000 2799 0 00 000 0 96 0 12 0 336 0 0 Q 0 0 F 22A-0 0 49 0 0 0 6 c) AED excursion 21 0 Envelope losstgain 637 165 0 0 12 a) Infiltration b) Room ventilation 218 0 69 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 5 Subtotal (lines 6 to 13) 855 235 0 5 14 151 Less external load Less transler Redistribution Subtotal Duct loads 24% 1 49%61 0 0 0 855 206 0 0 0 235 116 24% 491% 0 0 0 0 0 0 0 0 5 2 Tolal room load Air required (clm) 1061 54 351 18 0 0 7 0 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A -- wrigF tSoTt" Right-SuileO Universal 2017 17.0.16 RSU24011 2017-May0 Pagge 4 rlrngionCGLW% Lol86ThornbrookeDarlingionCGLW.rup Catc = MJ8 House laces W DEL -AIR rumao • = cowonamw Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING531CODISCOWAY, SANFORD, FL 32771 Phone: 407.333-2665 ax: 407.333.3853 Web WWW.DEL-AIR.COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area msir we 0 It 9.3 it heat/cool 5.5 x IS 11 19.3 42 den 21.0 It 93 11 heat/cool 1.0 x 146 5 It 146.5 112 Ty Conslruclion number U-value BluWfl2-1F) Or HTM BIu1V112) Area (112) or perimeter (11) Load Btuh) Area (112) or perimeter (11) Load Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VIl Ci 12C•Osw 2A-2W 0.091 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 y/ Ili 13A•7.5ocs 2A-2ov 0.095 0.340 n n 2.69 9.62 1.67 1058 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 V=12C-Osw 2A-2ov 2A•2ov 0.091 0.340 0.340 a a a 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 v C C 13A-7.5ocs 2A-2ov 2A-2ovd 0.095 0,340 0,580 a a a 2.69 9.62 16.41 1.67 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W VjJ 16A•30ad 12C-Osw 2A•2ov 2A-2ov 0_032 a 0_91 0.00 0.00 0.00 2.38 0.00 0 00 000 0 0 0 0 0 0 0 0 0 0 0 0.091 0.340 0.340 s s s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C v C G 13A-7.5ocs 2A-2ov 2A•2ov 0.095 0.340 0.340 s s s 2.69 9.62 9.62 167 1215 12.15 0 0 0 0 0 0 0 0 0 0 0 0 145 0 19 125 0 0 337 0 185 209 0 234 y/ G 13A-7.5ocs 10C•v 0.095 0.340 sw sw 2.69 9.62 1.67 8.71 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-2oV 2A-2ov 0.091 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 w 2.69 167 0 0 0 0 51 51 138 86 q T-D 12C-Osw 11 DO 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F F 20P_19t 22A-tpl O.O50 OQQ OQQ 0 0 0 0 0 147 0 21 0 588 0 00.989 27.99 000 19 0 0 0 6 c) AED excursion 0 4 Envelope loss/gam 0 0 1248 532 12 a) Infiltration b) Room ventilation 0 0 0 0 382 0 121 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 5 0 0 0 Subtotal (lines 6 to 13) 0 5 1630 653 14 15 Less external load Less transfer Redistribution Sublolal Ducl loads 24%1 49'/0 0 0 0 0 1 0 0 0 0 5 2 24% 491% 0 0 0 1630 393 0 0 0 653 323 Total room load Air required (c1m) 0 0 7 0 2023 102 976 49 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. 40- wrilghtsoft Righl•Swle® Universal 2017 17 O. t6 RSU240t1 2017-Mar-24 0 PO4e 5 rtinglonCGLW1Lo186ThornbrookeDarlinglonCGLW rup Calc = MJ8 House laces, W 9 DEL -AIR Nuffm • M txrrmrrlmmro Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone 407-333.2665 Fax: 407-333.3853 Web. WWW.DEL-AIR.COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area util 4.0 It 9.3 It heal/cool 4.0 x 11 5 It 46.0 112 pwdr 4.0 It 9.3 It heal/cool 4.0 x 11.5 11 460 112 Ty Construction U-value Btuhr112-IF) Or HTM Bluhl119 Area (II2) or perimeter (11) Load Btuh) Area (112) or perimeter (11) Load Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 V1! G 12C-Osw 2A• D 0,091 0.340 a 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 13A-7.5ocs 2A-2ov 0.095 0 340 n n 2.69 9.62 1.67 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 IL2121;-Osw 2A-2ov 2A-2ov 0.091 0.340 0 340 a a a 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 VLS13A•7.5ocs 2A-2ov 2A-2ovd 0 095 0 340 0 580 a a a 2.69 9.62 16.41 1.67 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0 032 e s s s 091 000 0.00 0.00 2.38 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VN 12C•Osw 2A-2ov 2A-2ov 0.091 0.340 0 340 0 0 0 0 0 0 0 0 0 0 0 0 13A-7.5ocs 2A-2ov 2A•2ov 0.095 0.340 0.340 s s s 2.69 9.62 9.62 1.67 1215 12.15 37 0 0 37 0 0 100 0 0 62 0 0 37 5 0 32 0 0 87 48 0 54 61 0 yL 13A-7.5ocs 10C•v 0.095 0.340 sw sw 2.69 9.62 1.67 8,71 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I--fi 12C-Osw 2A•2ov, 2A•2ovl 0.091 0.340 0.340 w w w 0.00 0.00 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0 095 w 2.69 1.67 0 0 0 0 0 0 0 0 I::;12C-Osw 11 DO 1 0.091 0.390 n 2.58 11.04 1 44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP•191 0.050 O 00 0 00 0 0 0 0 0 0 0 0 F 22A•Ipl 0.989 27.99 000 46 4 112 0 46 4 112 0 6 c) AED excursion 57 4 Envelope loss/gain 212 5 247 118 12 a) Inlillralion b) Room venlilalion 73 0 23 0 73 0 23 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 600 0 0 0 Subtotal (lines 6 to 13) 285 628 320 141 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 24% 49% 0 0 0 285 1 69 0 0 0 628 311 24% 49% 0 0 0 320 77 0 0 0 141 70 Total room bad Air required (cfm) I I 354 18 939 47 397 20 211 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1k wrightsoft- 2017-Mar-24 09 04 52 Righl-Suite® Universal 2017 17 0 16 RSU24011 Page 6 rlinglonCGL1MLol86ThornbrookeDarlinglonCGLW.rup Calc = MJ8 House laces W DEL --AIR Right-J® Worksheet MMTM- t ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax, 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area family rm 35.0 It 9.3 11 heal/cool 20.5 x 14.5 It 297.3 112 dining rm 100 It 9.3 11 heal/cool 1.0 x 210 0 It 210.0 112 Ty Construction number U-value SWWII2 eF) Or HTM BIu1Vlf2 Area (f12) or perimeter (It) Load Bluh) Area (112) or perimeter (it) Load Bluh) Heat Cool Gross N/P/S Heat cool Gross N/P/S Heat Cod 6 V(/ C 12C Osw 2A•2ov 0.091 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 13A-7.5ocs 2A-2ov 0.095 0.340 n n 269 962 1.67 10.58 191 0 191 0 514 0 319 0 93 39 54 0 146 374 91 411 11 Vj/ CG 12C•Osw 2A-2ov 2A-20v 0,091 0 340 0.340 a a a 0.00 0.00 0.00 0.00 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fGGi i3A-7.5ocs 2A•2ov 2A-2ovd 0.095 0.340 0.580 a e a 2.69 962 16.41 1.67 30.36 1685 135 0 72 63 0 72 170 0 1182 106 0 1213 0 0 0 0 0 0 0 0 0 0 0 0 W 16A•30ad 12C-Osw 2A-2ov 2A•2ov 0_032 0.091 0.340 0 340 a s 5 s 0.91 0.00 0.00 0.00 238 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 13A-7.5ocs 2A-2ov 2A-2ov 0.095 0 340 0.340 s s s 2.69 962 9.62 1.67 12.15 12.15 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•7 .5ocs 10C-v 0.095 0.340 sw sw 269 962 1.67 871 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00G0 Val 12C•Osw 2A•2W 2A•2ov 0,091 0.340 0.340 w w w 000 0.00 000 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0it W 13A-7.5ocs 0,095 w 2.66 1.67 0 0 0 0 0 0 0 0 Fj U 12C-Osw 11 DO 0.091 0.390 n 2.58 11 04 1.44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P-191 0w 0.989 0_00 27.99 0l)0 0.00 0 297 0 35 0 980 0 0 0 0 0 F 22A-Ipl 0 210 10 280 0 6 c) AED excursion 229 66 Envelope loss/gain 2846 1408 800 436 12 a) Infiltration b) Room ventilation 636 0 201 0 182 0 58 0 13 Internal gains: Occupants @ 230 Appliances/other 4 920 0 1 230 0 Sublolal (lines 6 to 13) 3482 2530 982 724 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 24% 49% 0 0 0 3482 840 0 0 0 2530 1251 24%1 495/6 0 0 0 982 237 0 0 0 724 358 Taal roan load Air required (clm) 4322 218 3781 191 1219 62 1082 55 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A - ft wrightsoft- 2017-Mar-24 09 04:52 Right-SudeO Universal 2017 17.0 16 RSU24011 Page 7 rIingionCGLW\Lol86ThornbrookeDartingionCGLW rup Calc - MJ8 House laces: W Job: Lot86ThornbrookeDarlingtoDEL-AIR Right-J® Worksheet... M"1110-AM ` ahu 1 Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax: 407.333.3853 Web WWW.DEL-AIR.COM 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area pantry 0 It 9.3 It heal/cool 60 x 3.5 It 21.0 Ile kitchen 19.9 If 9.3 It heat/cool 1.0 x 275.8 II 275.8 42 Ty Construction number U-value BtuWItz-F) Or HTM Bluh/II2) Area (119 or perimeter (II) Load Btuh) Area (II2) or perimeter (II) Load Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 VN C 12C•Osw 2A•Zov 0.091 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 y/ I--( 13A-7.5ocs 2A-2ov 0.095 0.340 n n 2.69 9,62 1,67 10.58 0 0 0 0 0 0 0 0 135 0 135 0 364 0 226 0 11 i--C I-C 12C-Osw 2A-2ov TA-2ov 0.091 0.340 0.340 a a e 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 00 0 0 0 0 0 0 0 0 fGG 13A-7.5ocs 2A-2ov 2A•2ovd 0.095 0.340 0.580 a a a 2.69 9.62 16.41 1.67 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A•30ad 0032 0.091 0.340 0.340 e s s s 091 0.00 0.00 000 2.38 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 V G 12C-Osw 2A•20v 2A-20vLam; GGG 13A-7 Sots 2A-20v 2A-2ov 0.095 0.340 0.340 s s s 2.69 9.62 962 1.67 12.15 12.15 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 0 0 13 0 0 8 0 0 y/ Y-C 13A•7.5ocs 1 OC-v 0.095 0.340 sw sw 2.69 962 1.67 8.71 0 0 0 0 0 0 0 0 46 23 23 23 61 225 38 203 Vj/ E--G 12C-Osw 2A-2ov 2A•2ov 0.091 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 01-G W 13A-7.5ocs 0.095 w 2.69 1.67 0 0 0 0 0 00 0 q D 12C-Osw 11 D0 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 244 17 227 17 583 190 327 207 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 13 13 12 23 F 20P-191 0.050 000 27.99 0.00 0 0 0 0 0 0 20 0 557 0 0F22A•tpl 0.989 0.00 21 0 0 0 276 6 c) AED excursion 0 27 Envelope loss/gain 0 0 20051 1058 12 a) Infiltration b) Room ventilation 0 0 0 0 363 0 115 0 13 Internal gams: Occupants @ 230 Appliances/other 0 0 5 0 0 1200 Subtotal (Imes 6 to 13) 0 5 2368 2373 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 24% 49%l 0 0 0 0 0 0 0 0 5 2 24 % 49% 0 0 0 2368 571 0 0 0 2373 1174 Total room load Au required (clm) 0 0 7 0 1 29391148 3547 179 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - Fk wriightsruf * 2017•Mar•24 09,04.52 Righl-SuileO Universal 2017 17.0.16 RSU24011 Page 8 rIingionCGLW1Lol86ThornbrookeDarlmgionCGLW.rup Calc = MJ8 House laces W DEL -AIR 1anloro • ea Ibrmrrlolmw Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CQNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone, 407.333-2665 Fax: 407.333.3853 Web: WWW DEL-AIR.COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF I 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169.0 11 9.0 It 1469.3 IIz rm 2 39.5 11 9.0 It heal/cool 145 x 15.5 It 224.8 It2 Ty Construction number U-value Bluh/II2-'F) Or HTM 81uh/112) Area (II2) 1 or perimeter (II) Load Btuh) Area (fl2) or perimeter (fl) Load Bluh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heal Cool 6 VII L_G 12 gw2q-2ov 0.091 0.340 n n 258 962 2.34 10 58 491 30 461 0 1186 289 1079 317 86 0 86 0 220 0 200 0 y/ G' 13A-7.5ocs 2A•2ov 0.095 0 340 n n 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 GGG 12C-Osw 2A-2ov 2A•20v 0.091 0.340 0.340 a e a 2.58 962 9.62 2.34 30.36 30_36 270 30 40 200 0 0 515 289 3851214 469 911 140 30 0 110 0 0 282 289 0 257 911 0 1 I-C I-C 13A-7.5ocs 2A•2ov 2A-2ovd 0.095 0.340 0.580 a a a 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 W C 16A•30ad 12C-Osw 2A-2ov 2A•20v 0_032 0.091 0.340 0.340 e s s s 0_00 258 9.62 962 0 00 2.34 10.58 10.77 0 491 6 15 0 470 6 13 0 1209 58 144 0 1100 63 162 0 131 0 0 0 131 0 0 0 336 0 0 0 306 0 0 I-G6 13A-7i5ocs 2A-2o ' 2A•20v 0.095 0.340 0.340 s s s 000 0.00 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ Y_G 13A-7.5ocs 10C•v 0.095 0.340 sw sw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj/ G 12C-Osw 2A•2ov 2A•2ob 0.091 0.340 0.340 w w w 2.58 9.62 9.62 234 30.36 30.36 270 15 15 240 0 0 618 144 144 562 455 455 0 0 0 0 0 0 0 0 0 0 0 0Imo; W 13A-7.5ocs 0.095 w 0.00 0.00 0 0 0 0 0 0 0 0 q D 12C 0sw 11 DO i 0.091 0.390 n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 1469 1469 1331 2551 225 225 204 390 F 20P-191 OU50 0.%9 1.41 0.71 13 13 1fi 9 0 0 0 0 F 22A•Ipl 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 60 Envelope loss/gain 6329 9348 1330 2124 12 a) Infiltration b) Room ventilation 2963 0 939 0 693 0 219 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1 9293 10287 20231 2343 14 Less external load Less transfer Redistribulion Subtotal Ducl bads 1 461/0 66/6 0 0 0 9293 4296 0 0 0 10287 6761 46/6 661/6 0 0 0 2023 935 0 0 0 2343 1540 r Total room load Air required (ctm) I 1 13589 1 840 17048 840 1 1 2958 1 183 3883 191 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Z= 411- wrightsofft' 2017-Mar-24 09:04.52 Right-Smle® Universal 2017 17.0 16 RSU24011 Page 9 riongionCGLW%Lol86ThornbrookeDarlingionCGLW rup Cal: = MJ8 House laces: W RDEL--AIR1"MM • M Cmmrrlmmra Right-JO Worksheet ahu 2 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 3277t hone: 407-333.2665 ax: 407.333.3853 Web* WWW DEL -AIR COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area bIh 2 9.0 It 9.0 II heat/cool 9.0 x 6.0 11 54 0 02 bth 3 11.5 It 9.0 It heal/cool 11.5 x 60 It 69.0 Ili Ty Construction number U-value Btuh II1L'F) Or HTM BlulVll2) Area (Il) or perimeter (11) Load Btuh) Area (fig or perimeter (II) Load Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W C 2 0sw A•2w 0.091 0.340 n n 2.58 9.62 234 10 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 13A-7.5ocs 2A-2ov 0.095 0.340 n n 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 Vjl 1- G 12C-Osw 2A-2ov 24.2ov 0.091 0 340 0.340 a a a 2.58 9.62 9.62 2.34 30,36 30.36 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•7.5ocs 2A-2ov 2A•2ovd 0 095 0.340 0 580 e e e 000 000 000 0.00 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vj/ I-{C 16A-30ad 12C-Osw 2A•2ov 2A-2ov 0_032 0.091 0.340 0.340 e s s s 0.00 2.58 9.62 9.62 0_00 2.34 10.58 10.77 0 81 6 0 0 75 6 0 O 193 58 0 0 176 63 0 0 104 0 0 0 104 0 0 0 267 0 0 0 243 0 0 13A-7.5ocs 2A•2ov 2A-2ov 0.095 0.340 0.340 s s s 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 G 13A•7 Sots 10C-v 0.095 0.340 sw sw 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val C 12C-Osw 2A•20v 2A•2pv 0.091 0.340 0.340 w w w 2.58 9.62 9.62 234 3036 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VG W 13A-7 Sots 0.095 w 0.00 0.00 0 0 0 0 0 0 0 0 q D 12C•Osw 11 DO 0.091 0.390 n 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 54 54 49 94 69 69 62 120 F 2OP-191 0.050 141 0.71 0 0 0 0 0 0 0 0 F 22A•Ipl 09 0 00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 43 47 Envelope loss/gain 300 290 329 315 12 a) Infiltration b) Room ventilation 158 0 50 0 202 0 64 0 13 Internal gains- Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 458 340 531 379 14 15 Less external load Less transler Redistribution Subtotal DuclloadS 46/6 66% 0 0 0 458 212 0 0 0 340 224 46% 66/6 0 0 0 531 245 0 0 0 379 249 Tolal room load Air required (clm) 669 41 564 28 776 48 628 31 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk wrightsoft- 2017-Mar-24 09 04.52 zA Righl-SuileO Universal 2017 17.0.16 RSU24011 Page 10 rlinglonCGLW1Lol86ThornbrookeDarlinglonCGLW.rup Calc - MJ8 House laces: W j' DEL -AIR 1QD=- ea COND"M m e Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD. FL 32771 hone. 407.333.2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 4 28.0 It 9.0 It heaVcool 14.0 x 14.0 It 1960 112 rm 3 wic 7.0It 9.0 It heal/cool 9.5 x 5.0 It 475 112 Ty Construction number U-value BtulVfl2-'F) Or HTM Elluh/It2) Area (fl2) or perimeter (It) Load Stuh) Area (112) or perimeter (it) Load Bluh) Heal cod Gross N/P/S Heal cool Gross N/P/S Heat cod 6 VN L -G 12C•Osw 2A•2ov 0.091 0.340 n n 2.5B 962 2.34 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl L -C 13A•7.5ocs 2A-2ov 0.095 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 11 Vj/ 12C-Osw 2A•2ov 2A-2ov 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.34 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 13A-7.5ocs 2A-2ov 2A-2ovd 0.095 0.340 0.580 a a a 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 W V I--G 16A_30ad 12C-Osw 2A•2ov 2A•20v Q032 0.091 0.340 0.340 e s s s L00 2.58 9.62 9.62 0_00 234 10.58 10.77 0 0 0 0 0 0 0 0 126 0 15 Ill 0 13 286 0 144 260 0 162 is 0 0 16 0 0 46 0 0 42 0 0G v I--fi t-C 13A•7.5ocs 2A•2ov 2A-2ov 0.095 0.340 0.340 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ C 13A•7.5ocs 1OC-v 0.095 0.340 sw sw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj/ l 12C-Osw 2A•2ov 2A-2ov 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 30.36 30.36 126 15 0 111 0 0 286 144 0 260 455 0 45 0 0 45 0 0 116 0 0 105 0 01L' W 13A-7 Sots 0.095 w 0.00 0 00 0 0 0 0 0 0 0 0 q D 12C•Osw 11 DO 0.091 0.390 n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-3Dad 0.032 0.91 1.74 196 196 177 340 48 48 43 82 F 20P_191 AAV 0.989 141 0.71 0 0 0 0 11 11 16 8 F 22A•Ipl 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 9 31 Envelope loss/gain 1038 1469 221 207 12 a) Inhllration b) Room ventilation 491 0 155 0 123 0 39 0 13 Internal gams' Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1529 1624 1344 246 14 15 Less external load Less Iransler Redistribution Subtotal Ducl loads 461. 661/6 0 0 0 1529 707 0 0 0 1624 1068 461/6 66% 0 0 0 344 159 0 0 0 246 162 Total room load Air required (clm) 2236 138 2692 133 1 503 31 408 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft" 2017•Mar•24 09 04 52 Righl-SuileO Universal 2017 17.0 16 RSU24011 Page 11 rlinglonCGLW1Lol86ThornbrookeDarlingionCGLW rup Calc = MJ8 House laces: W 1 DEL -AIR Right-JO Worksheet 1rtjffm.anl rram a ahu 2 DEL -AIR HEATING & AIR CONDITIONINg531CODISCOWAY, SANFORD, FL 32771 Phone: 407.333-2665 ax 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot86ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 3 24.0 11 90 11 heal/cool 130 x 11.0 It 143.0 112 1011 11.5 It 90 It heat/cool 11.5 x 11.0 It 126.5 It= Ty Conslruclion number U-value Bluh/IIZ•F) Or HTM Bluh/Il2) Area (I12) or perimeter (It) Load Bluh) Area (112) or perimeter (It) Load Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VY C 12C-Osw 2A-2ov 0.091 0 340 n n 2.58 9.62 2.34 10.58 117 0 117 0 301 0 274 0 104 30 74 0 189 289 172 317 t-f 13A-7.5ocs 2A-2ov 0.095 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 11 C C 12C-Osw 2A-2ov 2A-20v 0.091 0 340 0.340 a a e 2.58 9.62 9.62 2.34 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v I-C6 13A-7.5ocs 2A-2ov 2A-2ovd 0.095 0.340 0.580 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W y/ I-C 16A-30a0 2C-Osw 2A-2ov 2A-2ov o_032 a 0.00 00 0 0 0 0 0 0 0 0 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 10.58 10,77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ t_GG 13A-7.5ocs 2A-2ov. 2A-2ov 0.095 0.340 0.340 s s s 0.00 0.OD 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 6 13A-7.5ocs tOC-y 0.095 0.340 sw sw 0.00 0.00 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj/ I- 12C-osw 2A-2w 2A-2ov 0.091 0.340 0.340. w w w 2,58 962 9.62 2.34 30.36 30.36 99 0 15 84 0 0 216 0 144 197 0 455 0 0 0 0 0 0 0 0 0 0 0 0Lt W 13A-7.5ocs 0.095 w 0.00 0.00 0 0 0 0 0 0 0 0 Ij D 12C-0sw 11 DO 0.091 0.390 n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1,74 143 143 130 248 127 127 115 220 F 20P-191 0_050 1.41 971 1 1 2 1 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 93 86 Envelope loss/gain 793 1268 593 623 12 a) Infiltration b) Room ventilation 421 0 133 0 202 0 64 0 13 Internal gains Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1214 1402 794 687 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 46% 66/. 0 0 0 1214 1 561 0 0 0 1402 921 461/, 66/6 0 0 0 794 367 0 0 0 687 452 Total room load Air required (clm) 1775 1101 2323 114 1161 72 1139 56 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk wrightsvft- 2017-Mar-24 09 04 52 Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 12 rlingionCGLW1Lol86Thornbrooke0ar1inglonCGLW.rup Calc = M,18 House laces: W DEL --AIR runmo • mr lmmmmmre Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone 407-333-2665 Fax: 407.333.3853 Web WWW DEL-AIR.COM Job: Lot86ThornbrookeDarlingto... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area bonus rm 35.0 11 9.0 It heat/cool 20.5 x 14.5 II 297.3 It2 stairs 3.5 It 9.0 ft heat/cool 1.0 x 311.3 II 311.3 112 Ty Construction number B'u lue F ) Or HTM BIuNf12) Area (119 I or perimeter (II) Load Btuh) Area (112) I or perimeter Ill) Load Btuh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VI/ G 12C-0sw 2A•2ov 0 091 0 340 n n 2.58 9.62 2.34 10.58 185 0 185 0 475 0 432 0 0 0 0 0 0 0 0 0 y/ l-C 13A-7.5ocs 2A-20v 0.095 0.340 In In 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 III Vjl 12C-Osw 2A•2ov 2A-20v 0 091 0.340 0 340 a a a 2.58 9,62 9.62 2.34 30.36 30.36 131 0 40 91 0 0 233 0 385 212 0 1214 0 0 0 0 0 0 0 0 0 0 0 0 13A•7.5ocs 2A•2ov 2A-2ovd 0.095 0.340 0.580 a a a 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 W 16A-30ad O_0M 0.091 0.340 0.340 e s s s 0 00 258 9.62 9.62 0_00 2.34 10.58 10.77 0 0 0 0 0 0 0 0 VVyy I--G 12C-Osw 2A-2ov 2A-2ov 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 32 0 0 81 0 0 74 0 01-G 13A-7.5ocs 2A-2bv 2A-2ov 0.095 0.340 0.340 s s s 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 yLG 13A-7.5ocs IOC•v 0.095 0.340 sw sw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I. G 12C-0sw 2A-2ov 2A-20v 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G W 13A•7.5ocs 0.095 w O.OD 0.00 0 0 0 0 0 0 0 0 q L-D 12C-Osw 11 DO ' 0.091 0.390 n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 091 1,74 297 297 269 516 311 311 282 540 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A•Ipl 0.989 000 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 133 70 Envelope loss/gain 1362 2508 363 544 12 a) Infiltration b) Room ventilation 614 0 194 0 61 0 19 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1976 2702 1424 563 14 151 Less external load Less transfer Redistribution Subtotal Duct bads 46% 661/6 0 0 0 1976 914 0 0 0 2702 1776 46°/, 661/6 0 0 0 424 196 0 0 0 563 370 Tolal room load Air required (clm) 2889 179 4478 221 621 38 933 46 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsv t" 2017-Mar-24 09.04:52 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 13 rlinglonCGLW\Lol86ThornbrookeDarlinglonCGLW.rup Calc - MJ8 House laces. W Duct S stem Summar Job: LotWhornbrookeDarlin... DEL --AIR y y Date: 6/4/2014 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333.2665 Fax: 407.333-3853 Web, WWW DEL-AIR.COM For: Taylor Morrison Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100f1 0,148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 162 it Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matt Actual Ln (it) Ftg.Egv Ln (it) Trunk den h 2023 102 49 0,195 6.0 Ox0 VIFx 27.8 95.0 stl dining rm h 1219 62 55 0.196 6.0 Ox 0 VIFx 27.1 95.0 stl family rm h 4322 218 191 0.183 8.0 Ox 0 VIFx 36.2 95.0 stl kitchen c 3547 148 179 0.212 8.0 Ox 0 VIFx 18.1 95.0 stl mser blh h 1061 54 18 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mser rm c 5719 218 289 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mser We c 7 0 0 0,164 4.0 Ox 0 VIFx 36.7 110.0 st3 rrlstrWic c 7 0 0 0,159 4.0 Ox0 VIFx 41.1 110.0 st3 Pantry c 7 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 stl pwdr h 397 20 11 0.194 4.0 Ox 0 VIFx 28.6 95.0 sit ulil c 939 18 47 0.191 4.0 Ox0 VIFx 30.9 95.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st3 Peak AVF 272 307 0,148 391 12.0 0 x 0 VinlFlx stl sit Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx C wri htsoft' 2017-Mar-24 09 04:54 9 Righl-SurleO Universal 2017 17 0 16 RSU24011 Page 1 AC+CP•..rlinglonCGLW%Lol86ThornbrookeDarlingionCGLW.rup Calc = MJ8 House laces: W 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 Mall Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htsoft' 2017-Mar-24 09 04.54 9 Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 2 ACGA..riingionCGLWkLol86ThornbrookeDarlingionCGLW rup Calc = MJ8 House laces, W 1 DEL -AIR Duct System Summary DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone. 407.333.2665 Fax 407.333.3853 Web. WWW.DEL-AIR COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm Job: Lot86ThombrookeDarlin... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0,120 in H2O 0.202 in/1001t 840 cfm 119 it Name Design Bluh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matt Actual Ln (it) Ftg.Egv Ln (f1) Trunk bonus rm c 2239 89 110 0.274 6.0 Ox 0 VIFx 17.5 70.0 bonus rm-A c 2239 89 110 0.286 6.0 Ox 0 VIFx 14.0 70.0 bih 2 h 669 41 28 0,318 4.0 Ox 0 VIFx 5.5 70.0 blh 3 h 776 48 31 0,311 4.0 Ox 0 VIFx 7.1 70.0 Ion h 1161 72 56 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 rm 2 c 3883 183 191 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 c 2323 110 114 0.206 7.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2236 138 133 0,281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 933 38 46 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Hig cfm) Clg cfm) Design FR Veloc ipm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 191 0.202 481 9.0 0 x 0 VinlFlx Name Grille Size (in) Hig cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft• 2017-Mar-24 09:04 54 9 Righl-Suile® Universal 2017 17.0 16 RSU24011 Page 3 ACCK...rlinglonCGLW\Lol86ThornbrookeDarlinglonCGLW rup Calc = MJ8 House laces W FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lol86ThornbrookeDarlinglonCGLW Builder Name- Taylor Morrison Street. Permit Office - City, State, Zip: FL, Permit Number: Owner: Jurisdiction- 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate budding 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 2/20/2017 2.01 PM EnergyGaugeO USA - FlaRes2014 Section R405.4 1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include D This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). D 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) O A completed Envelope Leakage Test Report(usually one page) O If Form R405 duct leakage type indicates anything other than 'default leakage" then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® • USRCSB v5.1 2/20/2077 1:59:22 PM Page t of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot86ThornbrookeDarlingtonCGLW Builder Name: Taylor Morrison Street: Permit Office: City, Slate, Zip: FL , Permit Number: Design Location FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2881 sq.h. Cond. Volume: 26369 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heal recovery ventilators shall be closed and sealed; 5 Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 2/20/2017 2:01 PM 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. 0, ST,g r, a r ° a lnov y BUILDING OFFICIAL: DATE: - -- - EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit The building official shall verity that the EPL display card completed and signed by the budder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402 4 1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1 1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8 Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the 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 Due dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open: 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have light -fitting Due dampers and outdoor combustion air. O R402.4.3 Fenestration air leakageWindows, 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 budding thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering 0 R403.1.1 Thermostat provision (Mandatory). Al least one thermostat shall be provided for each separate healing and cooling system 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heal pumps having supplementary electric -resistance heal shall have controls that, except during defrost, prevent supplemental heal operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filler boxes and budding cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7 2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct lightness 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 lest: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feel (9.29 m2) of conditioned Door 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. 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 Door 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 Door area. Exceptions The total leakage test is not required for ducts and air handlers located entirely within the budding envelope 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/20/2017 2:01 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 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. O 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 Y. 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 heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water healing systems should meet the following criteria: 1. Be installed with a till 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 safely 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. 2/20/2017 2 01 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1 1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric 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. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403 9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the healer without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56, Pool healers fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test Deport from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on healers and pumps according to a preset schedule shall be installed on all healers and pumps Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2 Where pumps are required to operate solar- and waste -heal -recovery pool healing 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. 0 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 13 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 sufficenl space, R-10 is allowed. 2/20/2017 2:01 PM EnergyGauge® USA - FlaRes2014 - Section R405 4.1 Com Page 3 of 3 NOTES WINDOW HEIGHTS w 7Gii S R 5 9q 4 L 4 q t wlwowauaurs yKyPYvn Y Y E Y i[ tE Y Y p. E'd. ruwN c A m d w r ru r--- 3 A D o• e 1 os I r• r l g I i :4 ele i m $3 0 9y- i ZI5 LJ sR9 I v I < I ?{ I 0 tj 7 P M a 41g z f .+ coo f a "• I I I... eft 3 3 0 0 2 s i" .o o m n s e; A z et e Qoiig .yc ua ' 1iRj 8 'M•- >ig C21 Lei eyPR•: 1j8 e n •! Fnn_3QL N "' ~1 7 1 g6 I-----, Rj I ;d n }; !. s qt wswam"eslao ______ Y1R I 1 S,- 1 1 1 1 I I I 1 g• S 4' Ot a 6R A BUILDER: TAYLOR MORRISON REVISIONS Del Air PLAN DARLINGTON DATE BY Heating. AlrC"itiounq 3 kefrigeratlon.Inc. LOT LOT 86 2/ 1/ 16 J A 109 Commerce Street SUBDIVISION THORNBRO KE 3/8/16 JA %Itc1101 DATE: 6/ 4 /2014 1 I.Ac Mar-4 FI. 52746-6206 DRAWN BY: FJF 10/27/1 JAI Phone:407-8512665 2/20/17 JA Fx:407-555-5855 m a C Y Y Y S P I 2C YNiNO o 1 1 2 z j 1 I gy b obC o d i A cw Lwow I 9 I liH h„ oo a N 30 eQ+ j o. en I rpj O rl L P 7R i1 U rt q Oe0Y Py, W 10 51 gg a' 29 Cw n aii I1 1 °ig I I w 0 I 1 Ca 11 1 1 1 I I I 7 u 1 O 1 $ I 11I P 5 1 I 1 1 N 11 11 I11 111 f I 1 1 I t Q BROOKE 50'S aaae C g to s _ iZ BUILDER: TAYL R M RRIS N REVISIONS Dcl Alr DATE ByPLAN ; D A R L I N G T N Heatmlq. Alr CaidiuomN 3 Refngeratim.lnt. LOT L T 86 109 Commerce Street2 / 1 / 16 JA SUBDIVISION TH RNBR KE 51l1ell0l L.4,cMar4fl.52746-6206 3/8/16 JA DATE: 6/4/2014 6/21/16 JA DRAWN BY: FJF rhoic: 407-831-266510/27/16 JA 2/20/17 IJA Far:407-555-3895 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 86 HOUSE TYPE: DARLINTON W/OPT: LAUNDRY TUB 2ND LAV IN BATH3 1ST FLOOR o 'k 0 U W 99F m co O ltia ' t Z AAV AAV 34 WASTE STACK FROM 2ND FLOOR F L M TERMINATING TO THE IST FLOOR i ,Off- L Jw- 5 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 86 u HOUSE TYPE: DARLINTON W/OPT: i LAUNDRY TUB i 2ND LAV IN BATH3 1 2ND FLOOR I Lail 3u a" 3„ Tad W, 4 A4J na4 3" WASTE STAO( FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR INJ E DESCRIPTION AS FURNISHED: Lot 86, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. 13P 1'7-M>8-7 PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZONIN. -DATE-11 RE@gQ COPY THORNBROOKE PHASE 1 Ok to construct Single Family home with setbacksP.B.79,PGS.3-7) impervious area shown on plan. S 00014'55" E 48, 91 ' F700 19.80, 19.80' A/CI I 14.05' 114.05' 5.00' 15.7' 113.91' COVERED PATIO 5.00' 14.3' I I I r,a LOT 85 LOT 86 I 1 LIT N I o' Ow PROPOSED RESIDENCE In I h R MODEL: DARUNGTON—C 2 CAR GARAGE LEFT I co W -. 5.0( 01 O Cr113.s1' z U sti ENTRYTol y W) 8. o I c I a I 7 5.00' Ob 16' DRIVE 25.20' 25.20' 10' UTIL. ESMT. F ryry tib 5 CONC WALK n1' N 00014'55" W 23.91 ' ROCKY GROVE LANE G TRACT I (5o' R/w) UTIL do ACCESS R/W Q 0 PROPOSED — FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS: PROPOSED DRAINAGE FLOW FRONT - 25' LOT GRADING TYPE B REAR — 15' PROPOSED F.F. PER PLANS — 24.00' SIDE - 5.0' PROPOSED GRADE PER CONSTRUCTION PLAN /'07 SIDE CORNER - 10' D=90°00'00" R=25.00' L=39.27' C=35.36' CB=S 45°14'55" E LVI 5,735 50.FT. LMNG 1,467 SOFT. GARAGE 455 SOFT. ENTRY 71 SOFT. LANAI 139 SOFT. BREEZEWAY— N/A SOFT. DRIVEWAY 403 SOFT. A/C PAD 18 SOFT. WALKWAY 67 SOFT. IMPERVIOUS - 45.7 R 2,620 SO.FT. SOD I 111, SD. FT. R/W 2,000 SOFT. APRON 110 SOFT. PLOT PLAN ONLY* SIDEWALK 867 SO.Fr. NOT A SURVEY) s00 1021 SOFT. PROPOSED INFORMATION SHOWN AREA 7,735 SOFT. BASED ON SUPPLIED PLAN DRIVEWAY 513 SO.FT. AND/OR INSTRUCTIONS PER SIDEWALK 934 SO Fl. CUENT NOT FIELD VERIFIED I SOD 4,136 SO.FT. CRUSE'NML'YE'R-SCOTT & ASSOC,,INC - LAND SURVErORS LEGEND LEGEND P PLAT PDL. POINT 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r FTCLO TYP. ON LINE TYPICAL NOTE: IP. IRON PIPE PRt POINT W RCVCRSC CURVATURE 1. ?HE11ND[RSkT1ED DOES HEREBY CERTIFY THAT THIS SLIMY MEETS AQ STANDARDS OF PRACTICE SET FORTH BY THE FLORID BOARD OF IR. GL IRON ROD CONCRETE MONUKENT I" RAD, POINT OT COMPOUND CURVATURE RADIAL pAOFESSIONLL SURW,= AND MAPPERS IN CMNPFM W-17 FLORIDA ADMINISTRATIVE CODE PURSUANT ID SECTION 472.027, /IAWM swUL3 SET Lt. 1/2, lit•/ILI 45% NR. NOWRADIAL Z UNLESS 0190SM WITH SURVEYOR'S SIDIMTURE AND D OM" RAM SEAL THIS SURVEY MAP OR COMES ME NOT VAU0. RCC. RECOVERED VP. VITINESS POINT I THIS SUAV WAS PREPARED FROM TITLE MURMAWN FURNISHED TO THE SUINkM THERE MAY OE OTHER RMWITONS PAIL POINT OF DEGI KING CALL CALCULATED OR EASEMENTS IHAT AFFW THIS PROPERTY. ASC. POINT W CO NE?UKENT PITH. PCRKANTNT REFRCNCC HONDIEHT 4. NO UNDERGROUND IMPROVEUENIS HAVE BEEN LOCATED UNLESS OTHERRSSE SHOWN. t CENTERLINE rf. FINISHED FLOOR ELEVATION S. THIS SURVEY IS PREPARED FOR THE SOLE BENEIT OF THOSE COMM TO AND SHOULD NOT EE RELIED UPON DY ANY OTHER ENTRY. 14D MAIL L DISK 9" DM NRLOING SETPACK LUC S DIyENS" SHOWN FOR THE WrAAON Or IMPROVEMENTS HEREON SHOULD HOF BE USED TO RECONSIRUCT BDIA"I"W LINES R/VESMT. RHT-W-VAYIGEASEHEHT D.D. DENCHMARK USE DOMING 7 064MIM ARE IMSED ASSUME@ DATUM AND ON THE UNE SHOWN AS &ICE B6WNG (B.B.) DRAIN. DRAINAGE S EEVAAONS yF pWN ARE DISCO ON NATIONS. GEODETIC 1MMU Or It". UNLESS OTHERWISE NOTED UTIL. UTILITYLINK COMFTCATE Or AUTHOHZAMN No. 4300. KFE VDfC ow"/77CC VWD FCNCE P.C. POINTETEOr CURVATURE 20' SGV E M— 1' DRAWN BY: ••• ORDERP.7. USE. POINT W 7AHGEICY DESCRIPTION DATE NO. CERITFIED 6Y: - -- .- USAARRCDILENGTH PLOT PLAN 03-29-2017 1297-17 G Dip REVISED PLOT PLAN 05-31-2017 Cl CHORD DCARING NORTH THIS BUILDING/PROPERTY DOES.NOT UE WITHIN — THE ESTABLISHED 100 YEAR FLOW PLANE AS PER 'RRM' &,RtICSOE ZONE XMAP / 12117C 0035 F. M / 4801 RECORD COPY i oEtecE-ciccadf etvlces,na. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN DARUNGTON 2585 SOFT GENERAL LIGHTING X 3 VA PER SQ FT 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA LAUNDRY CIRCUIT AT RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN WATER HEATER DISHWASHER CLOTHES DRYER DISPOSAL (1/3 HP) FIRST 10 KVA OF GENERAL LOAD AT 100% 7755 VA 3000 VA 1500 VA 12000 VA 4500 VA 1200 VA 5000 VA 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA REMAINDER OF GENERAL LOAD AT 40% 25201 VA x 2 TON HEAT PUMP #1 2 TON HEAT PUMP #2 5 KW ELECTRIC HEAT 5 KW ELECTRIC HEAT 10000 VA 10080 VA TOTAL NET GENERAL LOAD 20080 VA 16.5 AMP X 240 VA = 3960 VA 16.5 AMP X 240 VA = 3960 VA AT 65 3250 VA AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT 14420 VA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP ISO AMP SERVICE L Q-AA-AA 2u-CO-CIA 9G-ac-ac 1 1 13- 12-------------- I i 1 j'_}ppppgin11if9'- PAI lIF j L 1%`I%I%I.10W. Q-AA-AA uu-aA-aa 0:'w1 I i Hli I 1 I f fA Rr, J16 D J17 J18 J19 J11 JII J10 J09 J08 RECORD COPY DEARWG HEIGHT 5GHWULE 9 -4 20'-3/4- O 0 Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO HUD 91(RECOMMENDATION5 FOR HANDLNS INSTALLATION AND TEMPORARY DRACIN6 ) REFER TO ENGINEERED DRAWWh FOR PERMANENT DRA(.ING REQUIRED 1.) ALL TRU55E5 (INCLUDING TM%E5 UNDER VALLEY FRAMPN6 M15T DE COMPLETELY DECKED OR REFE TO DETAIL V105 FOR ALTERNATE DRACM REQUIREMENTS. 3) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY WILDER. 4) ALL TRUSSES ARE DE516NED FOR 7 oc MA)UM1M 51"1 UNLESS OTHERWISE NOTED 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE (0451DERED TO DE LOAD DEARN4 UNLESS OTHERWISE NOTED. 6) 5Y41 TRUSSES MKT DE NSTALLED WITH THE TOP DEING UP. 7) ALL ROOF TM% HANGERS TO DE SIMPSON HFU16 UI•LE%OFKRW15E NOTED. ALL FLOOR TRU55 HAWAR5 TO DE 51111 THA421 UN.E55 OTHERWISE NOTED 6.) 6EAMMEADERILINTEL (HDR) TO DE FURNISHED DY DUD DER SHOP DRAWING APPROVAL THIS LATAIT 15 TIE 50.E SOURCE TOR FADRICAAM OF TRUSSES AHD III ALL FMVM ARDUTECTURAL OR OTHER TOSS LAYOUTS REVIEW ATD AMPAL OF THIS LAYOFF MT DE RECEIVED DEFORE ANY TOSSES WILL DE Cat. VEOFY ALL OTD fL% TO VM MAN51 THANES THAT WILL tESNLT N EXTRA DMR6E5 TO YOU 44-ul 0I au : wo IT a , Builders FirstSource Orlando PHONE: 401-051-2100 FAX: 407-051-7111 Plant Clty PHONE: 813-759.5Q51 FAX- 813.752-1532 Taylor Morrison 16oH: Darlinoton C Lot 70( 11UNry- 11-20-15 Rick 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: TB0086 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0086 Model: Darlington Tampa, FL 33610 4115 Lot/Block: 86 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 62 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affNed 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# Truss Name Date No. I Seal# russ Name Date 1 1 T10552022 1 GO 3/1/17 118 IT10552039IF16 3/1/17 12 1 T1 0552023 1 CO2 13/1/17 19 1T105520401HR01 13/1/17 1 13 1 T1 0552024 1 F01 I 1 3/ 1/17 120 1T10552041 1 HR02 1 3/1/17 J 4 IT10552025IF02 3/1/17 21 1 T10552042 1 HR03 3/1/17 1 5 T10552026 F03 3/1/17 22 IT10552043 HR04 3/1/17 1 6 T10552027 F04 3/1/17 23 IT10552044 J01 3/1/17 7 T10552028 F05 3/1/17 24 IT10552045IJ02 3/1/17 18 I T10552029 I F06 1 3/1/17 125 i T1055204.6_I J03 3/1/17 I 19 I T10552030 I F07 3/1/17 126 I T10552047 I J04 1 3/1/17 10 IT10552031 F08 3/1/17 27 T10552048 JOS 3/1/17 11 T10552032 F09 3/1/17 28 T10552049 J06 3/1/17 1 12 T10552033 F10 3/1/17 29 IT10552050IJ07 3/1/17 13 IT105520341FIl 3/1/17 130 IT105520511JOB 3/1/17 14 IT10552035IF12 3/1/17 131 IT10552052IJ09 3/1/17 15 IT10552036IF13 3/1/17 132 IT10552053IJ10 3/1/17 16 IT10552037IF14 3/1/17 133 IT10552054IJ11 3/1/17 17 IT10552038IF15 3/1/17 134 IT10552055IJ12 3/1/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e. g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. so-IUS/ LEF',i,i GEMS 0 3' ' • Cc= TATE OF •:/ n' • O R , V`, Julius Lee PE No.34669 MITek USA. Inc. Fl. Cert 6634 6904 Part® East Blvd. Tampa FL 33610 Date: March 1, 2017 Lee, Julius 1 of 2 RE: TB0086 - Site Information: Customer Info: Taylor Morrison Project Name: TB0086 Model: Darlington Lot/Block: 86 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# ITruss Name Date 35 T10552056 J13 3/1/17 36 T10552057 J14 3/1/17 137 I T10552058 I J15 1 3/1/17 38 IT10552059 J16 3/1/17 39 IT10552060IJ17 3/1/17 40 IT10552061IJ18 3/1/17 41 IT10552062IJ19 3/1 /17 142 1T105520631 R01 1 3/1/17 1 143 1 T10552064 1 R02 1 3/1/17 1 144 IT105520651 R03 1 3/1/17 1 145 IT105520661 R04 1 3/1/17 1 I46 IT105520671 R05 1 3/1/17 1 47 I T 105520681 R06 1 3/1 /17 1 I48 I T10552069 I R07 1 3/1/17 1 149 T10552070 ROB 13/1/17 1 150 1 T10552071 1 R09 1 3/1/17 1 151 IT10552072 I R10 1 3/1/17 1 152 1 T1 0552073 1 R11 1 3/1/17 1 153 IT10552074 1 R12 _I 3/1/17 154 IT10552075 R13 13/1/17 1 155 IT105520761 R14 3/1/17 156 I T10552077 R15 1 3/1/17 1 157 1T105520781 RF01 1 3/1/17 J 158 1 T1 0552079 1 RF02 3/1/17 1 59 1 T10552080 1 V01 3/1/17 60 I T10552081 1 VO2 1 3/1/17 1 161 I T105520821 V03 1 3/1 /17 1 162 I T105520831 VO4 1 3/1 /17 1 2of2 T80086 Builders F O 48 GABLE 3x3 = 4 5 6 7 7 II 7 1 a 20 19 3x3 = 1 1733 Job 640 s 710552022 017 Pogo 1 rh85h2gc6zlE. 0}1,I.8 Scale - 1.25.5 9 10 11 12 13 30 O 29 16 17 16 15 14 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) We We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven( L) We We 999 BCLL 0.0 Rep Stresslncr YES WB 0.03 Horz(TL) -0.00 17 We n1a BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight: 79Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) and 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 15-6.8. lb) - Max Grav All reactions 250 Ib or less at)oint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5)'Seml-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 3-1Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED Ur EK REFERANCE PAGE MD-7473 rev. I0410R0rS BEFORE USE Design valkl lot use orgy vAth rvtllek® Coniioctols. INs design Is bases] only upon parameters show. and Is for an kWlvkBud IxBtling Component. nor a 0uss systom. Bolote use. the tx0alng designer must verily the ap"IcatAlly of design paamoters and properly Incapotate this design Into the overall IxAding design. ®oci g Indicated Is to prevent buckling of Individual Ines web and/or chord members orgy. Additional tempotay and permanent bracing Welk' Is always rectulrod lot staililty and to ptevenl collgxe wllh pom le personal Injury and properly damage. Fa genotol g1Klance rogading the Md-atlon, storage. delivery. erection and Ixocklg of trees and tear systems. smANSI/1PI I Ouonly Criteria, DSB-89 and &CSI Building Component 6904 Parke East Blvd. Safely Information avc&"e from Irtm Plate blstltute. 218 N. Leo Slreel. Sidle 312. Alexandria. VA 22314. Torrpa. FL 33610 russ Truss Type I? Ply Tt05520231jobT80086CO2FloorTruss110111,33"" Job Reference (optional) ousoms rusruvmce. Tanya, rwm a.ur, rw..vv vwvv 01;i? ID:Zl7yacff3rgf5y0bDEG6Bt1z0Uf6-vZW HGNhbTVCc2a5W IebNwYcpvJeZwlylKKnN9Yzf E tx Scale = 1:17.0 1 2 3 4 5 6 7 f Q4 16 1s 14 13 12 11 10 LOADING(psQ SPACING- 2-0-0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) We We 999 MT20 244/190 TCDL 10.0 Lumber DOL LOD BC 0.01 Veri(TL) We We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(fL) 0.00 9 We n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 45lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 of; pullins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3(tlat) REACTIONS. All bearings 9-0-7 lb) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 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 pltchbreaks 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 3-1 Od (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 lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • vertly d40in pent arae and READ NOTES ON THIS AND INCLUDED Mr/EK REFERANCE PAGE NX7473 rev. ta9340r6 BEFORE USE. Design valkl fa use only with MlleM connectors. M design Is txwd only upon paameters shown, and Is fa a1 MMdual twYding component. not 0 truss system. Before use. the bdlding deslgroi must verity the c"Alcab6lty of deso) Ixtrarnelors and property tncorpwale this deslgn Into the overall btidtng design. ®acing Indlcaled Is So prevent txrckling of IrxlMdtral truss web and/or chord members only. AdcBtlorxd lem"ary awl permanent bracing WOW K always required for sIdAlty, and to rrevenl collapse wllh possible personal Injury and troperly damage. For general gtddalce iegaclbng It1e falrk;atbn, storogo. clefivory, erectlon and Inaclng of inrzes and truss systems. 1aeANSI/IPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovalic"a from buss Rate institute. 218 N. Lee Street. Stdto 312. Alexandria. VA 22314 Torrpa. FL 33610 Job Truss type ty Plyt T10552024 T80086 FO1 IIrussFLOORTRUSS 5 I 733601003 Job Reference tronal MIME FIIi1boulce..arrga, Merit V.y. rivrruu —.. 0.1.8 H' 2 s"0 + "30 i 16 1s 2.3-8 I D:ZI7yactf3rg15yObDEG6BuzOUf6-VZW HGNhbTVCc2,a5W IebNwYcgaJT3wCDIKKnN9YzIEyX 2.6-0 0l}1.{e s e a 1:26.0 3x4 = 3x3 = 3x3 = 30 = 2 3 4 5 6 7 e 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = 15 6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12.13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Veri(TL) -0.20 12.13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 82 lb FT = 200' F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP N0.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 14=834/0.7-4, 9=834/0.7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1530/0, 3-4=-2021/0, 4-5=-2021/0, 5-6= 2021/0, 6.7=-1530/0 BOT CHORD 13-14=0/1191, 12.13=0/1839, 11-12=0/2021, 10-11=0/1839, 9.10=0/1191 WEBS 2-14=-1390/0, 7-9=-1390/0, 7-10=0/539, 6.10— 490/0, 6.11=0/502, 5.11=-29310, 2-13=0/539, 3-13=-490/0, 3-12=0/502, 4.12_ 293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) *This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verify dealyn paromafers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rev. 140=15 BEFORE USE Design valid lot use only with Milek® conneclois. V& design Is lased only upon Ixnamefers shown, and Is la an IndlNWlal building component. not a Suss system. Before use. the bulk" designer must verity the oWlcalAlty of design pafarrnetels aril properly Incadesign porolothisInto the overall txOcing design. Bracing Indicated Is to rxevenl buckling of Individual truss web aril/or chard members only. Addlikxlal temporary and permanent b ioctng MiTe k' K always iec i lied lot stablilty and to prevent collapse with possl)le personal hnll W and property damage. For General guidance regaclIng the IaMk; allon, storage, delivery, erection and bracing of misses and Inns systems seeANSVWI I Quality Critedo, DSB-89 and SCSI Wilding Component 6904 Parka East Blvd Safety Information available Iran buss Plate Institute. 218 N. lee Shoot. Salle 312. Alexandria. VA 22314. Tompe. FL 33610 Job Truss Truss Type ty Fry T10552025 780086 F02 TRUSSFLOOR TRUSS 14U tI 1733601004JobReference (optional) ounuera rnaruvu ca. u yu. .w,n ,..q..v..vo ,awvv 0.1.8 Fi 2-6-0 1-3-0 16 15 ID:Zl7yac1f3rgt5y0bDEG6Buz0UI6.014f riiDEoKTgkgisL7cSm8sojg3tlYRZ__Xxh_zf EyW t-11.12 2 6-0NIB I 1:26.3 1.Sx3 II I,Sx3 = t.sx3 II 1.50 = 30 = 3x3 = 1.Sx3 II 1.Sx3 II 3X3 = 30 = 1.Sx3 = 1 2 3 4 5 6 7 a 3x4 = 3x3 = 30 = 3x3 = 3x3 = 3x6 = 17 R I5.2.12 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.13 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.17 10-11 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.39 HOr2(TL) 0.04 9 n/a rUa BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 82 lb FT = 20%F, 11%*E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=814/0-3-8.14=820/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1497/0, 3-4=-1960/0, 4-5=-1960/0, 5.6=-1960/0, 6.7=-1513/0 BOT CHORD 13.14=0/1168, 12.13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2-14=-1363/0, 7-9=-1374/0, 7-10=0/515, 6-10=-464/0, 6-11=-14/453, 5-11=-261/0, 2.13=0/523, 3-13=-474/0, 3-12=-3/464, 4-12=-266/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - vedry deNyn pemnwom end READ NOTES ON TWS AND INCLUDED MrrEK REFERANCE PAGE NO-7473 rov. I&MW IS BEFORE USE. Design vatkl la use only vAlh Mllek® connectors. This design Is bred only urrxn puraneters shown, and Is for an Individual building component, not a cuss system. Before use, the building deslgrner must verity the apdkabillty of deskin paamelers arxt properly bncorporale thisdesign Into the overall bu ldi ng design. BFochg Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and pemnanenl bating WOW Is always recluked " statAlly and to prevent cottam with possible personal Injury and properly damage. For genial guidance regarding the IabuMatbn, storage. delivery. erection and bracfrng of Inures and truss systems, swANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaUable from truss Rate Institute, 218 N. lee Sfreel. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job cuss Truss Type NPti Tt0552026 TB00116 F03 Flom Truss 1 1 1733WI011JobReference (optional) Suiideis FirsiSouree. Temps. Plam City, Florida 33566 r.o+v s r+Pi ie cvio m, en ,cove, W. ,:. • w......o . • so ID:Zl7yaclf3rg15yObDEG6Buz0UlErOWITjiDEoKTgkgisL7cSm8mTipcicVRZ_Xxh zlEyW 0.1.8 hi 1I3.0 _{ I 2.6.0 1.11.12 2.6-0_ 1 Seal . 1 26.3 1.5x3 II 1.5x3 = 1.5x3 II 1.5x3 = 04 = 3x6 = 1.Sx3 II 1.Sx3 II 3x3 = 4x6 = 1.5x3 = 16 15 3x3 = 40 = 30 = 3x3 = 06 = 3x6 = 17 41P i 2.90 I-ro 1z-b-1z - T-, I 9-8.12 2.9-0 Plate Olfsets (X.Y)-- 112:0.1-8 Edael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.25 10-11 >706 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(rL) -0.36 10-11 >495 240 BCLL 0.0 Rep Stress Incr NO W B 0.59 Horz(rL) 0.04 9 n/a n1a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 4.5.7 oc purtins, except SOT CHORD 2x4 SP SS(Ilat) end verticals. WEBS 20 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 9=1201/0.3.8, 14=956/0.7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1323/0, 3-4=-2626/0, 4-5=-2626/0, 5-6=-2626/0, 6-7=-1811/0 BOT CHORD 13.14=Of772, 12.13=0/1870, 11.12=0/2626, 10.11=0/2536, 9.10=0/1032 WEBS 7-9= 1548/0,2-14=-1191/0,7.10=0/1237,2.13=0/875,6.10=-1151/0, 3.13— 867/0,4-12=-339/0,3-12=0/1022, 6-11=-206/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pllchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3.0 on top chord. The designtselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9-14_ 10, 1.8_ 100 Concentrated Loads (lb) Vert: 6=-523(F) A WARNING - Verily design pammstors and READ NOTES ON TM AND MLUDED Ml7EK REFERANCE PAGE M&7473 rev. IG'0 MI S BEFORE USE Design vatkl to use only with Iv01ek19 connectors. 1Ns design Is Ixssed only upon parameters shown. and Is la on hldivkAial Wilding component. not o kuss system. Beloe use. the Ixikgrtg desigtlei must verity the applkobllty of design pdaameters and popoily hcoipoiote 016 design Into the overall building design. Bracing Indicated Is to pevenl rxicklhtg of Individual Iniss web and/or chord members only. Additional tempoiary and permanent tAocing WOW Is always tedpirod to slatAlty, and to pevent collarm with possB3le personal WtW and poperty damage. For general gul lance iegarding the labrkatlon. storage. delivery, erection and txocmg o1 Mrsses and Iniss systems, soeAN51/1PI1 Quality Cdledo, DSB-89 and SCSI Building component 6904 Parke East Blvd. Solely Information available hom truss Plate Institute. 218 N. Leo Sheet. Suite 312. Alexandria, VA 22314. Tompe. FL 33610 Job I Fuss Truss Type T10552027 TB0066 F04 FLOOR TRUSS 2 1 006 Job Reference(optional) Job Reference Builders FuslSouice, Tompo. Plom Coy. Fbrrdo 33566 e40 a npr te[Vto W1 ok indUVIII,a.,W V m ago. ID:Zl7yacit3rgi5yObDEG6Buz0Uf6-sxe2h3jr76SKHtFuO2er?zhl k7AXOBNbneGUDOztEyV 0.1-e F I , 2-6-0 2-6.0 1.1-4 1-3-0 4 3 0-4-0 1:19.9 1 50 II 1.Sx3 = 1.Sx3 = 3x3 = 1.Sx3 II 1.Sx3 II 3x3 = 3x6 II 3x3 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 TCDL 10.0 Lumber DOL 1.00 BC 0.62 BCLL 0.0 Rep Stress Incr YES WB 0.29 BCDL 5.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) I/dell Ud Vert(LL)-0.1211.12 >999 360 Vert(TL) -0.26 11.12 >501 240 Horz(TL) 0.03 7 We n1a LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD BOT CHORD 20 SP No.2(11al) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=59510-3-8, 12=595/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/0, 3-4=-1031/0, 4-5=-1031/0, 5-6=-408t0, 6.7=-416/0 BOT CHORD 11-12=0/784, 10.11=0/1031, 9-10=0l784 WEBS 2-12=-915/0, 2-11=01369, 7-9=0/615, 5-9=-598/0, 5-10=0/487, 4-10=-273/0 PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6.0.0 oc puffins, except end verlicafs. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6)' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vwfly deslpn perometwo and READ NOTES ON THIS ANO INCLUDED MrrEK REFERANCE PAGE MIF7473 rov. 1OV302015 BEFORE USE. Design valid lot use only vAth Mllok®conneclors Ihls design It based only upon paametefs shown, and Is for on Individual IxOding component. not a huns system. Before use, the building designer must verily the applMabllly of design poramefets and Ixoperly Incorporale this design Into the overall IxBding design. Bating Indicated Is to provenl buciding of Individual Insss web and/or chord members only Addltlonal lemporay and permanent Ixocb g M!Te k' It always rec t fted for stability and to prevent collapse with possible personal "and rxope" damage. For general guidance regarding the storage, delivery. eseeflon and bracing of trusses and Iruss systems. seeANSI/IPI I Quality Criteria, DSB-89 and IiCSI Buliding Component 6904 Perks East Blvd. Safety Inlormallon available from truss Plate institute. 21B N. lee Street. Sudle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Trus6 r Truss Type ryF T/0552028 TBOOB6 FOS FLOOR TRUSS 5 1 733601007 Job Reference floral ouwmo res,aw,ce..an.yo. r,am vnr, rwn,oa w„w 0.1.8 H 1 2.6.0 2 1 I.Sx3 II I,Sx3 = 1.Sx3 = 3x3 = 1 2 ID:Zl7yacff3rgf5y0bDEG68uzOUf6-8xe2h3jr76SKHtFuO2er?zh?07AtO8gbne GUDOzf EyV 1-10-12 , ,1-3-0 1.5x3 11 1 Sx3 11 3x3 = 3 4 5 1 I- 1:18.6 77 r t r t E LO S at39 3x3 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Ven(LL) 0.15 9-10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Ven(TL) 0.28 9-10 468 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 HOrz(TL) 0.02 7 n1a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP N0.3(llat) BOT CHORD REACTIONS. (Ib/size) 7=60310-3.8, 10=610/0.7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1079/0, 3.4=-1079/0, 4-5— 1079/0 BOT CHORD 9-10=0/808, 8-9=0/1079, 7-8=0/827 WEBS 2-10=-943/0, 2-9=0/404, 5-7=-954/0, 5-8=0/499, 4.8=-295/0 3x6 = PLATES GRIP MT20 244/190 13 4op Weight: 61lb FT=20%F,11%E 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- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vedly doOgn paramerat and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M67473 rev. Iar0.MI S BEFORE USE Desim valid for use only with Musk® connectors. Inls design Is based only upon paramelers shown. and Is for an indMdual buldktg component, not o htrs sysium. Before use. 1ho btdk*V designer musl verify Ile c"AlCablity of design poromelen and properly InCOnporale this design Into the overall lx9ding design Bating Indlcated Is to prevent buckling of individual truss web and/or chord members only. Additional Iomporary and permanonl bracing MiTek' Is always reclibed lot stability and to pevent collapse with possible personal Injury and property damage. For general guidance iegardIng the falxlCatlon, storage. delivery, erection and bracing of trusses and truss systems. seeANSUTPI I Quality Criteria, DSB-89 and BCSI BuBding component 6904 Parke East Blvd. Safety Information ovallable from truss Plate institute. 218 N. lee Street. Suite 312, Nexarltlrlo. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type r13Q tY Fly T10552029 T800e6 F06 FLOOR TRUSS 1 173;601008 Job Reference (optional) ID:Zl7yacH3rgf5y0b6E 6Buz06l6.K8COuPkTlOaBvlg5zm94XBE7uXUO7W_k01011tzlEyU 0.1.8 26.0 2-" 1.11-e 1.3.0 2-" 2-6-0 3x3 = 3x3 = 30 = 40 = 3x6 FP= 2 3 4 5 6 7 8 9 1r f--i 2F--a Scale1.50.8 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 R 4 29 26 25 24 23 22 21 20 19 18 17 16 3x3 = 3x3 = 3x4 = 3x6 = 34 FP = 3x3 = 3x3 = 3x3 = 30 = 3x4 = 4x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25.26 >699 360 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert( I-) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 1 HOIz(rL) 0.06 16 rVa n/a BCDL 5.0 Code FBC2O14lrP12O07 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(11at) 'Except' TOP CHORD 1-8: 20 SP No. 1(flat) BOT CHORD 2x4 SP No.2(llat) *Except* BOT CHORD 16-22: 20 SP No. I(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=94510-7-4, 23=1802/0-4-0, 26--498/0-7-4 Max Grav 16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-992/165, 3-4= 992/165, 4-5_ 992/165, 5.6=0/1022, 6-7=0/1022, 7-8= 149810, 8-9=-1498/0, 9-10=-2306/0, 10.11=-2715/0, 11-12=-2715/0, 12-13= 2715/0, 13-14_ 1855/0 BOT CHORD 25.26=0/774, 24.25>165/992, 23-24_ 443(685, 22-23=tN956, 21-22=0/956, 20-21=0/2007, 19-20=0/2589, 18-19=0/2715, 17-18=OQ273, 16-17=0/1401 WEBS 6.23=-299/0, 2-26=-903/0, 2.25=-206/255, 5.23=-1099/0, 5.24=0l734, 4.24=-444/0, 14-16=-1635/0, 14.17=0/721, 13-17=-664/0, 13-18=0/629,7-23=-1830/0.7-21=0/911, 9-21=-863/0, 9-20-0/522, 10.20=-508/0, 10.19=-66/485, 11-19=-251/0 PLATES GRIP MT2O 244/190 Weight: 154 lb FT = 2O-6F, 11%E Structural wood sheathing directly applied or 2-2-0 oC pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-" oc bracing: 24-25.23-24. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT2O unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - wanly doslpn parameters end READ NOTES ON TNIS ANDWCLUDED MrrEK REFERANCE PAGE AO67473 ray. Id03ROIS BEFORE USE. Design valid for use only vAth W106 connectors. this design Is bused only upon rirnameters shown. and Is for an IndivkAwl buiding component. not o hues system. Before use. the building designer must verily the a )OICabllty of design parameters and properly Incorporate ihh design Into She overdl txAdng design Macho Indicated Is to provent IxreWlrlg of Indlvklrrd thus wob and/or chord members only. Additional temporary and Immanent Ixocing MiTek' is always required for stah0lty and to prevent collapse vAlh possible personal Dlfury and property damage. For general guidance rogaalng the fabrication. storage, delivery. efoctlon and lxocing of inrsses and Irtm systems, seeAN51/IPI I Quality Criteria, DSS-89 and SCSI BuBdtng Component 6904 Parke East Blvd. Safety Information ovdldHe Dom buss Rate institute. 218 N. lee Sheet. State 312, Alexandria VA 22314. Tampa. FL 33610 rush Truss Type r tyPly 7105S2030 T80086 F07 FLOOR TRUSS 2 1 1733601009JobReference o tional ounm.c 1os..vU1-.... W.. rwm ,.n7, rv..vu uuvvv 0.1.e H• 2-6-0 . 2.6.0 I '_ 5-0 ID:Zl7yacH3rg15y0bDEG6Buz0U16-oKIo61k5W1i2XBPHXTgJ4OmJ2xo9s_EuFylblJzf EyT 2-6-0 2-6-0 2.3-0 2-6-0 2-6-00.1 8iBScd 1:50.8 3x4 = 3x3 = 3x3 = 3x4 = 3x6 FP = 30 = 2 3 4 5 6 7 89 10 11 3x3 = 3x4 = 12 13 14 3115 30 291CP 26 25 24 23 2221 20 19 18 17 16 3x3 = 3x3 = 3x3 = 3x3 = 34 FP = 3x4 = 30 = 3x3 = 3x3 = 3x4 = 3x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 VeFt(LL) 0.25 17-18 784 360 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Ven(rL) 0.38 17-18 523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 16 We We BCDL 5.0 Code FBC2014lrP12007 Matrix) PLATES GRIP MT20 244/190 WEiahl:154lb FT = 20%F. 11 %*E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oC purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,20-22. REACTIONS. (Ib/size) 16=826/0.7-4, 22=1796/0-4-0, 26=623/0-7-4 Max Grav 1 6=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4-5=-1359/0, 5-6=-1006/28, 6-7=0/1040, 7-8=0/1040, 8-9=-1297/0, 9.10= 1297/0, 10.11=-2105/0, 11-12=-2105/0, 12-13=-2105/0, 13.14— 1606/0 BOT CHORD 25-26=0/928, 24.25=0/1359, 23.24=0/1262, 22-23=-154l728, 21-22= 87/876, 20-21=-87/876, 19-20=0/1727, 18-19=0/2105, 17-18--0/1930, 16-17=0/1228 WEBS 7-22=-262/0, 2-26=-1083(0, 2-25=0/504, 6-22= 134310, 6-23=0/555, 5.23= 539/0, 5-24=0/424, 14-16=-1433/0, 14-17=0/601,13-17=-515/0, 13-18=-39/276, 8-22=-1606/0, 8.20=Of7l7, 10.20=-74310,10-19=0/755, 11-19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component tot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Verify dadpn paninWars and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE A07473 r.v. 141100MIS BEFORE USE. Design valid for use only with MlleM connectors it* deskgi is Ixned only upon parameters and Is lot an hdMdual building comlwnenl, r101 a lit iss system. Before tIse, the Ixdldng designoi must verity ftle (X)NIcablity, of design Ixuarneters and ixoperiy Inc:dxporate this design Into the all txadg dnosign. bating IrxDcaled Is to rxevent buckling of IndividualIn=web and/or chord members only. Addilorxi temlxxory and permanoverent lxoclrlg MireW 6 always tegWrod for stablilly and to rxevenl collapse with poss01le personal Wray and ixoperly damage. For general guidance regarding the label ratbrt sloiage. cle0very. election arKI tsraclng of trusses and iniss systems, seeANSI/iPI I Quality Criteria, DS11-119 and SCSI Building Component 6904 Parks East Blvd. Wary Information ovdlalxe from buss Plate institute. 218 N. lee Street. Suite 312. NexancJdo. VA 22314. Tanya, FL 33610 Job russ Truss Type ury Fly 710552031 TB0086 FOB Floor Truss tJ33601010n ce. ab ounverc rnsrwurce. —W.. ram —Y. r,mrva uwvv H' 2-6-0 2-3-1 t 3x3 = 2 3 4 I D:Zl7yacff3rgf5y0bDEG6BuzOUf6-oKlo6lk5Wfr2XBPHXTgJ4OmJCxoGs_vuFylblJzlEyT 1 3 3 1 5 5 I 1 3-0 1-3-0 Seall 1:50.8 40 = 3x4 = 3x6 FP= 30 = 5 6 7 8 9 3x3 = 30 = 10 11 12 13 2914 28 qeP 27 24 23 22 21 20 19 18 17 16 15 3x3 = 3x3 = 3x4 = 3x6 FP= 40 = 30 = 3x3 = 3x3 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL LOD TC 0.89 Ven(LL) 0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert( L) 0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 15 We n1a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 151 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP NO.2(Ilal) TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21.22. REACTIONS. (lb(size) 15=853/0-7-4, 21=1791/0-5-11, 24=602/0-7-4 Max Grav 15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (ib) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1231/0, 3.4_ 1231/0, 4-5=-1231/0, 5-6=0/1048, 6-7=0/1048, 7-8=-1491/0, 8-9=-1491/0, 9-10=-2351/0, 10.11=-2351/0, 11-12=-2351/0, 12.13=-1687/0 BOT CHORD 23.24=0/876, 22-23=0/1231, 21-22=-245(646, 20-21 =0/1 039, 19-20-0/1039, 18-19=0/1912, 17-18=0/2351, 16.17--=049, 15-16=0/1287 WEBS 6-21_ 281/0, 2-24=-1022/0, 2-23=-38/414, 5-21=-1233/0, 5-22-0/836, 4-22=-351/0, 13-15=-1501/0, 7-21— 1681/0, 7-19=0/797, 9-19=-768/0, 13.16=0/637, 12-16=-575/0, 12-17=-3D/428, 9-18=0/718, 10-18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3)'Seml-rigid plichbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vwfly dedyrr primmetwe and READ NOTES ON THIS AND INCLUDED M/IEK REFERANCE PAGE N67473 row. 1a41302015 BEFORE USE Desl®1 valid lot use orgy w1th MllekO connectors. this design is based only upon Ixirameters shown. and Is for an bxllvldual funding Component, not a kt= system. Before use. the building designer must verily the applicability of desio n poranelers and properly Incorporate rims design Into the overall Wilding design. Doc-N Indicated Is to prevent b.tcldbV or Indbtddual Ines web and/or chord members only. Addillonal temporary and permanent txaeing MiTek' Is always required for stablllty and to Ixevenl collapse with possible personal inPey, and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication storage. delivery. erectlon and bracing of litmes and trust systems, sooANSI/1PI I Quality Crlledo, DSB-89 and 8CSI Building Component Sorely Information ovalalre from Lucas Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tempo. FL 33610 Job Truss Truss Type r ply T10552032 TB0086 F09 Floor Truss 11733601011 1 Job Reference (optional) aullaa* —I.Wul.e. —W.. 'lull, ,.ny, r,v, n,u .—V V 0.1.8 Hi 2-6-0 2"_i 1-6-11_i 1-3-0 1 260 2-6-0_i 3x3 = 3x3 = 3x4 = 4x6 = Us FP= 2 3 4 5 6 7 8 9 I D:Zl7yacif3rgf5yObDEG68uz0U16-GW JAJ41)H l gv8L_TSBBYdcJT9K6W bOB t TcViglz1EyS Seal 1:50.8 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 q W 29 26 25 24 23 22 21 20 19 is 17 16 3x3 = 3x3 = 30 = 3x6 = 34 FP= 3x3 = 3x3 = 3x3 = 30 = 30 = 40 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES W B 0.54 Horz(TL) 0.07 16 We rl/a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 154 lb FT = 20%6F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No. 1(list) TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins, except BOT CHORD 2x4 SP No.2(tlal) end verticals. WEBS 20 SP No.3(tlal) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=948/0.7.4, 23=1864/0.5-11, 26=434/0.7-4 Max Gravl6=961(LC 7), 23=1864(LC 1), 26=54e(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3.4-859/305, 4-5=-859/305, 5-6=0/1198, 6-7=0/1198, 7-8=-1307/0, 8-9=-1307/0, 9-10=-2187/0, 10-11=-2698/0, 11-12=-2698/0, 12.13=-2698/0, 13-14-1851/0 BOT CHORD 25-26-57l710, 24-25=-305/859, 23.24=-612/563, 22-23=01728, 21-22=0/728, 20.21=0/le54, 19.20=0/2509, 18-19=0/2698, 17-18--0/2267, 16-17=0/1398 WEBS 6-23=-299/0, 2-26—e28/66, 2-25=-290/174, 5.23-1162/0, 5-24=0l765, 4-24— 456/0, 14-16=-1632/0, 7-23=-le97/0, 14-17=0l720, 13-17=-660/0, 13-18=0/621, 7-21=0/956, 9-21=-908/0, 9-20=0/562, 10-20=-552/0, 10-19=0/561, 11-19=-316/0 NOTES- (6) 1) Unbalanced floor five loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3•10d (0,131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Vadly d*dpn paramefon and READ NOTES ON PIS AND INCLUDED NIrEK REFERANCE PAGE NIF7473 rev. 1093W IS BEFORE USE Desl6n valid la use only wlth Mllek®ConneCtors. RYs design is based only ulY»n pwomelers stnown, and Is rot an Oxllvldual "ding component. nol a miss system. Before use, the tlydlding doslgnet rtttrsl verity the aWleaMlly of design parametors and properly Incorporate link design Into the overall oing bdingdesign. Bracing Indicated Is prevent bueMing of Individual truss web and/or chord members only. Addrn ttortal tepotayandpermanent brac MiTek' Is always recRdted lot slatAlly and to prevonl collapse wllh possible personal Injury and property damage. For general gtddance tegadtrng the fabrkollm slorago, delivery. erection and bracing of misses and truss systems seeANSI/TPl I Quality Critarta. DSB-89 and BCSI SuIMIng Component 6904 Pork* Easl Blvd Sarety Information available from truss Rate tnstiluto. 218 N. tee Sfreel. Sulte 312. Alexandria. VA 22314 Terrya, FL 33610 p rusb Truss Type ty T10552033 TB0086 Ft0 Floor Truss 1 1 1733601012JobReference (optional) ounVtl,v rntl,wY,v. V,•yY. r w.,. —y. .v.wo vwvv H, 2." , 1-3.0 2 0111 2-6-0 i 2—" 3x3 = 3x3 = 06 = 2 3 4 5 6 ID:Zl7yacff3rgf5yObDEG68uz0U16-kIIYXOmM2LymmVZNurn9psdlkVrKsTAiGEhMCzf EyR 21 $.0 1-8-5 2-6-0H-8 Scae.1:507 30 = 30 = 34 FP= 3x3 = 3x3 = 40 = 7 8 9 10 11 12 13 14 3215 319 30 m 27 26 25 24 23 22 21 20 19 18 17 16 3x3 = 3x3 = 4x6 = 40 =3x6 FP= 3x4 = 3x3 = 3x3 = 4x4 = 3x6 = 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Verl(LL) -0.27 20.21 >926 360 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Verl(TL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 1 Horz(TL) 0.09 16 n/a rl/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(llal) *Except* TOP CHORD 1.8: 2x4 SP No. 1(flat) BOT CHORD 20 SP No.2(flal) *Except* BOT CHORD 16-22: 20 SP No. 1(flat) WEBS 20 SP No.3(flat) REACTIONS. (Ib/size) 16=1079/0-7-4, 24=1847/0-5.11, 27=319/0.7-4 Max Uplift27=-38(LC 4) Max Grav 16=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-543/369, 3-4_ 543/369, 4-5=0/1059, 5-6=0/1059, 6-7_ 1715/0, 7-8=-2751/0, 8.9=-2751/0, 9-10— 3500/0, 10-11_ 3500/0, 11.12=-3500/0, 12.13=-3019/0, 13-14=-2171/0 BOT CHORD 26.27=-138/533, 25.26=-369/543, 24-25=-369/543, 23-24=0/1072, 22-23=0/2328, 21-22=0/2328, 20-21=0/3145, 19-20=0/3500, 18-19=0/3331, 17-18=0/2697, 16-17=0/1614 WEBS 2-27=-623/161, 4-24=-1 160/0,2-26=-356 15, 14-16=-1883/0.6-24=-2114/0, 6.23=0/1060, 7.23=-1015(0, 7.21--Ol702, 9-21=-660/0, 14-17=0/886, 13-17=-835/0, 13-18=0/511, 12-18=-496/0, 12-19=-132/554, 11-19=-280/17, 9-20=0/688 PLATES GRIP MT20 244/190 Weight: 155 lb FT = 20%, F, 11%E Structural wood sheathing directly applied or 2.2-0 oc pudins, except end verticals. Rigid telling directly applied or 10-0.0 oc bracing, Except: 6-0-0 oc bracing: 26-27,25-26,24-25. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 27. 4)'Semi-rigid 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.' Q WARNING - Verily assign Pwametew and READ NOTES ON INS AND INCLUOEO MrrEK REFERANCE PAGE NO.7073 rev. /W3WJ S BEFORE USE Deslgn vcikl for trse only vAlh Mltek®connactors 1Ns design Is based only upon Iwrarnelers shown, and Is for an hdlv"sal Wilding component, not o buss system. Before use. the btAdIr* designer mull verily the applicability of design parameters and property Irncaporale this design Into the overall IxAding design. Bracing Indicated Is to rroveni buckling of IrxlMdtxd Iruss web anti/or chord members only AdcBlkrnal temporary and pennanonl bracing WOW Is always fecSNed la stability and to prevent collapse with possBsle personal "and property damage. For general guidance regarding We k"lcc Non. storage. clellvery. erection and Iraclng of Irtmos and Inrss systems, seeANSI/WiI Quality Criteria, DSO-89 and SCSI building Component 6904 Pork& East Blvd Safety IMorm.Non avallable tram truss Rote institute. 218 N. Lee Stroel. Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type tY Ply T10552034 T80086 Fit Flow Trues 1 1733601013JobReference(optional) ouuame nrsiaource, rerrga. r.,o a.ny. .w„w ouaoo 0.1.8 H 2—" 1r 1 t 26 3x3 = 3x3 = 3x3 = 2 3 4 ID:Zl7yacit3rgf5yObDEG6Buz0U16.CvRxkmn_pe4d018sCeEOilOtz8u430BKxw FuezfEyO 1— 21----I +i +I ---I al Scat +:50.9 3x3 = 3x3 = 3x6 FP= 30 = 3x3 = 5 6 7 8 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 18 17 16 3x6 = 3x3 = 34 FP= 3x6 = 30 = 3x3 = 3x3 = 3x3 = 30 q 29 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0,14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven(TL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 n/a rVa BCDL so Code FBC2014fTP12007 (Matrix) Weight: 152 lb FT = 20%6F, 11% E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except Q1=length) 23=0.5-11, 19=0.5.11. Qb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334. 5.6=-871/0, 6-7=-871/0, 7-8=-871/0, 8-9=0/521, 9-10=0/521,10.11=0/521,11.12= 1249/0,12.13_ 1249/0,13-14=-1249/0 BOT CHORD 25-26= 12/364, 24-25=-12/364, 23-24=-12/364, 22-23=0/637, 21-22=0/871, 20.21=-26/674,19.20— 26/674,18.19=01764,17-18=0/1249,16.17=0/879 WEBS 4-23=-281/0, 10.19=-282/0, 2-26= 422/14, 3.23=-623/0, 5.23_ 827/0, 8-19— 870/0, 8.21=0/405, 5-22=0/348, 7-21=-258/0, 11-19=-1116/0, 11.18=0/668, 12-18=-288/0, 14-16_ 1026/0, 14.17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this tniss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Vartly design peremetent and READ NOTES ON 7NIS AND WCLUOEO AMK REFERANCE PAGE A07473 rev. 10=0015 BEFORE USE. Des1M vaik7 la use oNy with Klek®connectws. n* ck-slgn Is based oNy upon parameters shown. and Is for an hidh4dual buldhng component, not a buss syslem. Before use, the building deslgror must verify the applkabllty of design Ixaaneters and properly incorporate this doslgn Into the overall btddhV dosign. Bracing Indicated Is to prevent buckling of Individual truss web taxi/or chord members oNy. Adclllbrwl temporary and permanent bracing WOW Is always required too stability and to prevent collapse w11h possible personal V*xy tail property damage. For gerwal guidance regading the la loalkm storage, delivery. eoecllon and brcrchng of Intsses arod tniss systems, seeANSI/1PI I Quality Criteria. DSB-89 and BCSI Bunding Component 6904 Pwke East Blvd. Safety IMormallon ovallable from truss Plate tinsiltuto. 218 N. lee Sheep. Sidle 312, Atexaxklo. VA 22314 Tarrpa. FL 33610 Job Truss Truss Type 0 b T10552035 066TB0 F12 Floor Truss 1 1 733601014 Job Reference (optional) W M 011651 312017 P 1 Builders FoslSource. Tempo. Plom City, Flutdo 33M 1.9.12 1 1.5x3 11 6 2 3x3 = 7 640 s Apr 19 2016 MITek Induseles. Inc ed or e9 IDZ17yacf13rg15yobDEG6Buz0Uf6-CvRxkmn_pe4dOl8sCcE0l1 Ocyc8zh3OVKxw_Fuezf EyO 3 1.5x3 II Scale . 1:10.0 3X1 = 3x3 = 3.10.8 3-10-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.05 4-5 >929 240 BCLL 0.0 Rep Stressincr NO WB 0.17 Horz(rL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 21 lb FT = 20%F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 3.10.8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb(size) 5=523IMechanhcal, 4=665(0.4.0 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2.5=-684/0, 2.4=-684/0 NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s)- 11-4-0 from 0.9.0 to 3-10.8 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1.6=-100, 3-6=-353 0 WARNING - Vorly dosrpn poramotors and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE d1G7173 rov. I&MW IS BEFORE USE. wtDesignvalidforuseonlywithMnek® connectors. Tads design Is Iwsed orgy upon paameters shown, aril Is for an kxlMcl al Wilding component, not a busystem. Below use. Iha bxdldirlg doslgner must varlfy, ppl thecrlcatAllyof design parameters arxl proPu'IY bnconporat0 this design Into Ohs ovolall st6uldhg design. Brochg Indicated Is to prevent buckling of Indlvkrrcd trist Additional weband/or chord members orgy. Additiotemporary and permanent Ixachg MiTek' It always recitdred for stallillly and to prevent collapse with possB>Kry ple personalkandproperlydamage. For general guidance regadhg the lalptication, storage. delivery. erection aril txatrusses chg of and trustsystemsseeAN$U7PI I Quality Criteria. DSB-89 and SCSI Butiding Component 6904 Parke East Blvd. Safety Information avatiabie l om Alexandria, Truss Plate Institute. 218N. Lee Shoal. Sulle 312, Alexaia. VA 22314. Tempo. FL 33610 o fuss Truss Type ly P ly T10552036 780006 F13 Flow Truss 110 11 1733601015JobReference (optional) Builders FactSource. Tempe. Ph" City. Florida 33566 t-10-e 1 1.5x3 11 2 3x3 = Z"w Mph'C NCO mnen ,nuuamw, n,c . , u . &v, ID:Zl7yacff3rgf5yObDEG68uzOU16-CvRxkmn_pe4dOf8sCeEOn OgKa_P3i cKxw_Fuezf EyO 3 1.5x3 11 Scale . 1:10.0 3x3 = 3x3 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 VeA(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) 0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 4 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) TOP CHORD BOT CHORD 2x4 SP No. 1(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib slze) 4=648/Mechanical, 5=86310.7.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.5=-342/0 BOT CHORD 4.5=0/753 WEBS 2-4=-904/0, 2.5=-904/0 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20"oF, 11%E 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- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 14-10-0 from 0.0-0 to 3-2.0 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 4-5_ 10, 1-6=-449, 3.6=-100 Q WARNING. VOW dotlyn pan WWO and READ NOTES ON THIS AND INCLUDED NrFEK REFERANCE PAGE NO-7473 rev. 1411,113WIS BEFORE USE Design valkf for use only with tAlek®conneclors. xlls design is based only upon pcvamoters atlown. and is for anindividual btAding cornponent. not o frim system. Before use. the b11k*V designer must verity tho cWlcc bllty of design paranelers and poperly Incotporato 9* design Into Iho over", IxOding design. Bracing Indicated Is to prevent bucMing of individual Inns web aril/or chord members orgy. Additional temporary and permanent brcr_Ing MiTe k' It always requ,red for stability and to prevenl collapse wllh possible personal b*ny and promrly damage. For goner" gtddalCe regard,ng tt10 fabrk; allon. storage. delivery, eroctlon and Ixactrly of Inrsses cvld Inas systems, seeANSVTPI I Quality Criteria, D56-$9 and SCSI Building Component 690e Park& East Blvd Safety Information avalloble born Truss Nate Institute. 218 N. Lee Street, Stile 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss y pry T105520t37 780096 F14 TrussFbowTwra 1 1733WI016JobReference(optional) dJ19Bli r,IflJplu GO. --Pu. r,u,u-u), I-JUJvv 0.1.8 Fi 2-6-0 1.3-0 ID:Wyacft3rg15y0bDEG66uz0Uf6-g57Jx6ocayCT?ol2mJIFEEx5mYE VopgTAajoR4zf EyP 1 54 _i O le . 126.2 1.Sx3 II 1Sx3= l.Sx3 = 30 = 3x3 = I.Sx3 II 1.Sx3 II 3x3 = 3x3 = 4x6 II 1 2 3 4 5 6 7 8 9 30 = 3x3 = 3x3 = 34 = 3x3 = 4x4 = 1.Sx3 11 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Verl(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.12 14.15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 HOfz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 81 lb FT = 2046F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llal) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 20 SP No.2(11al) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 9=787/0-3.8, 16=787/0-7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1416/0, 3.4=-1812/0, 4-5=-1812/0, 5-6=-1812/0, 6-7=-1409/0, 7-8=-589/0, 8-9=-596/0 BOT CHORD 15-16=0/1112, 14-15=0/1687, 13-14=0/1812, 12-13=0/1688, 11-12=0/1110 WEBS 2.16=-1298/0, 9-11=0/888, 7-11=-827/0, 7-12=0/476, 6.12=-442/0, 2.15=0/482, 3-15=-431/0, 3-14=-41/383, 6-13=-43/386 NOTES- (6) 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 buss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Sirongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - Vor11y deign pan mofon and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE II007473 rov. 1003,2015 BEFORE USE Deslr,n valid for use oNy vAlh Mllek®connectas. INs design Is based only upon Iwrarnelers shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verily the "Icabillty of design pararnetors and property frtcorporale this design Into the overall building design. Bracing Indicated Is to prevent buckling of IrdNkfual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required low stahBlly and to prevent coign vAlh possNle personal Iniury and property damage. Fa general guidance regarding the fabrlcallm storage. delivery. erection and txaclflg of Inrsses and truss systems, seoANSUTPl1 Quality Criteria, DSB-419 and 6CSI Building Component 6904 Parke East Blvd. Safety Intwmatlon available from Iris Plate trtslllute. 218 N. lee Skeet. Sulle 312. Alexadit VA 22314. Tango. FL 33610 Job Truss Truss Type bply T10552038 TBOO86 F15 Fim Truss 1 1 1733WI017JobReference (optional) tlixroara fn61bou¢a. Iamps. nam ".Y. r _ aaaoo ID:ZI7yacff3rgf5y0bDEG6Buz0U16 g57Jxioca T7oQmJIFEEx_TYBHokUTAajoR4zlEyP 0-1.8 Fi 2-6-0 13-0 2.6.0 I 1.9.4 2-6-0 f 1 5x3 II 1.50 = 4x6 = 1.5x3 = 4x6 = 3x6 FP = 1,50 11 1,Sx3 11 3x3 = 1 9 3 4 5 6 7 Sc1Ibo 1t...re 1.32.5 1.Sx3 II 40 = Sx6 = 1 Sx3 = 8 9 10 I t f 17 16 1S 14 13 12 3x6 = 40 = 40 = 3x3 = 3x8 MT20HS FP = 5x6 = 4x6 = 3x3 = 10-9.4 r8.9.4 Plate Offsets (),`)-- 111-Edae 0-1-81 116.0.1-8 Edgel LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in toc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TO 0.87 Vert(LL) -0.35 14.15 >626 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Ven(TL) -0.54 14-15 >412 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.08 11 We n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 100 lb FT = 20%6F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP SS(Ilat) 'Except' TOP CHORD Structural wood sheathing directly applied or 5.10.1 oc puriins, except 1-3: 2x4 SP No.2(Ilat) end ver icals. BOT CHORD 20 SP SS(Ilat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-13: 20 SP No.1(flat) WEBS 2x4 SP No.3(ilat) REACTIONS. (Ib/size) 18=1151/0-7-4, 11=1521/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2301/0, 3.4=-2301/0, 4-5— 3769/0, 5-6=-3769/0, 6-7=-3769/0, 7-8=-3621/0, 8-9=-2325/0 BOT CHORD 17-18=0/1709, 16-17=0/2884, 15-16-0/3769, 14-15--0/3851, 13-14=0/3329, 12-13=0/3329, 11-12=0/1313 WEBS 2-18=-1994/0,2.17=0/940,4-17— 926f0,4-16=0/1202,5-16=-397/0, 9-11=-1971/0, 9-12=0/1606, 8.12=-1594/0, 8.14-0/463, 7.14-366/0, 7-15=-446(477 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131" X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14.9.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10,1.10=-100 Concentrated Loads (lb) Veil: 8=-648(F) Q WARNING. VOW dodgn panunefors and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 rev. 1693"Is BEFORE USE. Design valid rot use only wllh Mllek0 connectors. this design Is based only urmn porometen shown, and is lap an trxlMduoll Wilding component, nor a Otis syslern. Before toe, the btiifng designer must verity the applicability of design paiarnelers and properly hnCOtporato Ih6 design Into the overall bxsalng design. Racing Indicated Is to prevent bmldhig of Individual Irtrs web and/or chord members orgy. Ack lllonal temporary and permanent bracing Welk' Is always ieclutiod for slablllty and to prevent collapse with possible personal InMy and property damage. For general guidance regarding the storage. delivery, erecxon and bating of Irtm s and Inis systems, 500ANSI/TPI I Quality Criteria, DSB-69 and SCSI Building Component 6804 Perks East Blvd. tatxkalton, Safety Information avallable from truss Plate Institute. 218 N. Lee Street, Suite 312. Adexanddo. VA 22314. Tampa. FL 33610 Job I russ Truss Type ty 710552039 TOD086 Ft6 Floor Truss I t 733601018 Job Reference (optional) owvera rnswvwca. arryv, r,mu vny, rw.w. ueavv 2 t ID:Zl7yacff3rgf5yObDEG6BuzOUf6.8HZh8SoELGKKdyHE KOGUnSUEaycGXJgdOETMzW zfEyO 0.1.8 H , 2-" 1.3.0 2-5.6 , 1-3-0 r t.5x3 II 1.Sx3 = 1.Sx3 = 3x3 = 1.Sx3 11 1 Sx3 11 3x3 = 1 2 3 4 5 Scale. 1:18.2 77 L6 B 9 8 3x3 3x3 = LOADING (pst) SPACING- 2-0.0 CSI. DEFL. In loc) Vdell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.08 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Verl(TL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES W B 0.25 Horz(TL) 0.01 7 rda n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD BOT CHORD 2x4 SP No.2(flal) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 10=568/0-7-4, 7=568/0-3-15 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-922/0, 3-4=-922/0, 4.5=-922/0 BOT CHORD 9.10=01736, 8-9=0/922, 7.8=0/736 WEBS 2-10=-859/0, 5.7— 859/0, 5-8=0/410, 4.8_ 252/0, 2-9=0/410, 3-9=-252/0 3x3 = PLATES GRIP MT20 244/190 Weight: 55Ib FT = 20%F, 11%E Slruclural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNMG - Vorrly dedpn pMrIatere end READ N07ES ON THIS AND INCLUDED MFMK REFERANCE PAGE NIF7473 rev. IMMI S BEFORE USE. Design valkf for use only wtlh Milek® connectors. Rk design 6 tnsed only upon ryiamelen srtawn. and Is low an Individual bolding component not a htm system. Before woo, Iho building designer mini verify the apolcdolity of design marneters and property Incorporate this design into the overall balding design ®acing Indicated Is to prevent buckitng of IndNkkal Inlss web and/or chord members only. Adc1111onal temporary and p¢rmanenl bracing WOW Is always wecluked lot stahllily and to prevent collapse wtih posslole wsonal InAay and pwoperty damage For general guidance regarding the fdxk;atlon, slorage. delivem erection aril bracing of Inmes and Inm systems. seeANSI/IPI I Quality Criteria, DS5.89 and SCSI Sulldlng Component 6904 Parke East Blvd Safety Information ovdialAe born buss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tompa. FL 33610 T10562040 Diagonal Hip Girder 1.5-0 7.1.6 9.9-5 r 1-5.0 7.1-5 2.8-0 Scale - 1:21.0 20 11 3x6 = 3x6 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.15 5-8 771 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 0.48 5-8 243 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 39 lb FT = 20-6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=421/0-10.15, 5=592/Mechanical Max Horz 2=143(LC 4) Max Upli112=-143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.9=-1075/29, 2-3=-653/225 SOT CHORD 2.5=-311/612 WEBS 3-5=-662/387 Structural wood sheathing directly applied or 5-3-13 oc puffins, except and 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=25fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 212 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=40(F=30, B=30)-to-9=35(F=27, B=27), 9=-5(F=27, B=27)-to-4=-147(F=-43, B=-43), 6=0(F=10, B=10)-to-5=-49(F=-14, B— 14) Q WARNING. Vedly d"n Paramofaa and READ NOTES ON THIS AND INCLUDED MREN REFERANCE PAGE MX7473 rov. fO OMIS BEFORE USE. DesJgn valid for use orgy vAlh Mllek® connoctors. 0* design Is based only upon parameters shown. and Is fa an Incil"Kil txAdIng component. not a InR system. Before tire, the b uDc ing designer must verity the atoicabilty, of design parameters and properly Incorporato this design Into the overall IxOtBng design Bracing Indicated b to prevenl buckling of WK#Muab truss web and/or chard members only. Additional lemparary, and permanent tracbng WOW is always iequked for stability and to prevent collapse wlih possible poisonil Infray and properly damage. for general guidance regarding the tabrkatlon, storage. delivery. emcllon aril bracing of Inisses and I M systoms. seeANSI/TPII Ouallhy Criteria, D56-89 and SCSI Building Component 6904 Perks East Blvd Safety Information available from Itas Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tanya. FL 33610 Job rus6 Truss ype uly T10552041 TBOOSS HRO2 Diagonal Hip Girder 1 l 73MI020 Job Reference (optional) BOOM F 11515ouice, r amps, mom cmy, Framaa .fJxo.........,,....................,.......... ..... .. ..._. _. ._._.._. __.. .__. I D:Zl7yacf t3rgf SyObDEG6BuzOU I6-dU73Mops6ZSBF6sRuknjKIOPPLuYGpvmduCvVzzf EyN 1-5-0 6.11.6 1.5-0 6.11.E 3x4 II 2x4 = 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 2.4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.67 VBrt(TL) 0.15 2-4 513 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) 0.00 4 n1a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=293/Mechanical, 2=264/0-11.5 Max Horz2=120(LC 4) Man Uplift4— 112(LC 8), 2— 105(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale. 1:17.9 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 6.0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wlnd: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsf; h=25it; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 20.0psf 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 112 lb uplift at joint 4 and 105 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-60 Trapezoidal Loads (pit) Vert: 5=0(F=30, B=30)-to-3=-104(F_ 22, B=-22), 2=-2(F=9, B=9)-10-4=-35(F=-7, B=-7) Q WARNING - Verily design pammaters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,110-7473 ray. 169MIS BEFORE USE Design valid lot use only wllh Nlek® connectors. title design Is based only upon paamelers shown, and 1s la an frdlMd ual txlllding component. not a lotus system. Before use, the bidding designer must verify the opplkabOty of design paamelers and Ixopeily blcoiporato this design Into the overall IxAdbV design. aachg Indicated Is to prevent lxtcldfrtg of IrWMdual IRlss web and/or chord inembers only. Additional temporary aril permanent bracing MiTek' 6 always teci lred for slablllly ondl to pnevenl collapse with possible personal frdtay add property damage. rot general gulda co iegading he lablcatbn, storage, delivery, erection and Ixdd;ln0 of musses and Inrss systems. sa ANSI/TPI I Quality Criterion, DSS-89 and SCSI /ullding Component 6904 Parke East Blvd. Safety Information ovallahle from truss Plate Institute, 218 N. Lee Street, Sidle, 312, Atexadlrkx VA 22314. Tampa. FL 33610 Job Truss Truss Type oly T10552042 780086 HR03 DIAGONAL HIP GIRDER 5 1 733601021 Job Reference (optional) Buddere Fud5ource. longo. from cny. monoo aabbb ..o-- M , e ^ - ..... - •-^-• __.. . _w_ . ID:Zl7yacff3rgf5yObDEG6BuzOU16-dU73Mops6ZSBF6s ;knfKf000LrtGn?mduCvVzzfEyN 1.5-0 6.2.11 _ 9.9.5 5-0 1 6.2-11 3-6.10 Scale . 1.23.1 20 II 3x6 8.9-5 LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Verl(LL) -0.17 5-8 >696 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Verl(TL) -0.51 5-8 >228 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 5 n1a rda BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.3-13 oc puffins, except SOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 2=427/0-5-5, 5=600/Mechanical Max HorZ2=217(LC 4) Max Uplift2=- 111 (LC 4), 5=-253(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-540/145 BOT CHORD 2.5=-293/489 WEBS 3-5=-530/351 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=6.Opsf: h=25f1; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 111 lb uplift at joint 2 and 253 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysts and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any parilcular 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: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-4=-147(F=-43, B=43), 6--O(F=10, B=10)-t0-5=-49(F=-14, B=-14) WARNING • Verily dadgn pansmetws end READ NOTES ON THIS ANOWCLUDED MflEK REFERANCE PAGE 0111167473 rev. 1&03W IS BEFORE USE Design vaikd for use orgy vAth Mllek®cortnectois. Ws design Is Ixned oNy upon potameters shown. and Is for an Individual building component, not a hum system. Belore use. the txAdlng designer must verily the applicability of design pars rneters and property Incoq,otale th6 design Into the overall building doslgn. Bacing Indicated Is to prevonl bucking of Individual miss web and/or chord members only. AddlIkmal temporary and permanent Ixeclng WOW It always ieWied for stability and to peveni collapw vAlh possmle personal Initry and property damage. For general guidance regadklg the labficatkxl, slotage. delivery. etecllon and txacing of Inures and Was syaloms, soeANSI/FPI I Quality Criteria, DSB-69 and BCSI building Component 6904 Perks East Blvd. Safety Information ovallable from truss Rate Irutllule. 218 N. lee Street. Sulle 312. Alexorldrlo. VA 22314. Tampa. FL 3%10 T80086 I HR04 Diagonal Hip Girder 11 1 1 1733601022 6.1.11 _ "-46.1.11 3-6.9 3x6 = 20 11 3 Scale . 1:23.1 9-8-4 Plate Offsets (XY)-- 11.0-0-5 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Verl(LL) 0.16 4-7 724 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(R) 0.48 4-7 239 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.18 Horz(TL) 0.01 1 n1a Na BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib size) 1=317/0-4-4, 4=594/Mechanical Max Horz 1=181(LC 4) Max Upliftl=-31(LC 4), 4=-246(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-531/138 BOT CHORD 1-4=-283(485 WEBS 2.4=-526/339 Structural wood sheathing directly applied or 5.8-3 oc puffins, 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=6.0psf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.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 31 lb uplift at Joint 1 and 246lb uplift at Joint 4. 6)'Semi-rigid pilchbreaks with fixed heels' Member and fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pit) Vert: 1=3(F=31, B=31)-to-3=-145(F=-43, B=-43), 5--O(F=10, B=10)-to-4=-48(F— 14, B=-14) Q WARNINO - Vedfy dorrgn paramstora and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 011111167473 rev. 101137016 BEFORE USE Design valid for use orgy wl0n 14109 connectors. Ills design Is based only upon rxaanteleis shown, and Is for an individual bu9d,ng component. not a firms syslem. Before use. the Lxfk9ng designer mini verity tho aWIcablily of design Ixlrameters maxi properly trncoimole ttgs design Into the over', btficbV dosign. Bracing indicated Is to prevent buc,dhng of trxllvklual tnrs wob and/or chord rnernbers only AdCttlonal temporary and immanent bracing MiTek' Is always required for slalHllly and to prevent collapse wllh possible person' trUury and property damago. For general guldanco loocirdhng One fabrcatbn. storage. delivery, erection and bracing of tnrses and tams systems. seeANSIMI I Quality Criteria. OSS-89 and SCSI Wilding Component 6904 Parke East Blvd. Safety Information av"able from fius Halo Instllute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tarrga. FL 33610 Job Truss Truss Type city Vly T10652044 TB0096 Jot JACK -OPEN TRUSS 2 1 733601023 Job Reference (optional)' aUYOale 1-1161b0111ce. 1 orrpo. ram Vey, rlvllaa Ja7oo y•-.-•...... _.. ...___...__. ..._ -. __._._. _. .__.__. __. ID:Zl7yac113rgf5yObDEG6Buz0Uf6.5ghRa6gUtta2SGRdRii ysiZhGI017G9vsYyS1PzfEyM 1-0-0 1.10.16 r 1-0-0 i 1.10.15 1 Scale - 1:7.7 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in toe) Udell Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Ver(TL) 0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hors( L) 0.00 3 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 8 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=36/Mechanical, 2=156/0-8.0, 4=18/Mechanical Max HOrZ 2=47(LC 8) Max Uplift3=-28(LC 12), 2= 87(LC 8) Max Grav3=36(LC 1), 2=156(LC 1), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at Joint 3 and 87 lb uplift at Joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q "RNWG . VW1y dodgn paramotera and READ NOTES ON THIS AND WCLUDED 4BTEK REFERANCE PAGE A07473 rov. 100302015 BEFORE USE. Ik'W1 valid low use orgy with Mllek®connectols. R& design 6 based orgy upon pwameters shown. and Is for an Indlvdtual bxrYdhtg component, not a Urns syslem. Before rise, the IxAlding doslgner must vedly Ube oWiccAA11y of design rxrameters and properly Inaorponole UtK design Into Ihte overall LxYdhtg design. Bracing Indicated Is to prevent budding of Indlvidud truss web aril/or chord members only. Addtlorttd temporary and permanent txachtg MiTek' b dways tectudred for stabllUy oral to prevenl collapse wllh poss9Ne personal Injury and Ixop erly damage. For general guidance regarding the fabrlcollon, slorago. delivery. erection and txachtg of Inussescaxl truss systems, seoANSI/TPII Cua91y, Criteria, DSB-89 and Best BulWingComponent 6904 Parke East Blvd. Safety information avallable from hugs Rote Institute, 218 N. tee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 TB0086 IJ02 TRUSS 1 1733601024 710652045 1-0-0 2.10.15 2x4 = 2.10.15 Scale - 1:9 4 m P 0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Ved(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 We n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc pudins. SOT CHORD 20 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=54/Mechanlcal, 2=202/0-8-0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Uplifl3=-42(LC 12), 2=-108(LC 8) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (Ib) - 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 B; End., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 42 lb uplift at joint 3 and 108lb 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 • VW11y dodgy peram eiri and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rov. 10931015 BEFORE USE. Design valid for use only vAlh Mllek® conneclas. Inls deslgri is blued only upD n parameters ahOVnn. and Is la an Individual building component. not a frt= system Before use. the Ixilding designer mini verity the applicability of design pxaamelers and properly Yncaperato this design Into the overall bidding design. Bracing Indlcoled Is to prevent btuckWng of IndNkltial lit= web and/or Chad members only. Additional temporary and permanent bracing WOW IS always regtlrod for stability and to prevent collapse vAth p ossl)le personal I nJtrry and property damage row general gtldance regarding the fabrlt-.aflon storage. delivery. ejection and bracing or Inrsses and Miss systems. seeANSVWI I Quality Criteria, DSE-89 and 6CS1 Building Component 6904 Parke East Blvd. alary Information avdlable from Truss Rate Inslllute. 218 N. Lee Street. Suite 312. Arexandrl0. VA 22314. Tampa, FL 33610 ruse ruse ype t 710552046P0086J03JACK -OPEN TRUSS 2 1 33601025IJ7obReference o tronal sundials Fasibource. lampo, Vlam vay, roFloa 0d 00 ....-... o -y. .. .... ..-.... ...--_...__. ..._ .. _. . _ _..__ __ _o_ ID.Zl7yac113rgf5 bDEG6Buu0U16-Z6EgnUr6eBiv000p79pBP45pN9helgP34Ch0arzlEYL 1-0-0 4.10.15 1-0-0 4.10.15 Scale . 1.12.7 20 = LOADING (psp SPACING- 2.0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.30 VeFt(LL) 0.02 2.4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014/fP12007 Maldx) Weight: 17lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib size) 3=124/Mechanical, 2=27210.8-0, 4=45/Mechanical Max Hort2=91(LC 8) Max Uplltl3=-88(LC 12). 2=-118(LC 8) Max Grav3=124(LC 1), 2=272(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10-15 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL0.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This thus has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0.0 wide will 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 88lb uplift at joint 3 and 118 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNUVG - Verity dedgn parameters and READ NOTES ON THIS ANDWCLUDED MrTEK REFERANCE PAGE M*7473 rov. IOD3/1015 BEFORE USE. Design vdikt tot use only with Mllek® connectors. IW design 6 bawd orgy upon rwrameters shown, and Is for an Individual building component, not a Was system. Before use. One Wilding designer mull verify the ap0ka1AIfy of design paramelers and proporly hworpolato this doslgn Into the overall building design Bracing Indicated Is to lxevenl budding of IndNldud truss web and/or chord mernlx:rs only. Addlllond temporary and permaneni bracing WOW is always required for sioNily and to prevent col")se vnlh possmle personal Wury and txoperty damage. For general guidance rogadfrng the fa Icallm storage. delivery, evecllon and bracing of inmes and inrss systemL seeANSf/IPI I Quality Criteria. DS111-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avdilable from this Plate Institute. 216 N. Lee Street. Suite 312, Alexandria. VA 22314 Tamps, FL 33610 Fuss Fuss Type1(42 N T10552047 TB0066 J04 JACK -OPEN TRUSS t 1733601026JobReference (optional) Buadsre Fustsoures. tortgo. From coy, rtratoo 3a56a ID:Zl7yacif3rgf5y0bDEG6Buz0Uf6-ZsEgnUr6eBiv000p?9pBP45jr9dpkjP34Ch0arzlEyL I 7-0.0 Scale: 3/4'e1' 30 = 7-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 10'0 Lumber DOL 1.25 BC 0.49 Ven(TL) -0.25 2-4 >321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) -0.00 3 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 23lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=177/Mechanical, 2=352/0.8.0, 4=79/Mechanical Max Horz 2=121(LC 8) Max Uplift3=-112(LC 12), 2=-135(LC 8) Max Grav3=177(LC 1), 2=352(LC 1), 4=123(LC 3) 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=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCp60.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VwW doOgn pMnatwe and READ NOTES ON THIS AND INCLUDED MflEK REFERANCE PAGE M07473 rov. l W MIS BEFORE USE Desl6nvalid for use orgy with Mllek®conneclors. Itis deslgt is basfd only upon rrBametersshown. and Is lot an Individual buldlong component. not a Suss system. Bekxo use. Iho txAkilng deslDner moist verify the aplAlaablify of design patamelers and properly btcorpaato IhIs design Into tow ovordl Arril truss web and/or chord members only. Addlrlorxi lepotary and permanent bracing brOd ingdodgn. 9acing Indicated Is to prevent buckWng of IndNkm MiTek_ Is always tegUred for stal)lllly and to rxevenl collapse with possible peosorol k*mry and ptopeny damage rot general ptidance regarding Who labtkballon. slorage. delNery, erection and brocbg of limes and Inm systems. seeANSI/TMI Quality Crueda, DS11-69 and BCSI Building Componortl 6904 Parke East Blvd. Safety Information avdlabte loom Ines Plate Institute, 218 N. Leo Shoel. Salto 312. Alexandria, VA 22314. Tompo. FL 33610 Job Truss ruse ype tyFly Ttoss2ae TBo086 Jos JACK -OPEN TRUSS 2 1 1733601027JobReference (optional) nmraere rneraowce, romps, rrem coy, rronaa aaaoo ID:Z17yacff3rgf5y0bDEG68uz0Uf6-ZsEgnUr6eBiv000p?9pBP45sh9k4kiP34ChOarzfEyL 1-0.0 + 0.10.15 1-0.0 a10-1s Scale .1 6.9 20 = slats 0.10.15 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Verl(LL) 0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Verl(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20^a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rlgld ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 3=-6/Mechanicaf, 2=137/0-6-15 Max Horz 3=39(LC 12) Max Uplift3=-6(LC 1), 2— 82(LC 12) Max Grav3=35(LC 16), 2=137(LC 1) 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=2511; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 6 lb uplift at joint 3 and 82 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks wlih 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- VaUy doalgn paremofere and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE M1167479 rev. IM37015 BEFORE USE Design valld for use only wtih Klekb conneclors. Irk design Is based only upon parameters shown, and Is for an IndMUHil building component, not a truss system. Betom me, the b tAding designer must verity tho applicability of design parameters and properly Incoi oralo tnb design into the overall bxRdng design. Bracing Indlcoted Is to prevent txrcldtng of IndMWKd trips web and/or chord members only. Additional lemporary and permanenl bracing Welk' is always required for stability and to prevent collapse with possltle personal Injury and property damage. For general g0datce regarding the tabrk;allm skaage. delivery. erection and bracing of Inrsses and Inks systems. sec-ANSUTPI I Quality Criteria. OSB-69 and BCSI BuBding Component 6904 Parke East Blvd Safety Information available Odin Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tompa. FL 33610 Job T russ Truss Type b T10552049 780086 J06 JACK -OPEN TRUSS 2 t 33601028 Job Refererx e (optional) Ca110013•115111wlca. l allwa. fWm li lly. IRIIDa JJ700---•r.._-_._..... ID:Zl7yacif3rgf5yobDEG6Buz0Ut6.13oC9prlPUrm6abOZsKOxie15Z39TAtCJsRZ6lzf EyK 1-0-0 2.10.15 1.0-o 2.10.15 Scale: V-V 2x4 = LOADING (PSI) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Verl(LL) -0,00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=54/Mechanieal, 2=202/0-8-0, 4=25/Mechanical Max Horz 2=82(LC 12) Max Upllit3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=251t; Cat. If,, Exp B; Encl., GCpi=0.18,, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vadry design pmmorara and READ NOTES ON TMAND INCLUDED UrrEK REFERANCE PAGE M&7473 rev. 14930201S BEFORE USE Design valkl lot use only with tv9106 connoctas. Inls design Is Irked only upon pw ometers shown. and Is for an Individual rAAding component not a ( russ syslem. Before use, the IxNdng designer must verify the aupicalxlfy of design paraneters and properly Incotmole Ihk design Into the overall building design backing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bra;Irg WOW Is always tegtlred lot slalAlly and to prevent collapse with pwssBNe personal knµay and properly damage. For general guidance regodIng the fabricollm storage. delivery, erection and bracing of trusses and Inrss systems seeANSIMI I Cu0U fy Cdlarto. DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety IMormallon avdlabie from bias Plate Institute, 218 N. Lee Slteel, Suite 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type ty T,oss2oso T80066 J07 JACK -OPEN TRUSS 2 1 733601029 Job Reference(optional) VU110098 FIrS1*OuFG0. .anpa. r'IOlu tiny. rwnu. J,7J00 .. 5y EG6Bu.OU16-.....C?pr--...._. . _._ ._ __ _ o_ I D:ZI7yac1f3rg15y0bD EG68uz0U1613oC prlPUrmfiabOZsKOxI ezgZOrT A1CJsR Z61z1 EyK r 1 50.0 Scale. 1:17.3 2x4 = 0.4-0' 4-e-0 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Ven(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) 0.00 3 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 18 lb FT = 204b LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=127/Mechanical, 2=276J0-8.0, 4=46 Mechanical Max Horz2=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. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. 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=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone, cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 70 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'Thls manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VadIT dedgn pararrrotars and READ NOTES ON THIS AND INCLUDEDWEK REFERANCE PAGE 0107473 MV. I&MMI5 BEFORE USE. Design valid for use only with Mitok® connectors. TM deagl Is based only upon pararaloters shown, and Is tot an trldNkhxA Wilding component not a buss system. Bolore use. the bulkli lg designer mtrsf vodty tho appllcalAlty of design parameters and fxoperly hcorporate this design Into the overall building design. 9achg trxkoled Is to provent txrcldtng of trxilvldual Infss wob anal/ot chord members only. Addillonal temporary and permanent Imactng WOW Is always tec"ied low slaUlly and to pfevent collapse wlm posslfle personal Info y and pfoperly damage. For general guidance regarding Itxi l abrk:allon, storage, dolNery, erection and txaclrlg of IRnses and IRM System weANSI/IPI I Quality Criteria, DSB-69 and ICSI Building Component 6904 Parke East Blvd. Safety Information avallabfe Irom Muss Plate Institute. 218 N. Lee Slroel. Sulle 312, Afexarlddo. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty Fly T10552051 7BOO86 JOB JACK -OPEN TRUSS 11 1 733601030 Job Reference(optional) avuoarsr-rrstaource.Pampa. '0.Vny.rgnWJa7oo-y..__._.....-.. ID:Zl7yacff3rg15yObDEG6BuzOUf6-VFMaC9sNAozdlkAC7asf UV BCUzOuCdvMYW A7ekzlEyJ 1-0 0 0.10.15 1-0-0 0.10.15 Scale . 1.6.9 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Ven(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rda BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=- 11 /Mechanical, 2=134/0.4-0, 4=9/Mechanical Max Horz 2=39(LC 12) Max Uplill3= 11(LC 1), 2=-57(LC 12) Max Grav3=12(LC 8), 2=134(LC 1), 4=17(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 0-10-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.le; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will III 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 11 lb uplift at joint 3 and 57 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- V*,W design paramorers and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MR-7473 rev. 1MMIS BEFORE USE. Or/slgn valkl for use only wtlh Mllek®conneclors. rhh deslgl Isbased only upon paameters shown, aril is for an frxlMdual holding component, not o buss system. Before use. the txNdng designer mrrst verify the W)plleabllty of design Ixnametors and properly Incorporate thisdesign Into the overall brOdbng design. 9aci ng frxticated It to prevent bucldbng of IndNklual Inns web and/or chord members only. Atldlllonal temporary and pennatenl noting MiTek' Is always rogJred for slotAlly and to ixevent colloixo wllh posslAo personal hkay and property damage. tot goneral guklance regoralng We slotoge, delivery, erection aril Ixacl;V of trtrsses and Inrss systems, weANSVIPI I Quality Criteria, DSB-59 and SCSI Building Component 6904 Perks East Blvdk"Icatlon, SafetyInformation avUlable from buss Plate Institute. 218 N. lee Sueet. Sullo 312. Alexandria. VA 22314. Tempe, FL 33610 Job Truss russ ype t T10552052 TB0086 J09 JACK•OPEN TRUSS 10 1 1733601031JobReference tional BUedere F rrslSource. ramps. rlsm%'Ry. frOlras J37oD `^„o ar,. .. .._._.....-^...---...__. ..._• -----._. _. ._._..__--.. _o_ ID:ZJ7yac113r915y0bDEG 6Buz0Ul6 VFMaC9sNAozdila&a-sIUVBCGzPICdvMYWA7ekzIEyJ1- 0-0 2.10-15 r 1- 0.0 2.10.15 Scale: V- V 2x4 = 2. 10.15 LOADING( pst) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.08 Verl(LL) -0.00 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 We Na BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No 2 REACTIONS. ( Ib/size) 3=65/Mechanical, 2=193/0.4.0, 4=27/Mechanical Max Horz 2=82(LC 12) Max Uplifl3=-57(LC 12), 2=-58(LC 12) Max Grav3=65(LC 1), 2=193(LC 1), 4=54(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 2-10.15 oc puffin. 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=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 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 nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplllt at joint 3 and 58 lb uplift at joint 2. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q wARNwa - Verily deogn parameters and READ NOTES ON TMS AND MCLUDED MITEK REFERANCE GAGE M/F7473 rev, I04) MIS BEFORE USE Design valid" use only with MlleM conneclors. Inls design Is based only upon parameters shown. and Is for an Individual building component. not ng designer must verity the applicability of design parameters and properly Incorpomfe this design Into The overall asusssystem. Before use. The building btOding design. Brocing Indicated a To prevenl txuckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek_ Ls always rec"Fed for slabBity and to prevent collapse with possible personal IniaY and property damoge ror general etldcnce regarding the fabrication. storage. deTNery, erection and brocing of Trusses and IRIS systems, smMNSI/1PI1 Quality Crllerb. DS8-89 and BCSI Building Component 6904 Parke East Blvd Safely information avaltabte from truss Plate Insillute, 210 N. Lee Street, State 312, Alexandria. VA 22314. Torrpo. FL 33610 job T cuss cuss ype ty N 710562053 TB0086 J10 JACK -OPEN TRUSS 10 1 733601032 Job Reference (optional) Builders Rrsisource. Tompa. pion Goy. Fpneo jubtto w ,o c ov ^ ^ s- . ID:Zl7yactf3rgf5yl bDEG6Buz0U16-VFMaC9sNAozdlkAC7asfUVB8BzMnCdv 4YWA7ekzfEyJ 1.0.0 4.10.15 4.10.15 20 = 4.10.15 Scale - 1:17.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(TL) 0.07 2.4 780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 We We BCDL 10.0 Code FBC2014JTP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=132/Mechanical, 2=266/0.4.0, 4=47/Mechanical Max Horz2=126(LC 12) Max Uplift3=-107(LC 12), 2=-67(LC 12) Max Grav3=132(LC 1), 2=266(LC 1), 4=94(LC 3) 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=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 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 miss. 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 - Verily dedyn parnmefen end READ NOTES ON THIS AND ANCLUDED MrMK REFERANCE PAGE M67477 rev. 10411 MIS BEFORE USE Design valid for use only wllh 141ekO Connectors. lnls design Is based only upon pcnameters shown. and Is fa an hdlvklual building canportent, not a liras syslern. Before use. the Ixdkilng doslgnwr must verify the appllcabllty of design parameters and property tncogborate Mis design Into the overall btUdkng design. Bocing Indicated Is to prevent bucldtng of Individual truss web and/or chord members only. Additional temporary and permanent brncing MiTek' is always rogllred for stability and to pevenl collapse with possible personal "and property danoge. For general gtddad:e regarding the fa bricatlon, storage. delivery, erection aril bracing of Irtrsses and truss systems seeANSI/FPI I Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from bras RMale Institute. 218 N. Lee Street. Sidle 312. Alexandria, VA 223I4. Tempo, FL 33610 Job Truss Truss Type oty Tt0552054 Tam J11 JACK -OPEN TRUSS 12 73360tfW Job Reference (optional) ambers FaslSource. Tempe, vram crry, rbmo r ID:Zl7yacff3rgf5yObDEG6BuzOUf6-zRwyPVt7x65ULItOgHNuibENMtMt49VnAwgBAzlEyl 1-0-0 7 0 7 0 3x4 = 7-0.0 Scale . 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.10 2-4 >777 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 VBrt(TL) -0.28 2-4 >291 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3= 181 /Mechanical, 2=347/0-4-0, 4=83/Mechanical Max Horz2=172(LC 12) Max Upl1fl3=-133(LC 12), 2_ 78(LC 12) Max Grav3=181(LC 1), 2=347(LC 1), 4=127(LC 3) FORCES. (Ib) - Max. CompJMax. Ten.. All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 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 133 lb uplift at joint 3 and 78 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • Verilydadyn Pererrrotere rind READ NOTES ON THIS ANOWCLUOED NrrEK REFERANCE PAGE ND-7473 rev. 10e3W I S BEFORE USE. Design valid for use only with Mllek®conneclors. M design h based Only ulon pdnamelers shown. and h for an i dMddKl buldktg cornponenl, not a Istrss system. Before use. The Ixfldlng designer must verily The alXAka[Aly of design parameters and Property Incorporate lids design Into The overall bxBding design. Bracing Indicated Is to lxevenl buckling of Individual Inrss web and/or chord mernWs orgy. Additional temporary and permanent traclno MiTek' Is alwoYs regtdlod far stalAlly and to txevenf calkf[xe wllh possitAe personal bVray and property damage. For general guidance regardng the fabrkatlon. storage. delivery. etecllon and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, D$11•89 and SCSI Building Component 6904 Paike East Blvd. solely Information avalic"o Isom Truss Plate InsllNle. 21B N. lee SIseel. Sulle 312. Alexandria. VA 22314. Torres. FL 33610 Job T ruse Truss Type MY T10552055 T80086 J12 Jack -Open Truss 1ply 1 733601034 Job Reference (optional) Bmlasrs Fnstsource, tarrpo, nom cry, rronoa saso ID:Zl7yactf3rgi5 bDEG6Buz0Uf6.zRwyPVt'/x65ULIlOgHNu111LMMc8x_ZVnAwgBAzlEyl r 4-1-7 7.0.0 4-1-7 2.10.9 Scale . 1:22.4 30 = axo r r 30 = LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,25 Vert(LL) -0,02 1-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.05 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.01 4 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40 lb FT = 20°e LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 1=1138/0.8.0, 4=1008/Mechanical Max Horz 1=149(LC 8) Max Uplift1=-260(LC 8), 4=-305(LC 8) Max Gravl=1254(LC 15), 4=1102(LC 15) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-1353/250 BOT CHORD 1-5=-321/1173, 5-6=-321/1173, 4.6=-321/1173 WEBS 2-5=-226/1279, 2.4_ 1457/399 NOTES- (9) 1) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=6.Ops1; h=2511; Cat. 11; Exp B; Encl., GCpI=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 1 and 305 lb uplift at joint 4. 6) Girder carries tie-in span(s): 15-8.0 from 0-4-0 to 6.4-0 7) 'Semi -rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the miss are noted as front (F) or back (B). 9) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3= 60, 1-6=-291(F_ 271), 4-6=-20 Q WARNING - Vedly dedyn paratnaters and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MI.7473 rev. 140MMI5 BEFORE USE Design valkl for use orgy vAth Mllek® connectors finis design Is txaed only upon p walnelers shown, and Is for an in llNdual building component. no, a hurt system. Before ttw. the bAding designer rntAI verily tho appticabllty of design IxlrOrneters and Ixoporly Incdxporalo this design Into Iho overall building design. Bracing Indicated Is to pevenl buckling of InWv dual truss web and/ow cnotd members only. Additional temporary and p eFnlanenl Ixacing WOW Is always recµdred for stabttlly and to prevent collapse vAlh possUe personal Wuy and Property damage. For general guidance regarding the fabk;atkxn, storage. delivery, erectkxn aril lxocbV of Intsses and truss systems. weANSI/fPl I Quality Crllerta, OSS-69 and SCSI 8u901ng Component 6904 Parke East Blvd Safety Information avallobte from Truss Rate krstltute. 218 N. Lee Sneef, Sulle 312. Alexanddo. VA 22314. Tempe, FL 33610 o Truss ruse Type ty T10552056 T80086 it Jack -Open Truss t 1 17336011035JobReference o tronal n on'T Onnat UU60818 F Ue1bOUK9, Ia111PO. Flan tiny, V.9nm JJJeO "^--6+ '---'-'"" 'i" 6LZ""" - -- - - -- ID:ZI7yaelt3rgi5yt>bDEG68uz0U1B-ReVKdrudrPDLz t KaE u7ZwGWymuRgO)(1?giDteztEyH 4.1.7 i 7-0.0 r 4-1-7 2-10.9 Scale . 1:22.4 3x4 = Jaa 11 3x6 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(Q -0.05 4.5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 HOrz(TL) 0.01 4 r1/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=845/0-4-0, 4=1326/Mechanical Max Horz 1=149(LC 8) Max Upllill=-213(LC 8), 4=-432(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-1442/348 BOT CHORD 1-6=-407/1236, 6.7=-407/1236, 5-7=-407/1236, 5-8=-407/1236, 4-8=-407/1236 WEBS 2-5=-33311323, 2-4_ 1535/506 NOTES- (9) 1) Wind: ASCE 7-10; Vuit=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cal. 11, Exit B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed,, Lumber DOL=1.60 plate grip DOL=1.60 2) 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 213 lb uplift at joint 1 and 432 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 33 lb up at 1.0-0, and 191 lb down and 57 lb up at 3.0.0, and 1334 lb down and 397 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the bullding 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, 1-4=-20 Concentrated Loads (ib) Vert: 6=-111(F) 7- 191(F) 8 1334(F) Q WARNING - Verify desfyn paramotora and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M9.7473 rov. /00MIS BEFORE USE. Design va ll d for use only with MilekO connectors. 1rgs d0slgn Is based only upon pararneters shown. and Is for an Indlvddual Ixilding Component, not a buns system. Before use. the buldng designer rntat verity the cWicabllty of design Marnelers and properly Incorporate this design Into the overall building design. 11facing Indicated Is to prevenl budding of Individual Inns web anal/or chord members orgy. Addllion>al lampaxary, and permanent bracing M iTek' It always lequked for stability and to prevent collarAe wlth losslble personal k*n and property damage. Fa general guidonco regarding the fabrIcallm storage, dellvery. woctlon and bracbng of Inrses and Inns systerns. see-ANSIMI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information Ovdlable from buns Rate Institute, 218 N. lee Sheet, Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job T ruse Truss Type oty T10552057 TB0086 J14 Jack -Open Truss 1 1 7336o rJobReferlence(optionaQ Burtders FIrSISOurce. tsnpe. Y1anr uny, rrorwa auoe . ,,-,., o. r .. __.._. _ ID:Zl7yacit3rgf5yObDEG6BuzOUf6•ReUKdrudrPDLz1KaEiWiwGx3m44i'6?' iTjczlEyH 2.10.15 2.10.15 20 = 2.10.15 Scale: 1'.1' LOADING (pst) SPACING- 2.0.0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 1.3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) 0.00 2 We We BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 9lb FT = 20%. LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 1 =I 11 /Mechanical, 2=84/Mechanical, 3=28/Mechanical Max Horz 1=65(LC 12) Max Upliftl=-16(LC 12), 2=-67(LC 12) Max Gravl=111(LC 1), 2=84(LC 1). 3=56(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10-15 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=251t; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb 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 buss. 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 - Vanity, dodyn panmelors and READ NOTES ON THIS AND INCLUDED II1rrEK REFERANCE PAGE UP-7473 rev. 1093W 1S BEFORE USE Deagrl valid for use only wrlh Mllek®connectas. Ills desk fp1 Is based only urnn ptnamelem shown, and Is lot an Individual txAding component, nor o him system. Below use, the building designer mrrst verily the applIccibilty of design poramelers (ind properly trlcogwrale "design Into the ovotoll L*Uding design. Waetrlg Indicated Is to prevent buckling of Ir KOvk$tKA miss web and/or chord members only. Add lifortal temporary rind permanent baolng WOW Is atwoys requked tot stability and to pevenl collapse wrlh possaNe personal b*iry and Irop erfy damage. For general gukiatce regaiding me labk:alkln. slofdge, delivery, erection and bracing of musses and Irt= systems, secANSI/IPI I Quality Crlterlo, DSB-89 and SCSI Sullding Component 6804 Parke East Blvd Solely Inlorriation ovallabie horn buss Plate Institute. 218 N Lee Street. Suite 312. Alexarldla. VA 22314. Tampa, FL 33610 Job T russ Truss Type ty Ply T10552058 TB0086 J15 Jock -Open Truss 110 11 1733601037JobReference (optional) aotrdere Frrsl50Yroe. rarrpa. Yrenr lay. Frdrrad 33J0o ..v+v a.y., .. cv .,. ........ .....mw....v. .. _.. ...... ... __.__ . ID:Zl7yacff3rgf5y0bDEG6Buz0U16-wg2jgBvFSILCaBvnoiPM68peLANHP e;i.UPngiz EyG 20 = 4.10.15 4.10.15 4.10-15 Scale . 1:17.1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.03 1-3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 1-3 730 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 Wa n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 16 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 1=191/Mechanical, 2=144/Mechanical, 3=48/Mechanical Max Horz 1=109(LC 12) Max Upliftl— 29(LC 12), 2=-114(LC 12) Max Gravl=191(LC 1), 2=144(LC 1), 3=96(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 4-10.15 oc puffins. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 114 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dedyn panmefdrs and READ N07ES ON 7MIS AND INCLUDED AUTEN REFERANCE CAGE 407473 rev. 1093W IS BEFORE USE Design valid for use only with Mtlek® conneclors. R& design Is based only upon parameters shown. arld Is for an Individual building component, not a btrsa system. Before use, the b uBc*V designer mml verify the alAAl :oblity of deslgn poarmoters and properly Incotporale this design Into the overall blilaffi1g design. f acing bxficoled Is to prevent buckling of InaNkkxA fora web and/or chord members only. Additional temporary and permanent bracing WOW Is always required lot stablilty and to prevent collapse with possible persorld k*sry and property damage. For general quldcrlce regarding 01e fabilcalkrl, storage. delivery, emclion and bracing of trussos and Inns systems, seeANSVTPI I Qucdlty CAferb, DSB-69 and IICSI Building Component 6904 Parke East Blvd. Safety Information avaltable from In= Plate Insillute, 218 N. Lee street. Sutla 312. Alexandria. VA 22314. Taupe. FL 33610 Job 7 russ russ ype t T10552059 TBDO86 J16 Jack -Open Ttusa 1 1733601038JobReference(optional) aetrdene FealJOarpe. r aMP8, Vrenn t.ey. P1e11e944*00 ..,--...,-y.... ...... ......... ...___...__. ..." ID:Zl7yact13rgf5y0bDEG6Buz0U16•wg2jgBvFStLCaBvnoiPM68pkgARcP eoEUPnF3z1EyG 20 = 0.10.3 0.10.3 Scale . 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 We n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.10-3 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 1=32/0.3-4, 2=24/Mechanical, 3=8/Mechanical Max Horz 1=22(LC 12) Max Uplift 1 =-3(LC 12), 2= 21(LC 12) Max Grav1=32(LC 1). 2=24(LC 1), 3=16(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=251t; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 1 and 21 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verify dedyn pan haters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MR-7473 rev. I00MIS BEFORE USE Design vakl to use orgy with Mllek® conneclors ltds design It bawd only upon parameters shown, and Is lot an trdMdttcl IxlYding component, not a Uus system. Before ttse, the Ix& ft deslgnen mml vedly the applleabllty of design parameters and property heogxxote this design Into the overall IxUdkng design. ®achg Indicated Is to pnevenl budding of Individual Irus web and/ot chord members only. Addlllonal lempoary and permanent biaci g WOW Is always reclined Ion sfalAfy and to ptovent collapse with Iws"o personal edtay and property damage lot general guidance tegadng the k"Icatlon. slonage, delivery. erection and Ivacing of tntssos and furs syslems, seeANSI/iPI I Quality Criteria, DSB-89 and I1CSI Building Component 6904 Parke East Blvd. Safety Information available aom Bus Plate institute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tampa. FL 33610 Job I Fuss Truss Type ply T10652060 TB0086 J17 Jack -Open Truss 17y tI 1733601039JobReference o ironal Builders F11615euree. Tampa. vier" Gay. 1•10000 J;Uee ....-.. a ry.• ,. ..... ..... o.. .....-_..._ .. _. ._ _.._. . _o_ . ID:Zl7yacff3rg15yObDEG68uzOU16-wg2jgBvFSILCaBvnorPM68pjOAQUP eoEUPnF3zfEyG 2.10.3 r 2-10.3 20 = 22.10.3 Scale: V-V LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ven(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.01 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 9 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 1=106tO.3.4, 2=80/Mechanical, 3=27/Mechanical Max Horz 1=65(LC 12) Max Upliltl=-14(LC 12), 2=-65(LC 12) Max Grav1=106(LC 1), 2=80(LC 1). 3=53(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 2.10-3 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=4.2psf; BCDL=6.Opsl; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & 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 Iruss to bearing plate capable of withslanding 14 lb uplift at joint 1 and 65 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q MRNWG . Verily dedpn perametere end READ NOTES ON THIS AND WCLUDED AUrEK REFERANCE PAGE M11.7473 rev. I419=15BEFORE USE. Design valid lot use only with Mllek®conneclors. INS design Is tx>sed only upon Ixsamelers shown. anti Is for an Individual Wilding component not a miss system. Belae use, the Ixiiding designer must verity the apdlcaUllry of design paamerers and properly Incorporate Ih6 design Into the overall biding design. Bracing indicated Is to rxevenl budding of individual Irus wob and/or chard members only. Additional temporary and permanent rxocing M iTek' Is always regrlred la stability and to prevent colltpse with pos*)Ie personal 6*sry and poperly damage. For general guidance regarding he latxk: allon, stooge, delivery. eiecllon aril bracing of trusses and Imss systems, soeANSI/IPI I Quality Criteria, DSB-69 and BCSI Bullding Component 6904 Parke East Blvd. safety Information avalk"e from Russ Plate Instlture, 218 N. Lee Sheet, Sullo 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type oty Ply T10552061 TBOO86 J1e Jack -Open Truss 1 1 733601040 Job Reference loptionall Builders Foalbource. lan48, Flom any. Florro0 3:AOt, ^r ,. - I . --1"......... 1- -• - ram • I D:Zl7yacfl3rg15yObDEG6BuzOU16.00c52XvtD1 T3CLTzMPwbeLLpUaln6RuxTe6KnVzfEyF 4.10.3 4-10.3 2x4 = 44.10.3 Scale a 1:17.1 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Veri(LL) 0.03 1-3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.07 1-3 795 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 We rVa BCDL 10.0 Code FBC2014r'rP12007 Matrix) Weight: 15lb FT = 20°6 LUMBER - TOP CHORD 20 SP N0.2 SOT CHORD 20 SP N0.2 REACTIONS. (lb/size) 1=186/0.3.4, 2=140/Mechanicaf, 3=47/Mechanical Max Horz 1=109(LC 12) Max Upfiftt_ 27(LC 12), 2=-112(LC 12) Max Grav1=186(LC 1), 2=140(LC 1). 3=93(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10.3 oc puffins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf,, BCDL=6.Opsf; h=2511; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss 10 Inks connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1 and 112 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARK NO. VW& dodyn parameters end READ NOTES ON THIS AND INCLUDED M/IEK REFERANCE PAGE Am-703 rov. 10930015 BEFORE USE. Design valid for use only wllh W Iek®conr*clors. ft deslgrl E based only upon parameters shown• and Is lot an indlvktual building component, not o fills system. Belom tae, the building deslgnel must verify the applicability of design paramelers and property Incorpowle this design Into the overall building doslgn. gating Indicated Is to prevent buckling of IndIvkAx11 inns web and/or chard members only. Addlllorwl temporary and p eimaneni bxaci g WOW Is always recto ted lot stability and to prevenl collapse lvllh possBNe personal Injury and properly damage. For general gtkiance regadklg the lab licallon. storage, delivery, election and bracing or trusses and truss systcnns. soeANSI/TPI I Quality Crllerlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from bias Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty 710552062 780086 Jig Jack -Open Truss I'll 1 733601041 Job Relerence (optional) a000e1e Y ffmource. I aliQe. 'Wm V ny,rronaa JJaoo. ObDE.6Buz-.-.....-....._--...-_...._ ..__.._ _ ___ ID:D7yaet13rg15y0bDEG6Buz0Ul6.Ofx52xvIDtT3CLTzMPwbeLLkOataBRtttT88KnVztEyF 6.11.4 6.11.4 Scale . 1:22.2 30 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.11 1-3 713 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Ven(TL) 0.28 1-3 288 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 22 lb FT = 20%. LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb(size) 1=270/0-3-4, 2=183/Mechanical, 3=86/Mechanical Max Horz 1=155(LC 12) Max Uplift 1 =-40(LC 12), 2=-135(LC 12) Max Gravl=270(LC 1), 2=183(LC 1), 3=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 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 3-6-0 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 40 lb uplift at joint 1 and 135 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VONry dedgn panmotars and READ N0TES ON THIS AND INCLUDED WTFK REFERANCE PAGE Mg-7473 rov. IM302015 BEFORE USE. Desion vdid loi use only wllh Mllekib conrwclois. 11Ys design Is bored only upon paamelers Shotm and Is lot an Individual buldirtg component. not a Inns syslem. Before use. the building designer mtal verily the crWICatNily of detslprt paaneters and proporlY knColpolale this design Into the oveldl bxllding design. Bracing trictkbated Is to prevent btickling of ftidhMu l buss web and/or chord members only. Addllortal lernpoiary and permanent bracing WOW Is dwovs retluked tat stability and to prevent collapse wllh possible personal trilury and rSopeily damage For generd Ouldance regadIng the IaUlcolk)m slotoge. delivery. erection and bracing of mores and Inm syslem3. seeANSI/ViI Quality Cdterlo, 0$8.89 and SCSI 8ulkiing Component 6904 Parka East Blvd. Safety Information ovdtable born Luss Plate Institute. 218 N. Lee Street, Sulle 312. Alexcs csrb. VA 22314. Tampa. FL 33610 ose russ Type ty Tt0552063 T80086 J."O.1 Hoy Hip Truss t 17JobReference tional aUrlWra FIIS7JOUrCe, rariQo, rwrn V.Y. --is ...---.r. .___._....._.. ...___........... ._._...___. _o_ I D: Zl7yacf f3rgf5y0bD EG6Buz0U16•s D9T F twV_KbwgV29v7RgBZuvS_wEtknSioutKxzl EYE 1-0-0 7-0-0 1 10.5.8 14.2.8 1 0 0 i 7.0.0 3.5.8 3.9-0 Scale . 1:26.3 5x6 = 2x4 = 3x4 = 3x6 = 30 = 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/rP12007 CSI. TC 0.76 BC 0.89 WB 0.66 Matrix) DEFL. in Veri(LL) 0.09 Vert(TL) -0.36 Horz(TL) 0.05 loc) Well Ud 2.7 >999 240 6.7 >452 180 6 n/a We PLATES GRIP MT20 244/190 Weight: 63lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puffins, except 3-5: 2x4 SP No.2 end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1082/0-8-0, 6=1302/Mechanical Max Harz 2=123(LC 4) Max Uplilt2=-372(LC 4), 6=-428(LC 4) Max Grav2=1082(LC 1), 6=1355(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=•2521/649, 3-4=-22821655 BOT CHORD 2-7=-653(2312, 6-7=-573/1569 WEBS 3-7=0/512, 4.7_ 118/853, 4-6=-1797/698 NOTES- (11) 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; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 372 lb uplift at joint 2 and 428 lb uplift at joint 6. 7) Girder carries hip end with 0.0.0 right side setback, 7-0.0 left side setback, and 7-0-0 end setback. 8) 'Semi -rigid pitchbreaks with lixed 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) 685 lb down and 161 lb up at 7-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (8). 11) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Rool Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert. 1-3=-60, 3-5=-133(F=-73),2-7=-20,6-7=-44(F=-24) Concentrated Loads (lb) Vert: 7=-513(F) Q WARNING. Vwffy dadyn parameters and READ NOTES ON THIS AND INCLUDED MnFK REFERANCE PAGE M1I.7473 rev. lae&2016 BEFORE USE. Design valid for use ordy with Mllek®conneclors. lints design is based oNy two n geometers stnown. and Is tot an Individual building Cornponenl, nod a Ines system. Before use. the building designer mast verify the appfk:abilfy, of design paarnetors and rxopeily incepoate ihtt design Into the overall btlldrq design Bracing indicated Is to lxevenl bxtclding of Individual Inter web and/or chord members only. Additional lemp gory and permanent lxaclng WOW Is, always regained for stability and to prevenl colkttrse with poss"o persaxd hpay and rxopedy damage. For general gtldance regarding the rglxicolkxn, slorago, delivery, erection aril bracing of IFAMOK and IRM syslerns. soeANSI/TPI I Quality Cdledo, DSB-89 and BCSI Butiding Component 6904 Parke East Blvd Safety Information available from truss Plate Instinie, 218 N. Lee Street, StAte 312. Alexandria, VA 22314. Tamps. FL 33610 Job Fuss I Fuss I ype N T10552064 T80086 A02 Hal Hip Truss I'll t 1,3360104, Job Reference (optional) ID:Zl7yacH3rg15yObDEG68uzOUf6-sD9TFtwV_KbwgV29v7RgBZuyR ?ItgX5ioutKxzlEyE 7.2.7 9-0.0 14.2.8 t 0.0 7.2.7 1.9.9 5.2.8 30 = Scale . 1:26.4 3x4 11 3x4 _ 20 II 7.2.7 9-0-0 I 14-2-8 7.2.7 1.9.9 5.2.8 Plate Ousels MY)— 14.0.2.0 0-2-131 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.07 2-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.17 2-7 963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 6 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 62 lb FT = 2016 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=633/0-8-0, 6=545(Mechanical Max Horz2=152(LC 8) Max Uplift2=-219(LC 8), 6=-175(LC 8) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1038/251 BOT CHORD 2-7=-310/922, 6-7=-310/922 WEBS 3-7=0/317, 3-6=-928/312 Structural wood sheathing directly applied or 5.1-2 oc pudins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interfor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplill at joint 2 and 175 lb uplift at joint 6. 7) 'Semi-rtgld pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - Ve" doolyn parsunWon and READ NOTES ON TMS AND WCLUDED AVTEN REFERANCE PAGE M8.7473 rov. 1063020I6 BEFORE USE Design valid for use orgy wllh Mllok®coniraclois. ItAs deslM 6 based orgy upon parameters shown. and Is for an Individual building Cornponenl. not a truss sysloin. Before use. the lauding designer must verily the applicabllly of design faramelors and properly Incorporote this design Into the overall lauding design. Bracing Indicated Is to prevent Ixtclding or lndMdtKA truss web aril/on chord members only. Additional lempaary and Pem-kamnl Ixacing MiTek' Is always regaled low stability and to prevent cdtarne wtlh p ossBNe petsonal Injury and property damage. For general guidance regarding Iho m, storage. delivery. erection aril bracing of Inisses aril In= systems. weANSI/TPI I Quality Cdterto, DSB-89 and BCSI Building Component 6804 Perks East Blvd.latxlcall Safety Information avala111e from Ittas Plate Institute. 218 N. Lee Street, Sulle 312. Alexandria, VA 22314 Tempe, FL 33610 Job Truss Truss Type ty Tt0552065 TS0086 R03 Special Truss 1 t 1,3360104. Job Reference (optional) MIWra FIIUAOurce. range. t'W.. My, npnoc JJD.o , 6 (i6 . o ., .,,... PjrT. xelejnRl ..- .y3km_. -. .-.-. .. _-.. . I D:Z17yae113rgI5y0bDEG6Buz0Ul6-K PjrT OxBlejnRldMTgy,ikmR7vNGneAd EwSdRsOzl EyD 6.9.14 i 6.4-0 I 8-0 -0 5-0-0 i 30-0.0_ 31.0.0 6.9.14 - 0 824-0 W40r11-03125- 0-0 Scale . 1: 54.4 4x6 = 3x6 = 3xB = 06 = 3x8 = 2x4 11 3x4 = LOADING (pst) 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 FBC2014lrP12007 CSI. TC 0. 52 BC 0. 87 WB 0. 75 Matrix-M) DEFL. in ( loc) Well Ud Ven(LL) - 0.18 13-16 >999 240 Ven(TL) - 0.49 13.16 >516 180 Horz(rL) 0.03 8 n/a Na PLATES GRIP MT20 244/ 190 Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc puffins. SOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling direcilyapplled or 10.0.0 oc bracing. 8.12: 2x6 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/ size) 2=812/0.8.0, 11=2642/0-8.0, 8=467/0-8-0 Max Horz 2_ 111(LC 9) Max Uplift2= 197(LC 8), 11=-818(LC 9), 8=-190(LC 9) Max Gray 2=812(LC 1). 11=2789(LC 15), 8=514(LC 16) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1026/238, 3-4=•738/171, 4-5= 752/160, 5-6=-165/708, 6-20=-165/708, 7-20=- 165/708, 7.8=-687/220 BOT CHORD 2-13=-213/845, 12-13= 49/503, 11-12=-49/504, 11-21=-130/537, 10.21=-130/537, 8-10— 1381579 WEBS 4- 13=-31/411, 7-10=-148/723, 6-11=-343/223, 7-11=-1291/443, 5-13=0/260, 3-13=- 333/246, 5-11 =-1 370/378 NOTES- (11) 1) Unbalanced root 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.Opsl; h=251t, Cat. II; Exp B; Encl., GCpi=0.18; MW FRS ( envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 2, 818 lb uplift at joint 11 and 190lb uplift at joint 8. 7) Girder carries hip end with 5-0.0 right side setback, 22.0.0 left side setback, and 5-0-0 end setback. 8) 'Semi- dgld 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) 325 lb down and 91 lb up at 25-0-0, and 1430 lb down and 401 lb up at 22.0.0 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard Continued on Me 2 Q WARNWO • yerlly dedyn penuneten and READ NOTES ON THIS AND /NCIUDED NrTEK REFERANCE PAGE NA7473 rov. ftW=15 BEFORE USE Design valid lot use only vAtt Mllek® connectors. M design 6 based only upon pmomelers shown, and Isla an Individual Wilding cornponenl. nor a hiss system. Before me. the building deslpner must verily the apnlicat%Ity of design parameters and propefly Incorpolate f11s design Into the overall building design. Bracing Indicated Is to pevent buckling of Individual truss web and/or chord meMb ors only. Additional lemporay cnd Permcwnl buacing M iTek' is always regaled for slobiflly oW to pevent co11g75e with pozD:olo pnsoncO bnjrry and poperty damage. For general guldatce regading the tling Component labrlcation, storage. delivery, erecllon and bxacing of injssos and inrss systems seeANSI/iPI l Ouailly Criteria. D$B-89 and BCSI Building Parks ik EastEast Blvd. Safely Information avdlable horn truss Plate Institute. 218 N. tee Sheel. Suite 312. Alexandria. VA 22314.33610 Tampa. Job fuss Truss Type oly pry Tt0552065 TB0p86 R03 Special Truss t 1 733601044 Job Reference (optional) uunaers I-osibource. iompa. rrom 1.0y, rgrrao 4a 09 ID:Zl7yacf f3rgf5yObDEG68uz0U16-K PIrT DxBlejnRfdMTgy3km R7vNGncAdEwSdRsOzt EyD LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-5=-60, 5-20=-60, 7-20=-95(F=-35), 7.9_ 60, 14-21=-20, 10-21=-32(F_ 12), 8-10=-20 Concentrated Loads (Ib) Vert: 10=-233(F) 21=-1027(F) Q WARNWO. Vorfly dodgn pnamo ws and READ NOTES ON THIS AND INCLUDED MI/EK REFERANCE PAGE MD-7473 rov. IOMMIS BEFORE USE DwAgn valid" use only with Mllek® connectors. D* design Is based orgy upon p mamelers shown, and Is for an bxllvIdual building component, not a Miss syslorn. Beloro ice. the Wldbtg clmlgneo mtrsl vedN the aitlA lcobblty of design parameters and popedy btcapoialo Btk design Into the overall building doslgn. Racing btdkaled Is to prevenl b ucldbtg of IndWua1 truss web and/or chord memloss orgy. Addllonal temporary and permanent dacbV M iTek' Is always required too stablllly and to prevent col")se wllh poss111e personal b*jry and properly damage. For general goddatce regasdIng the fabok:atbn. sloroge. deltvery. erecllon artd b racing of Ines and In= systems. seeANSI/TPI I OuatlN criteria. DSB-89 and SCSI Building Comp anent rk East681NParkeEast Blvd. 6904 Safety Information avalic"o from truss Plate bulltute. 218 N. lee Sboel. Sidle 312. Alexandria. VA 22314. a. 0 Job J russ Truss Type oty T10552066 T80086 R04 COMMON TRUSS 3Fly t 01045 Job Reference(optional) Job Refer Buddets FistSource, Tottgo. Pbm City. rronao 33555 ID:Zl7yacli3rg15yObDEG6Buz0Uf6-KPjrTDx8leinRldMTgy3kmRAXNF9claEwSdRsOzfEyD 1 0 0 6.9.13 10-0.0 14.6.3 21.4-0 1-0-0 6.9.13 3-10.3 3.10.3 6.9.13 Scale . 1:38.3 4x6 = Ig 3x6 = 5x8 = 3x6 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CS1. TC 0.35 BC 0.91 WB 0.24 Matrix-M) DEFL. in Vert(LL) -0.16 Ven(rL) -0.44 Horz(fL) 0.04 Ioc) Well Ud 7-10 >999 240 7.10 >586 180 6 We rt/a PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 6=853/0-8-0, 2=914/0-8-0 Max Horz2=121(LC 16) Max Uplllt6=-194(LC 13), 2=-224(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1271/299, 3-4=-977/230, 4-5=-977/229, 5.6_ 1271/300 BOT CHORD 2-7=-277/1063, 6-7=-176/1064 WEBS 4-7=-117/642, 5.7=-336l252, 3.7=-335/251 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=6.0psl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18,, MWFRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & 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 nonconcurreni 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." 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 194 lb uplift at joint 6 and 224 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Va1Iy dodpn promoters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE N47473 rev. 109"OI S BEFORE USE Design valki lot use only with Mllek® conneclors. tints design Is based only upon parameters stnown, and Is la on Individual building Component. rlpl a hiss system. Below use. tho tx"V doslgnor mint verily the applicability of design parameters and properly Incap01010 this design Into the overall bl alng design. Bracing indicaled Is to prevonl budding of Indivklu al Iruss web and/or chord members orgy. Adallkxxtl temporary and permanent bracing M iTek' Is always required for stability and to frevonl collapse with posslNe personal injury and properly damage. For general guidance regarding me lolrk: alon. storage, delivery. erection and tracing of tnnsm and Iniss sVslemz seeANSI/TPI I Quality Cdterb. DSB-89 and SCSI BulWing Component 6904 Paike East Blvd. Safety, information available tom huss Rate Institute. 218 N. Lee Skeet. Sullo 312. Alexandria. VA 22314 Tampa. FL 33610 Job T rush Truss Type oty Ply 710652067 TBOO86 ROs COMMON TRUSS 6 7336010461JobRrencefee o tponal Bupldors F n4l5ovico. l onVa. Fiord Gay. 1-10110044*bb ...+v.vc..•,. •.•••. ••--•••-•_. .__. _o_. ID:Z17yacif3rg15y;bDEG6Buz0Uf6•obHDgZym.. y„ Wyrd3oCY1 YUIG_zKLnaOLIr096N_Opz1EyC 1-0 0 6.9.13 10-5-0 14.6.3 21.4-0 22 4-0 1-0 o 6-9-13 3.10.3 3.10 3 6.9.13 1-0-0 Scale - 1:3e.4 4x6 = Ig 3x6 = Sxe = 34 = 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 CS1. TC 0.35 BC 0.91 WB 0.24 Matrix-M) DEFL. In Ven(LL) -0.16 Ven(Q -0.43 Horz(TL) 0.04 loc) Well Ud 8-11 >999 240 8.11 >593 180 6 n1a n1a PLATES GRIP MT20 244/190 Weight: 93lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.8.7 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=913/0-8.0, 6=913/0.8-0 Max Horz 2=111(LC 12) Max Uplllt2=-224(LC 12). 6=-224(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1269/299, 3-4=-976(229, 4.5= 976/229, 5-6= 1269/299 BOT CHORD 2-8=-267/1062, 6-8=-164/1062 WEBS 4.8=-117/640, 5.8=-335/252, 3.8- 335/251 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=4.2ps1; BCDL=6.Opsl; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsl on the bottom chord in all areas where a rectangle 3-6-0 fall 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 224 lb uplift at joint 2 and 224 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vorlly datlpn pammofom and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE NIF7473 rov. 109=15 BEFORE USE. Dedgn valpd lop use only vAlh Mlfek6 connectors This design Is based only upon parameters shown, and Is tot an hdMtktal txddlrlg component, nor a tiles systern. Were we. the Ix*dng designer mtal vedly the aprAl :alAlly of design lx7ratneters and lxopeily hcorpoloto this design Into the overall Wilding design. Bracing Indicated Is to prevent buckling of trx9vkkral Inrss war> and/or chard mepnbors only. Addllkxtd temporary and pennanenl Ixocirlg MiTek' Is always reglfied for slabSlly and to prevent collapse vAlh pomble personal Irlpay and property damage. For general gJdalce regarding the falxlcallm storage. delivery. erection curd Ixcictng of Irtrzos and tnrss systems seeANSVWPI Quality CAtedo, DS11-89 and SCSI Bulkling Component 6904 Parka East Blvd. Safety IMormarion ovallc"e from Muss Plate InstlNle. 216 N. lee Skeet. Suite 312. Alexandria. VA 22314. Tompa. FL 33610 Job Truss Truss Type ty Ply T10552068 T80066 RD6 Common Truss 110 1 1733601047JobReference (optional) Duagere _. ZY. BID:Zl7yacfl3rgf5yObDEG6BuzOU16•GorcuuyOHFzUhynbF7XpBW88_ 4. D_rX_O_ .m. 6YzfEy8 1-0-0 t 0. 8-0 21.4-0 22.4-0 1 0 o to." 10- 8-0 Scale • 1:39.6 44 = 30 = 23 22 21 20 19 to 17 16 1s 14 314 — 30 LOADING (psi) SPACING- 2- 0- 0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) -0.00 12 rl/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Ven(TL) 0.00 12 nift 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 HOrz(rL) 0.00 12 n/a n1a BCDL 10.0 Code FBC2014/ TP12007 Matrix) Weight: 110lb 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 20 SP No. 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-4- 0. lb) - Max Harz 2= 111( LC 13) Max Uplift All uplift 100lb or less at joint(s) 2, 20, 21, 22, 23, 18. 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22, 23, 18, 16, 15, 14, 12 FORCES. (lb) - Max Comp./Max. Ten.. All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6 Opsf; h=2511; Cal. 11; Exp B; Encl., GCp1=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS11TPI 1. 4) All plates are 20 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcuirent 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 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 18, 16,15,14,12. 10)' Sermi•tigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Va1ly design panmefen and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE ND•7473 rev. /49=015 BEFORE USE Design valkl lot use only v4th MllekV connectors. It& design It based orgy upon fmameters shown, and Is for an Individual building component. not a truss system. Wore use. the building designer must verity the applicability of design parameters and property Incorporate 0th design Into the overall building design. Bracing Indicated Is to prevent bucking of Individual truss web and/or Chord mornuefs only. Adaltlortat lernpofary and permanent bracing MOW Is always fetAlred lof stability and to prevent collapse wllh possmle personal I'tluy and property damage. For general guidance regarding the fabfk:atlon, storage, delivery. erection and bracing of trusses and truss systerns. seeANSI/TPI I Quality Criteria, D58.89 and SCSI 8ulWing Component 6904 Parke East Blvd. Safety Information available from truss Plate Inslllule. 218 N. tee Street. Suite 312. Alexandria. VA 22314. Taupe. FL 33610 Job Truss Truss Type b Ply T10552069 780086 R07 Hip Truss 1 1 1733601048JobReference (optional) rlUUaeta HT$1bQUFCe, rOMPO, Ilerll ling. ID:Zl7yacif3rgf5yObDEG6Buz0Ulri-GorcuuyOHFzUhynkbF?XpBW N2ByA4AjXOm6YwGz1EyB 1 0 0 7." B-B-0 15.8-0 16 8-0 1-0.0 7-0-0 1-e-0 7-0-0 Scale . 1:29.5 54 = Sx6 = 30 = 3x6 II 3x6 11 30 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 0.86 BC 0.81 WB 0.27 Matrix) DEFL. in Veri(LL) -0.13 Vert(TL) -0.28 Horz(rL) 0.06 loc) Vdell Ud 2-8 >999 240 2-8 >663 180 5 n/a We PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.t 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc puffins. 3-4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.9.12 oc bracing BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1281/0.4-0, 5=1281/0-4-0 Max Horz 2=-77(LC 13) Max Uplift2=-398(LC 8), 5=-398(LC 9) Max Grav 2= 1 367(LC 15), 5=1367(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2476/665, 3-4= 2075/614, 4-5=-2476/665 BOT CHORD 2-8=-521/2154, 7-8=-516/2120, 5-7=-523/2156 WEBS 3.8=-183/865, 4-7— 183/865 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=10emph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. 11; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=398, 5=398. 7) Girder carries hip end with 7.0-0 end setback. 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) 715 lb down and 200 lb up at a-8-0, and 715 lb down and 200 lb up at 7-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 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, 3.4=•133(F=-73), 4.6=-60, 2-8=-20, 7-8=44(F 24), 5-7=-20 Continued on DaQe 2 WARNING . Verily datlpn paremerae and READ NOTES ON TNS AND INCLUDED Mr7EK REFERANCE PAGE A07473 rev. 1OWM16 BEFORE USE Design valid lot use orgy vAm Mblek0 connectors. Ihts design is buwj orgy upon pxaameters shown. and Is lot an hdlvkAtd txuldhg co mpxmenl. nor a inrss system. Belore use, the Wlding deslgnow must verity the applicability of design pxeamelers and property hcotporate Sn16 design Into the overall cling design. ®achg Indicated Is to prevent truckling of Inrllvbdual Ituss wen and/or chord members orgy. AckDlbnal lemporary and permanent bracing M iTek' B always reglUed la sbbliiy and to prevent collapse with possible personal "arid property damage. for general glddanco rogarding the tadk:allm storage, delivery. aectlon and brachg of trusses aril tnlss systems seeANSI/IWl Quality Criteria, DSB-89 and SCSI Building Component 6004 Parke East Blvd. Safety Information available eom truss Rate hsllhule. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tornpo. FL 33610 Job Truss Truss Type oty ply TIOSS2069 780086 R07 Hip Truss 1 1 1733601048JobReterence (optional) 9ullders 1-I131Source. loupe. Yonnr tAy, vlaaao :,4000 LOAD CASE(S) Standard Concentrated Loads (lb) Vert. 8=-513(F) 7— 513(F) ID:Zl7yacf13rgf5y0bDEG6Buz0U16*.P SEz02Z5LJ6Mx8zWmLP3yc;61 p ztr Ps5Tz1EyA Q WARNING. Verily daslgn pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11,7473 rov. 1003WI S BEFORE USE Design valid for use only wtlh Mllek®conneclas. Ills design Is bas d only upon paaneters shown. and Is la an Indlvkkrd txddkng component. not a Was system. Before use, the txUdlnD designer meal verify the appllcat-Alfy, of design pxvarretors and goperly 6lcorporote this design Into the overall b ultdkng design. Bating Indicated Is to prevent buckling of Indlvldtiol Inca web and/or chord Members only. A ddltlonat temporary and permanent bating M iTek' Is atweys required for slatAlty and to prevent collapse wllh possble p wsornD V*ffy and property damage. For general guidance re"dlng the fabrlrxrilon, storage, delivery. erectlon and baci ng of trusses and Inns systems sooANSVWI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information avoitc"a, from qua Wale Institute. 218 N. Lee Street. Su lle 312, Alexandria. VA 22314. Tsrrpo. FL 33610 Job ruse Truss Type Oly ply T10552070 T900B6 ROB COMMON TRUSS I 11 1733601049JobReference (optional) twopls r rrsibource, r ampa. rrom wy....-.. ........._ .. ..._._..__. __ __ ID:ZI7yac1f3rg15yObDEG6Buz0Uf6k P 5Ez02Z5W6Mx8zWmLP3YMbKWplvhc45T)zfEyA 1-0-0 7.10-0 15-" 1.0-0 7-10-0 7.10-0 Smote . 1:28 7 4x6 = 3x6 = 2x4 11 uao — 7.10-0 7.10.0 LOADING(pst) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Verl(LL) 0.13 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Verl(TL) 0,29 4-5 636 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Horz(TL) 0.02 4 n/a Na BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 57 lb FT = 2M'o LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (Ib1size) 4=615/Mechanical, 2=69010-4.0 Max Harz 2=93(LC 16) Max Upli114_ 137(LC 13), 2— 172(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-895/181, 3-4— 892/176 BOT CHORD 2-5=-95l703, 4.5=-95l703 WEBS 3-5=0/375 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. 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.Opst; h=250; Cat. II; Exp B, Encl., GCpi=0.18: MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=137, 2=172. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verily doOgn parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MD-7473 rev. farD W I S BEFORE USE. Design valid for use orgy vAth Iv01ek0connectors 8* design k based orgy upon parameters shomi, and Is for an Individual blldklg component. not a frtss system. Before use, Ito txAcling designer must vedy ll a alrlic(riAlly of design parameters and properly Incorpxxato this design Into Ito overall btAding design. Bracing Indicated Is to prevent bmiding of IndMcImS truss web aid/or chord members only. Additional lempxrary and permanent txoclng M iTek' K always tea6red for slabUlly axf to prevent colicrAe wllh p mMe personal frrhxy aid poperty cklmoge. For general guldarce regarding the fcdxk: atlon, storage. delivery. erection cxld Nocing or it ssos and truss systems. soeANSI/TPI1 Cuat y Criteria. DSB-89 and BCSI BuDding Component 6904 Parke East Blvd. Safety Information avalable from hues Rate Insillule. 218 N. Lee Street. Sulle 312, Alexarxldo. VA 22314. Tempo. FL 33610 Job Truss Type ty T10552071 T80086 R09 ITrussHipTruss I'll f 1,3360`10" Job Reference (optional) Builders Fsstsomce. romps. rrem coy, rronsa s.-to* ID:Zl7yacff3rgl5yObDEG6BuzOUf6-CAzMta_eptDCwGx7tgl?ucbko7eWYwGgr3be'r9zfEy9 rl-0-0, 3114 1 12.4.9 + 17.7.7 23.0.0 26-0.12 1 30-0-0 91-0.0 1 0.0 3.11-4 3-0-12 5 4.9 52.13 5 4-8 3-012 3.1Ti 1-0-0, r 6x8 = 4x10 = 20 11 ex10 = 20 Scale. 1:53.5 m 0 3x9 = 010 = 7x14 MT20HS = 6x8 = 30 = 4x10 = 2x4 11 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 FBC2014lrP12007 CSI. TC 0.78 BC 0.82 WB 0.90 Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.30 12-14 >999 240 Vert(TL) -0.75 12-14 >478 180 Horz(rL) 0.15 9 We rVa PLATES MT20 MT20HS Weight: 188 lb GRIP 244/190 187/143 FT = 209b LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.10.1 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 1 Row at midpi 5.15 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=2163/0-4-0, 9=2687/0-8-0 Max Horz2=76(LC 8) Max Upl1112=-420(LC 5), 9=-509(LC 4) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4339/914, 3-4=4154/885, 4-5= 3763/822, 5-20=-6735/1446, 6-20=-6735/1446, 6-7=-6740/1448, 7-8=-5342/1078, 8-9=-551 0/1104 BOT CHORD 2-15_ 814/3855, 14.15— 1292/5981, 13-14=-1292/5981, 13-21=•1292/5981, 12-21 =- 12926981, 11-12= 881/4793, 9-11=•940/4899 WEBS 4-15=-281/1621, 5-15= 2708/687, 5-14=-85/572, 5.12— 152/955. 6.12— 747/322, 7-12— 608/2373,7-11=-64l741 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 2=420, 9=509. 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) 513 lb down and 153 lb up at 23-0-0, and 1102 lb down and 328 lb up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on 3a e 2 Q WARNING • Vainly dorfpn peromsrrim and READ NOTES ON THIS AND INCLUDED MrIEK REFERANCE CAGE Mill7,073 rov. 149WO15 BEFORE USE Design valid to use only M41h Mllelr® connectors. this deskjn 6 based only upon parameters shown, and Is for an Individual b tddhg component. not a ktrss system. Beloe tw, the Mdldln0 designer mtrsl verily the apPllcabllty, of design parameters and properly hcollooto Inn design Into the overall btdding design. Braehg Indicated Is to prevent budding of IndNkhxd Inns web and/or chord members only. Additional lernporay and permanent bracing WOW Is always redid&od for slotAlly and to prevent collapse with possible personal hinny and property damage Fa general gtddance regarding the fabrication. stooge. drellVery. erection and bracing of IRasses and IRtss systerns, se0ANSI/rPl1 Quality Crllerla, DSB-89 and SCSI 9ullding Component 6904 Pork* East Blvd Safety Information avdllable from Truss Rate InstlNle. 218 N. Lee Street. Sulle 312. AloxarWrkx VA 22314. Tamps. FL 33610 Job TFuss Tfuss Type tY 710562071 T80086 ROO Hip Tess 110 1 1733601050JobReference'optional, M40e1e Yus1J0u1Ce. Iarrga. rg111 V.Y. rq,ga 0J 99 ID:Zl7yacH3rg15yObDEG'6Buz0Uf6-CAzMla_eptDCwGx7igl?ucbko?eW YwGgr3be?9zf Ey8 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1.4=-60, 4-20=-60, 7-20=-133(F=-73), 7-10=-60, 2-21_ 20, 11-21= 45(F— 25), 9-11=-20 Concentrated Loads (Ib) Vert: 11— 513(F) 21=-1102(F) Q WARNWG - Vwfly dadpn Paramotws and READ NOTES ON TM AND WCLUDED MITEK REFERANCE PAGE M0.7473 rov. I&OMIS BEFORE USE. Design valid la use ordy with WIek® connectors. R* design 6 based ordy upon poramelers atlowrl. and Is la an hldM" building component. non a hua syslchn. Before we, the bxDdtng designer must verily the oWlcatAlty of design Ixrranelers and tXOP Y W01POlole bhls design Into the oveudl Adt9llonal bornporary axl pemmerlt bracing M iTek' bxAding design. ®aclfV Inrllcabed 1s to Ixevenl buciding of IrKJWt al Inm web and/or chord rnembers ordy. Is always requhed low slatAlly and to txevenl collapse wllh poz1bte personal b*ry and property damage. For general gWdalce regaIcMV the lab olcoll xL storage. dellvery, ewectlon axl tracing of trrraes tuxJ truss syslems. weANSI/tPI t CupO1y Crlbedlo, DSO-89 and OCSI Building Componont 6904 Parke Easl Blvd sole y Information avollable Iran Truss Rate hlslilule. 218 N. toe Shoel. SWIG 312. Mexarldrlo. VA 22314. Tempo. FL 33610 Job TrUSS TrUSS Type Qly Tt0552072 TOOD86 R10 HIP TRUSS 2 1 733601051 Job Reference(optional) uorraere rae150Yrce. Iarwpe. nano w rry, 'Mmu aa000 ,,.. -w• ..... .. ...•...,,•...._ .. __ .._. _ .. _._.. -_ __ .. I D:Zl7yacll3rgf 5yObDEG6BuzOU16-CAzM I a_eptDCwGx 7ig 19 ucbpy?IRYONgr3be?9zlEy9 ct 0-0 6.6-6 T 9-0-0 1 1".0 F 21-0-0 I 23.5.10 I 30-0.0 3T1.0.0 r1-PO fr6$ 2•Slo 6-0-0 6.0-0 2. to 6-6-6 1-0-0' Scale . 1:53.5 4x6 = 3x8 = 4x6 = 3x8 = 30 = 3x8 = 3x6 = 3x6 - 2x4 II LOADING (psl) 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 0.45 BC 0.76 WB 0.51 Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) -0.12 TO-19 >999 240 Verl(fL) -0.35 10-19 >999 180 Horz(R) 0.11 8 We n1a PLATES GRIP MT20 244/190 Weight: 148lb FT = 200/9 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-15 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6.8 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib(size) 2=1260/0.4-0, 8=1260/0.4.0 Max Horz 2=96(LC 16) Max Uplift2=-242(LC 12), 8=242(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2046/450, 3-4=-1832/427,4-5=-1616/396, 5-6=-1616/396,6-7=-1832/427, 7-8=-20461449 BOT CHORD 2-13=-334/1753, 12-13=-372/1944, 11-12=-372/1944, 10-11=-372/1944, 8-10=-314/1753 WEBS 4-13=-94/596,5-13=-496/193,5-10=-4961193,6-10=-93/596 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 2=242, 8=242. 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 budding 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 - Valfy dedgn paremoMvs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NII.7473 rev. 149MIS BEFORE USE De*p valid for use only with Mllek® connectors. this design is based only urban "ameters Mown. anal Is low on 11dMdttal Wilding component not a htna system. Before use. the bxikling designer mint verity the applicc"Ify of design p asameters and properly blCogwtale it* design Into the overall btNdklg design. Bracing Indicated Is to prevent IxrcIdIng of Irx9vkkKD Inns web and/or chord members only. Adcllllonal temporary and permanent bracing WOW Is always required lot stability and to prevent collapse with poss"o personal k*ny and property damage. For general guidance regarding the Ictbrlcatlon, storage, delivery, erection and 1>raclng of Intsses and Miss systems, ureANSI/WI I Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Bid. Safety Information available from truss Plate Institute. 218 N. Lee Sheet, Sulle 312, Alexandria. VA 22314. Tempo. FL 33610 Job Truss Truss Type QTy Kry T10552073 TB0086 R11 HIP TRUSS 2 1 1733601052JobReference(optional) t%ulraers Frrsibmice. 1arrpo. r'Mra t ny.'Mma 4a 9. • .G6Buz • 1 ^"' _.• GaAL _....- GOYERq ' - -' " i5z - - ID:Z17yaet13rgl5y0bDEG6Buz0Ut6-hMXkWv IGaAL3YOW JGOYERgBsHOxvHZ5z41LCXbz1EyB 7.6-0 I tt-0.0 19-0.0 22.' 30-0-0 1-" 1.0.0 7.6-0 31 0 8-0-0 3{-0 7.6-0 1 " 1000 MT16H Z 10x10 MT1BHZZ 20 // 2x4 \\ 30 = 4x6 = 3x4 = 3x6 3x6 - Scale . 1:53.5 0)q 0 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 FBC2014ITP12007 CSI. TC 0.99 BC 1.00 WB 0.16 Matrix-M) DEFL. in (loc) Well Ud Vert(LL) -0.54 11-13 >672 240 Verl(TL) -1.14 11-13 >316 180 HOrz(TL) 0,08 9 n/a We PLATES MT20 MT18H Weight: 136 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 20 SP No.2 'Except' 2-12: 20 SP No.t WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 9=1260/0-4-0 Max Horz2=113(LC 12) Max Uplift2=-264(LC 12), 9=-264(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1902/399, 3-4- 1701/391, 4-5=-1531/376, 5-6=-1337/375, 6-7=-1531/376, 7-8- 1701/392,8-9=-1902/399 BOT CHORD 2-13= 294/1596, 13-20=-189/1337, 12-20=-189/1337, 12.21_ 189/1337, 11-21=-189/1337, 9-11 =-2560 595 WEBS 5.13- 86/432, 6-11=-88/428 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and tight exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni with any other live loads. 6) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opst. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=264, 9=264. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VwW doagn pw marwv and READ NOTES ON THIS ANO INCLUDED WTEK REFERANCE PAGE MF7473 rev. 1443=16 BEFORE USE DeOW valld lot use only wllh Wlek®conneclots. D* design Is based only upon parameters "wn. and Is for an hdtvkw [AAUN component, not a frtrss system. Before ttse. the Ixdldh(f designer mast verify the applicat4ify of dt--s,prt laratnelets and property Incorporate, hh design Into the, over,, txOc11r1g deslgn. Bacing Indcated Is to ptevenl buclidlrtg of IndWual truss web aril/or chord members only. Addltlonal Iompaary and permanent Iraclng M iTek' Is always regUred for stablllly and to prevent collapse with posllAe persawl INtoy orxf prolarly damage. For general gtldatce regarding the fobtklotlon, storage, delivery. erection arKI bracing of trusses and Inns systems, seeANSI/1P11 Cuonty Criteria, DSB-89 and BC51 BYIkling Component 6904 Parke East Blvd. Safety Information ovallable from truss Plate Institute. 218 N. lee Street. Sulle 312. Alexandria. VA 22314. Torrpe. FL 33610 Job Truss ype b T10552074 780086 R12 litrussIPTRUSS 2 1 733601053 Job Reference(optional) Bvndere Ftr8150UFCe, rorrgo, rmm Lary. Fmnao asaoo , ..- ..,,., ,.. ...... ... ....._. .. ,. _..- -• -- _-.. . _ _ . ID:ZI7yaclf3rgfSy0bDEG6Buz0U16.9Z56jGOv&i';Aa5Vg53Tz1t13;WW-iFiJf4131z1Ey7 10-0 7.6-0 I 13-0-0 17 0 } 22.6-0 + 30-0-0 31.0.0rIto7-6-0 5-6.0 4 0 5.6-0 7.6-0 Scale . 1:53.5 3x6 3x6 // 3x6 \\ 3x6 34i 3x4 = 44 = 30 = 3x6 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.45 11-13 >808 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.90 11-13 >399 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 HOIz(TL) 0.08 9 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 133 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 4. 7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. BOT CHORD 20 SP No.2 *Except* 2- 12: 20 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( ItYsize) 2=1260y0.4-0, 9=1260/0.4-0 Max Horz2= 134(LC 17) Max Uplilt2— 284(LC 12), 9— 284(LC 13) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1978/409, 3-4=-1750/397, 4-5=-1504/390, 5.6=-1200/357, 6-7=-1504/390, 7- 8=-1750/397, 8-9= 1977/410 BOT CHORD 2-13=-382/1679, 13.20=-132/1200, 12.20— 132/1200, 12-21 =- 132/1200, 11-21— 13211200, 9- 11=-266t1679 WEBS 8- 11 =-341/293, 3-13=-341/293, 5-13=-149/610, 6-11 =- 150/606 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.Opst; h=25it; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & 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 nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joint(s) except 061b) 2=284, 9= 284. 7) - Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWO - Verity dowpo pwametwo end READ NOTES ON rNIS AND WCLUDEO Mr7EK REFERANCE PAGE M0.7473 rov. 140MI S BEFORE USE Design valkl for use only vAB1 Mllek® connecters. INs de*p Is based only union rxDanelers shown. and Is la an hlcllvldud txdding component, no) wt ahtrsssystem. Before use, the 1xdldng designer m1Rt verily the aWlcc Ity of design paameters ctnd property Incorporate M design Into the overall rxddhlg design. Bracing hWk:aled Is to prevent blrolaing of Irdlvklual In=web ad/of chord members only. Adc9llonal lempaary and petmanlent paling WOW 6 alwoys iecitted for stability and to prevent collapse with possIlAe persorx4 injury and properly damage. For general gctldalce tegadlrlg B10 kAxlcatlon, storago, clollvery, erection and txcrclnlg of fnrses caxl inin systems. seeANSI/1PI I Quality Criteria. DSB-89 and SCSI Butiding Component 6504 Pmke East Blvd. Safety Information ovdlable han buss Plate Institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tompa, FL 33610 Job Truss Truss Type oty T10552075 T80086 R13 COMMON TRUSS aPly 1 733601054 Job Reference (optional) n ear) Dnn. Builders Fasl5ource. lamps. Flom lsy. Y1011004mbb ....-......,...o.-.., .....-.. ...--_...__. ..._ -..._. _. ._._..----.. - - ID:Zl7yae1f3rgi5yObDEG6BuzOUf6-9Z56jGOvLUTwAa5Vg53Tz1h4yoHe0 47JN4131zfEy7 00 7.6-0 ( 15.0-0 22.6-0 I 30.0.0 1-0-0 7-6.0 7.6-0 7.6.0 7-" 4x6 = 6.0052 Scale . 1 53.3 Y 0 30 = 4x6 = 30 = 3x6 = 3x6 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) -0.40 8-10 >897 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Verl(TL) -0.73 8.10 >495 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 6 We n/a BCDL 10.0 Code FBC2014lrP12007 Malrix-M) Weight: 137 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.2 'Except' BOT CHORD Rigid telling directly applied or 2.2-0 oc bracing. 2-9: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1260/0-4-0, 6=1260/0.4.0 Max Horz 2=- 1 53(LC 13) Max Uplift2=-299(LC 12), 6=-299(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2042/462, 3-4=-1800/445, 4.5=-1799/446, 5.6= 2041/463 BOT CHORD 2-10=-45Wl750, 10-17=-157/1150, 9-17=-157/1150, 9-18=-157/1150, 8-18=-157/1150, 6-8=-302/1749 WEBS 4-8=-193/697, 5-8=435/337, 4-10- 192002, 3.10= 4351337 NOTES- (7) 1) Unbalanced root 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.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(l) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=299, 6=299. 6)'Semi-rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code.' 0 WARNING - VeAIy design paremersrs and READ NOTES ON THIS AND INCLUDED MflEK REFERANCE PAGE A07473 rov. /a4x "IS BEFORE USE Design valid for use only with MIIek/9 connf-clots. this design Is lased only upon pairometers shown. and Is lot an htl Actual buYdkng component, not a Ouss system. Belote use, the Ix10dlng designer must verily the c"Alcabilly, of design parameters anti properly Incorporate this design Into the overall lxdding design. ®acbV Indicated Is to prevent budding of IrKllvidual truss web and/or chord members oNy. Addliond lemporary and permanent btocing WOW Is always requbod lot slat -Ally and to prevent collapse wilh possible personal hkoY arnd property damage For general guklance tegarding We kirk atkxl storage. delivery. erection and bracing of biasses and truss systems. see-ANSI/IPI I Dually Criteria, DSB-89 and SCSI Building Component 6904 Parka East Blvd. Solely Information available from truss Rule Institute. 218 N. lee Street. Sulte 312. Alexandria. VA 22314. Tompo, FL 33610 o russ Truss Type Oty Ply T10552076 TB0066 R1 Special Truss 1 1 7336010551JobReference(optional) BuUders FuslSource. Tampa. Pram duty. rrornoa 3 dre ID:Zl7yaclf3rgl5y0bDEG6Buz0Ut6-rileVxcOx6obnnjllNoaiWEDCeCeIIHsGX1gJcUz'IEy6 r1 0-0f 3.6-0 I 7-0-0 + 13.10.0 I 20-9-0 21.10.0 953.5 30-0-0 31-0.0 1-0.0 3$-0 3-0 6-10.0 6.10-0 't-2-0 3.6.5 48-17 1-00 Scale . 1.54.4 4x6 II 5x6 = 30 = 6x9 = 7 4x10 = 6xe = 700 = 6x8 = 6X9 = 3xe Q 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/TP12007 CS1. TC 1.00 BC 0.94 WB 0.91 Matrix-M) DEFL. in Vel1(LL) 0.32 Vert(TL) -0.78 Horz(TL) 0.17 loc) Wall Ud 13 >999 240 13 >464 180 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 185 lb FT = 20°e LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. BOT CHORD 2x6 SP No.2 'Except' WEBS 1 Row at micipt 5-14 2-12: 2x6 SP 240OF 2.0E WEBS 20 SP No.3 *Except* 7-11,5.14,6-13: 2x4 SP No.2 REACTIONS. (Ib/size) 2=274604-0, 9=2172/0-4-0 Max Horz 2- 87(LC 13) Max Uplitl2=-675(LC 8), 9= 447(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5702/1377, 3-4=-5552/1294, 4-19=4870/1182, 5.19= 4874/1182, 5-6=-7061/1762, 6-7=-405.W72, 7-8=4130/970, 8.9=433M97 BOT CHORD 2-14=-1251/5060, 14-20=-1676(7058, 13-20- 1676/7058, 12-13=-1056/4680, 11.12_ 1056/4680, 9.11_ 839/3850 WEBS 4-14=-337/1944,7-11=-799/3384,6-11=-3199/881, 5-14- 2433l707,5-13=-21/453, 6-13=-695/2760 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=2511; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=675, 9=447. 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) 513lb down and 153 lb up at 7.0-0, and 1326 lb down and 394 lb up at 13.8.0 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 o1 the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 WARNWO - Vailydaslyn pararnetas end READ NOTES ON THIS AND WCLUDED MREN REFERANCE PAGE A07473 rev. I04)3401S BEFORE USE. Design valid for use only with Mllek® connectors. 1Ns design Is based orgy upon pwtameters shown. and Is for an hdlAdu i building component. not a truss system. Before use. the building designer must verily Iho opplicabilly of o%rJgn paanelors and properly I ncaporote 91k design Into the overall building design. Bracing Indlcolod Is to pevenl buckling of Individual [pin web ail/or chord inemb:rs only. Addllkrol tempotay and permononi bracing MiTek' Is always required la stab011y and to prevent collapse vAlh possiblo personal k*ffy and property damage. Fa general guidance regadtrng the laWcallo n, storage. delivery. erection and Iroclng of Inrsscs and muss systems. seeANSI/IPI I Qualify Criteria. DSB-99 and 9CS1 funding Component 6904 Parka East Blvd. Safely Information available from truss Rote Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job TFuss Truss Type ry Ply T10552076 TSOo86 R14 SpecialTmss I'll 1,336010" Job Reference(optional) Buddels FuslSource. TarMa. Plans Gay, f1000a 337bb y....... .. __ .. ID:Zl7yac113rgl5yObDEG6BuzOU16•dleVxcOX6obnnllrNoaiW EDCeCeliHsGX1gJcUztEy6 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unilorm Loads (pll) Vert: 1-4=-60, 4-19= 133(F=-73), 6-19_ 60, 6-7=-60, 7-10=-60, 2-14=-20, 14-20=-45(F=-25), 9-20=-20 Concentrated Loads (Ib) Vert: 14_ 513(F) 13=-1326(F) Q MRNMO • Vorl/y dodgn pamtrorera and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE ARF7473 rov. IDWIMIS BEFORE USE. Design valkl to use only with Mllek®conneelos. Tnls dcnlgn Is based only upon rmameters shown. and Is lot an Individual bulding component, nos a Was system. Before use. the building doslgnet must verily, the c"AlcabUily, of design pclramelers and Ixopedy Incorporate this design kilo the overall building design. Bracing Inc k oled Is to ptevenl butckllsV of Individual Inns web and/or chord members only. Additional lemporary, and permanent bracing M iTek' Is always required lot sk"Illy and to prevent collar w wllh possible petsonol k*Ny and propedy damage. For general guidance rega wdkng the kdrksallon, slotage, delivery, election and bracing of muses and tnm systems soeANSI/IPI I Quality Criteria. DSO-89 and 6C51 Building Component 6804 Parke East Blvd. Safety Information avallabbe horn Truss Plate Institute, 218 N. lee Skeet. Sidle 312, Aloxcindrkx VA 22314. Torrya. FL 33610 Job Truss russ ype ty nos5aon TBOO86 RIS Hip Truss 1 1 1"=,056 Job Reference (optional) Builders FI181SWICe. Tampa. Prato Gay, FIMW133566 o+v a W. cv,v ... m., v„v v, x - I D.Zl7yacff3rgf5yObDEG6Buz0U16.5xCt8yl9t5jePlEux W 6x2SmNbcz 1 Uu5OmhZs$wz1Ey5 1-0-0 7.0-0 9.4-0_ 16.4.0 1-0-0 I 7.0.0 2-4-0 7-" Scale a 1.29.0 Sx6 = 5x6 = 3x6 = 3x6 II Jf9 3x6 If J1O LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.99 BC 0.91 WB 0.27 Malrix) DEFL. In Vert(LL) -0.17 Vert(Q -0.34 Horz(TL) 0.07 loc) Well L/d 5-6 >999 240 5-6 >561 180 5 We Na PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3.4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.5-15 oc bracing. BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 5=1268/Mechanical, 2=1351/0-4-0 Max Horz 2=85(LC 12) Max Uplilt5=-3eO(LC 9), 2=-418(LC 8) Max Grav5=1368(LC 16), 2=1434(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2626/709, 3-4=-2207/653, 4-5=-2615l702 BOT CHORD 2-8= 565(2278, 7-8=-560/2243, 6-7=-560/2243, 5-6=-567/2279 WEBS 3-8=-175/886, 4-6- 169/873 NOTES- (12) 1) Unbalanced root live loads have been considered lot this design. 2) 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; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=380, 2=418. 8) Girder carries hip end with 7-0.0 end setback. 9) 'Semi-ngid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at 9-4-0, and 715 lb down and 200 lb up at 7.0-0 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 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) Vert: 1-3=-60, 3.4=•133(F=-73), 4-5=-60, 2-8-20, 6-8=-44(F=-24), 5.6=-20 Continued on Daae 2 0 WARNING • Vedly daWgn parnmetan and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7479 rev. feign W15 BEFORE USE. Design valkl for use only with N01109 connectors ibis design Is lased orgy upon parameters shown. and Is too an trxllvkhKL buldhtg component. not wtaWassystem. Befoo use. the txdkbV designer must verity the oWIcablity of design paiamelers and poperiy lx:oitooale ft design Into the oveoall building design bracing IndIcaled Is to prevent budding of IrxJ)Mt al teas web aril/or chord members orgy. Addlilooxi temporary and permanent Narcirlg MOW Is always iecalred for stablply and to prevent collapse wllh possible petsoixil k*jry and property damage Foi general guidance regarding the loWcotlon, storage, delivery. orectk n and tracing of Irtmes and leas syslerns. soc-ANSI/IPI I Quality Criteria. DS11-89 and SCSI Building Component 6904 Parke East Blvd. Solety information ovallabte from truss Plate InstlUe. 218 N. Lee Street, Suite 312. Atexan drla. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Tt0552077 TBW66 RIS Nip Truss 1 1 1-""0' Job Reference(optional) eulatls Frr815oulco. rampa. nam ulry. Ponoo J;1DOC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-513(F) 6=-513(F) ID:Zl7yacff3rgf5yObDEG6Buz0U16•SxCt8yl9t5loPtEux W6x2SmNbcz 1 Uu5OmhZSOwzf Ey5 Q WARNING - Verily deslyn Penmorom and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA7473 rev. /aUMIS BEFORE USE. Design vatkl for use only wltil Mllek® connectors. Inls design Is Ixwd only upon pwamelers shown. and Is for an tndlvkkxg IxAdtng component. not wtabusssyslem. Before 16e. the bdldng designer mlrsl verity the appllcabllly of closlgn prnamelers and Ixoperly Incorporole $h is design Into the overall IxAdtrlg design. bating Indk:ated Is to prevent buckling of IrwdlMt al Irtm web and/or chord members only Addlionol temporary and wmanent brodng MiTek* h always recalred far slatAlly and to prevent collapse wllh possible personal Ir1Fry and properly damage. For general guidance regarding the falxkbalkrl, slorcrge, delivery, erectkrl and Ixaelrlg of tames and Inrss systems. seeANSI/TPI I Cuatity Criteria, DSO-89 and SCSI Building Component 6904 Perks East Blvd. Safety Information ovdtabfe Dom lrlm Plate institute. 218 N. lee Street. Sullo 312. Alexandria. VA 22314. Tempo. FL 33610 ruse Truss Type ty Ply 710552079lJob780086RFO1FlarTruss1n733601057 L Job Reference(optional) nmraer$ 1-11 urce. rarnpa, riam %,ay. rronw a.uoo • -1 . w, 1. -. •.... o- •••-- -•- ....•. _.._ _- __ _-.. . _ ID:Zl7yact13rgt5y0bDEG6BuzOUf6.5xClOy1915lePtEux W6x2SmX5c2_UsvOmhZsBwzf Ey5 2•t•12 4•t•t2 frt-12 S-S 4 11.2.11 13 2.11 15.9.3 t8.5.7 2.1.12 2-0-0 2.6 8 2 6 8 2-0-0 2 i a 2 8 4 30 = 3x4 = 3x4 = 5 6 7 19 8 20 9 Scale. 1:31.5 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 NO Code FBC2014/rP12007 CSI. TC 0.38 BC 0.60 WB 0.41 Matrix) DEFL. in Verl(LL) 0.06 Veri(TL) -0.15 Horz(rl) 0.04 Ioc) Udell Ud 12 >999 240 12 >983 180 11 We rVa PLATES GRIP MT20 244/190 Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.5-14 oc puffins, except BOT CHORD 20 SP No.2 end verlicals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS. All bearings 6.0-0 except Qt=length) 11=0.4-2. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11- 175(LC 4) Max Grav All reactions 250lb or less at joint(s) 18 except 11=1475(LC 1). 17=972(LC 1), 16=372(LC 1), 14=2771(LC 1), 14=2771(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 6-7=-4442/266, 7-19_ 4442/266, 8.19=-4442/266, 8.20=-4442/266, 9-20_ 4442/266 BOT CHORD 13-14=-75/2838, 12-13=-266/4442, 11-12=-304/2529 WEBS 2.17- 831/0,3-16=-458/0,4-14=-985 0,8.12=-1008/97,7.13_ 814/71,6-13=-218/1825, 6-14=-3346/80, 9.12=0/2175, 9.11=-2808/342 NOTES- (13) 1) 2-ply truss to be connected together with 10ff (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=15fl; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 20 MT20 unless otherwise Indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 11. 11) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 251 lb up at 13-7-0 on top chord. The designtselectlon of such connection device(s) is the responsibility of others. 13) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 Q WARNING - Ve" da0fin paromoters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE ND-7473 rov. 109r=16 BEFORE USE Design valid tot use ordy with Milelr® connectors. lhls design Is based only upon p®amelers shown, and Is too an hdlvlducd buIdI ng component. not a buss system. Before use, the building designer mrai verily the oppilcabliy of design parameters and property Incorpoato this design Into the ovoail LxAding design. Broci ng trxilcated Is to prevent budding or bndlvl W Inis web and/of chord members only. Addlllonal lemporory and permanent bracing M iTek' b always required tot sWbDlly and to prevent collapse with posslAe personal ImAxy and properly damage. For general guidance iegac9ng the ItAxIcallon, sloage. delivery, erection tmd bating of trusses and truss systems sec-ANSI/IPI I Quality Criteria, DS11-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avdlable from truss Plate Instilule, 218 N. Lee Street. Suite 312. Atexondrkx VA 22314. Torrpa. FL 3300 Job TFUSS Truss Type PIY T/0552078 T80086 RFOt usFlatTurns 1 f17336010572bReference(optional) GUlyden n•rrsibouroe. rompa. mare My. rrenoo JJ 00 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.19=-330(F=-96), 19.20=-156(F=-96), 10-20=-60, 11-18=-20 Concentrated Loads (lb) Vert: 20= 845 ID: Z17yac113rgf5y0;6EG6Buz0U16-5xCt8y19t5lePtEux W6x2SmX5c2_UsvOmh9BwzIEy5 Q WARNING. Verily dodyn parmwow, and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M6TQ9 rov. I86,7IM1S BEFORE USE. Design valid for use only vAth W iek® connectors INs design is Rased only upon parameters shown, and Is fo an Individual bxBdloV component. not a huss system. Before use, the Ixtllding designer must verity The applIcc"lty, of design parameters and properly Incorlxrale this design Into The overall bxildbV design. ®acing Indicated Is to prevent Ixrcldhng of IndWual Truss web and/of chord members only. Additional Temporary and permanent tracing M iTe k' Is always recludred for stability and To prevent collapse wllh possMe personal trnhaY and property damage. For general guidance regading the Iatx ollo n, storage, delivery, erection and bracing of trusses and In= systems sec ANSI/IPI I Quality Cdledo, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information ovallable from Truss Role Institute. 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty Tt0552079 780086 RF02 Half Hip Truss 1 t 733601058 Job Reference(optional) Bruldere FUetSOUTOe. Tonga. Plant Uay, Fronde 33555 0 a npi i i 2016 rv,n en „ wa• ms, nti. ..— —v v, .v.v •.» cv, ID:Zl7yact13rgf5yObDEG68uzOU16•Z8mFM12nePsVt tp4VDdAbIJdGOM3DE Z9WPgMzfEy4 7-0-0 10d-0 1.3-5-0 1 15.10.7 1 16.2•t0 20.8.9 t-0-0 7-" 3 4-0 3 4-0 2.2.72-515 1000 MT18H = US = 2xa 11 Seale . 1 38.1 17 11 6x8 _ 3x4 = 3x4 = 3x4 = 3x6 = 2x4 II 3 = 2x4 II 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.07 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Verl(TL) -0.20 13-14 >795 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) -0.02 17 We We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 113Ib FT = 2M'o LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 4-1.15 oc puffins, except 1-4: 20 SP SS end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4.7 oc bracing. WEBS 20 SP No.3 SLIDER Left 2x4 SP No.2 3-7-5 REACTIONS. (Ib/size) 11=1469/0-4-15, 2=-52510-8-0, 17=2571/0-11-5 Max Horz 2=291(LC 8) Max Uplilt2=-742(LC 20), 17=-55(LC 5) Max Gravl 1=1492(LC 15), 17=2571(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=0/1868, 3.4=0/1897, 4-5=0/1689, 7-14=01453, 7.18— 1232/41, 18.19_ 1218/39, 8-19=-1213/45, 8-20= 1711/0, 9-20=-1711/0, 9-21_ 1711/0, 10-21=-1711/0, 10.11=-1495/0 BOT CHORD 2-17=-1645/0,16.17=•554/0, 15-16=-34/1073,14-15=-34/1073, 13-14=0/1711, 12-13=0/1711 WEBS 4.17=-1167/110, 5-17=-1699/3, 5-16=0/657, 5-7=0/697, 7-16=-1726/0,8-14=-625/0, 9-12=-807/0, 10.12=0/1944 NOTES- (10) 1) Unbalanced rool 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=1511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed tot a 10.0 pst bottom chord live load nonconcunenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 742 lb uplift at Joint 2 and 55 lb uplift at Joint 17. 8)'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code LOAD CASE(S) Standard Continued on Daae 2 Q WARNING • Verily design pantnwteni and READ NOTES ON THIS ANO INCLUDEO MtTEK REFERANCE PAGE 011I1.7473 rov. 109302015 BEFORE USE. Design vaild tar use only with Mllek® connectors. Itft design is based orgy upon pmornelers shown, and is rot on IrtdMdrxr bulding component, not a lnns system. Before me, the building designer must verily the agslledtBlly of design parameters and properly Incorixxato WrIs design Into the overact btOdng design. Wachg Irtdlcoced Is to prevent budding of Individual truss web and/or chord members orgy. Additional temporary and permanent bracing MiTek' Is always regUred for stability and to prevent coitapte wllh possible personal trtkrry and roperly damage. For general guidance regatdng the fabrication storage. delivery. woctbn and bnaclrtp of tomes and inas systems, soeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Pmke East Blvd. safety Information avallable from truss Rote institute. 218 N. lee Street, Sutlo 312. Alexandria VA 22314. Tanga. FL 33610 Job T rtsss russ ype b T10552079 TS0086 RF02 Hob Hip Truse 1 1 1,336010, Job Reference(optional) 00110819 F061Dalrrce. Iampa. W. wy, mono. a,>,00 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-6=-60, 7-10=-156, 2-11=-20 Concentrated Loads (Ib) Vert: 10= 347 18=-200 19=-134 20= 19321_ 266 ID:Zl7yaclt3rgl5yObDEG68uz0U16-ZBmFM12nePsV11p4VDdA fjdGWib6Z9LJP6MzIEy4 0 WARNING - Vedly dadpn panmeran and READ NOTES ON THIS AND INCLUDED M/1EN REFERANCE PAGE M8.7473 rev. 111100MI S BEFORE USE Design valld lot use only vAm Mlek® connectors. Iith design 6 based only upon "amefers shown. and Is lot on IndlvkAtal buldllg comporlont. not a cuss system. Before use, the tx/Idng designer mast verily the applicability of design pcsamelem and Ixopetly Incorporate this design Into the overall txgding design. Bracing Indicated Is to prevent txtcklbg of Individual tntss web aril/or chord members orgy. Addlaonal lempotory and permanent Ixactrtg M iT®k Is always ted89red tar statAlly and to ptevenl cotlq>se wllh passible personal 6laay and Ixoperty damage. Far goneral gtldalce regarding the falxlcallon, storesgo. deflvery, ereclbn and lwocl tg of Inissos and Inns systems. seeANSI/1PII Quality Criledo, DS"9 and BCSI Building Component 6904 Parks Eost Blvd. sate4y IMotmanon avallable Iom Inns Rate ImtlMe, 210 N. Lee Street, Stile 312. Alexandria VA 22314 Tompo, FL 33610 Job Truss Truss Type Iv ply T/0552060 TB0086 Vol VALLEY TRUSS 130 t1 1733601059JobReference (optional) Builders FoslSource. Tompa. Plant City. Florida 33566 20 G 2-0.0 2-0.0 2.0.0 2-0.0 7.640 a Apr 19 2016 MiTek Induslrrea, Inc. Wed Mot 01 16 5154 2017 Page 1 ID:ZI7yacfl3rgf5y0bDEG6Buz0Ul6-IKKdZe3POjMcBOH3x8P71rxNPsmyssiD?2zCpzfEy3 Scale a 1:7.9 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 VeFI(LL) 0.01 3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Ven(TL) 0.01 3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 We n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 5lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.3 REACTIONS. (lb(size) 1=54/1.10.0, 2=55/Mechanical Max Harz 1=30(LC 12) Max Uplifl1=-9(LC 12), 2=-24(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 OC bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 9 lb uplift at joint 1 and 24 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verify dodgn peremofore and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. I"3101S BEFORE USE De*j n valkl lot use only vAlh MlleM connectos. this design Is based only upon Marneters shown. and Is goo an txllvldual bolding conponent. not a buts system. Bogota use, the building designer must verity the c p plicobll y of design paametets and properly Incorporate this design Into the Omar, design. Nochg Indicated Is to bxtcldhg of IndWLKA truss web aril/or chord members only. Additional temporary and pormanenl bracing WOWbuildingprevenl Is always requited for sta111llly and to prevenl cotigne wllh possible personal k*jry and property damage. For general gu itio nce tegadhg 90 6904 Parke East Blvd. Iabticalim storage. delivery, erection and Mcrelng or Inisses and truss systems, seeANSI/iP1I Oually, Cdiedo, DSB-89 and BCSI Building Component Tenva. FL 33610SafetyIMormationavallablehornbussRateInstitute, 218 N. Lee Sheet. Sulle 312, Alexanddo. VA22314 Job I russ Truss Type 1 N ply 710552001 780086 V02 VALLEY TRUSS 1 1733601060JobReference(optional) MIMI$ rne1a0urce. Iarpo. ram k ny, rionva aaa00 • •. e_ . ID:Z17yacff3rgI5y0bDEG6Eluz0Ul6-1 KKdZe3POj_MeBOH3x8P71rxLPeXys61D?2zCpzl Ey3 r 2.11-1 -- I 4-0.0 2.11.1 1-0.15 2x4 i 20 II LOADING(psQ SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.00 Vert(LL) 0.00 3 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 rdr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(rL) 0.00 n/a Na BCDL 10.0 Code FBC20141rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=71/3.11.8, 5=19813-11-8 Max Horz 1=71(LC 12) Max Uplift5=- 76(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale . 1: 13.0 PLATES GRIP MT20 244/ 190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 5. 6) 'Semi - rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Verily dodyn paramaw, end READ NOTES ON THIS AND WCLUDEO WTEK REFERANCE PAGE MD-7473 rov. fa=W15 BEFORE USE Design valid for use only with Iv01ek® convectors. ails deslon Is based only upon Mamelers shown, and Is for an kxllvIiAxil building component, not a Oros system. Bolow use, the building designer nttrst vedfy lhu ("All :obDlry of design parameters and poperiY Incogy>ralo tlth design Into the overall building design. Bracing Indicated Is to provent buckling of Individual buss web and/or chord members only. Addillorat temporary and penmanenl bracing MiTek' B always required for slobillty and to prevent collapse wllh possible personal injury and property damage For general guidance rogandkng One fabk;atkn. staage. dcilvery, erocllon and bracing of inrsses and IF= syslems. soeANSIMI I Qualify Criteria. DSB-89 and SCSI Wilding Component 6904 Pmke East Blvd. Safety information avaroble from buss Plate Insatule. 218 N. Lee Street, Sulle 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type tY Ply T10552092 TBOOe6 V03 Valley Truss F tI 73360106t Job Reference(optional) aulloors r lrSlJOulce. l align. W. My. r IOIIOa Jaa00 ....-.....y.. .. ... ........ ....._...__. ..._ .. ID:Zl7yacfl3rgf5yObDEG6Btu0U16.1 KKdZe3POi-McBOH3x8P71ry6PrNysriD?2zCpzf Ey3 2-0.0 4-" 2-0.0 2-0'0 30 = 2 Scale - 1:7.8 1 0 2x4 i 2x4 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) rVe We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Ven(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE, 0.00 Horz(rL) 0.00 3 We We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 10 lb FT = 2099 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 1=110/3-11-0, 3=110/3-11-0 Max Horz 1=13(LC 12) Max Upliftl=-24(LC 12), 3=-24(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone, cantilever left and right exposed ;C-C for members and lorces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcui rent 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 o1 withstanding 24 lb uplift at joint 1 and 24 lb uplift at joint 3. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vedly design pamm*t*rs and READ NOTES ON THIS AND INCLUDED NnFK REFERANCE PAGE NIF7473 rev. 169i/20/S BEFORE USE Design valid lot use ordy with Mllek®conneclois. 1Ns design Is based only upm parametersshown. and Is got an trxlNMyual buYalng component not a 01rsa system Balm use. the NAkD g designer must verity the applicability of design patamelors and ptopeily I ncorpxalo Ihts design Into the overall Mrding design. Bracing Indicated Is to lxevenl budding of Individual In= web and/ow chord members oNy. Adc9lWKA temporary ancf permanent pacing WOW Is always recalred tot stabilily and to prevent collapse vAth possible personal Inpay and property damage. for general guidance regarding the fabrication, storage, dellvery. erection aril bracing of Irtmes and Inns syslems seoANSI/IPI I Guallty Criteria, DSB-89 and BCSI Wilding Component 6904 Park* East Blvd. Safety Information available Iran buss Rate Institute, 218 N. Leo SOoel. Sulle 312. Alexandria. VA 22314. Tonpo. FL 33610 Job I russ Truss Type y Pry1 T10552083 TB0086 VO4 Valley Truss I 733601062 Job Reference o lional CUOMO[* F 1161JOUlce. IaDpa. "0DI Vay. r.DIID. JJJVO.....-.. ...-__...__. ..._ ..__.___. ID:Zl7yacf13rg15yObDEG6BuzOUf6-V W u?mz31906DGLzTceteg4O6WpC7hJisStoW IFz1Ey2 3.3.12 6.7.8 3.3.12 3.3.12 Scale . 1:13.5 4x6 = 4 20 i 20 11 2x4 ZZ- 3-3-1 6.7.8 3.3.4 3 3.12 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Verl(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Verl(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 20 lb FT = 20°b LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb(size) 1=107/6-6-8, 3=107/6-6-8, 4=208/6-6-8 Max Harz 1=26(LC 16) Max Uplfll1=-38(LC 12), 3=-43(LC 13), 4=-18(LC 12) 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 purlins. BOT CHORD Rigid ceiling 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; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpf=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 38lb uplift at Joint 1, 43 lb uplift at joint 3 and 18 lb uplift at joint 4. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verity dedgn paremefsrs and READ NOTES ON THIS AND INCLUDED NfTEK REFERANCE PAGE M67473 rev. 1"3,201S BEFORE USE. Design valid lot use orgy wllh Mllek®conneclas. Irgs design It based orgy upon parameters shown. aril is for an Yxltvb'ud buldi g component, not a Was system. Befoe use, the Ixdlding designer roust verify the apfAlcalAlly of design parameters and properly inemperote 81k design Into the overall Wilding design. Bfacing indicated Is to prevent budding of h dIvIdual tnrss web and/or chord members only. Addillonr71 lonporary and permanent bracing WOW 6 alwoys re%*9d for sla1bl11y and to prevent collarne wllh possible personal"and poperly damage. For general guidance regarding the labricallm stoago. delivery, erection anal dating of litmes and miss systems. seeANSI/TPI I Quality Criteria, DSB-69 and 6CSI BuBding Component 6904 Perks East Blvd. Sofey Information ovdlc"e from buss Rate Institute. 218 N. Lee Slreel. Sullo 312. Alexandria, VA 22314. Tempo. FL 33610 Symbols I Numbering System I 0 General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets ore indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1 gr For 4 x 2 orientation, locate plates 0- IV 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 but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown In ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MM W1 . 0 M!Tek 0 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully Knots and wone at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI frPl 1 8. Unless otherwise noted, moisture content of lumber Shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is o non-structurol consideration and is the responsibility of truss fobncotor. General practice Is to comber for dead rood deflection. 11. Plate type, sae, orientation and location dimensions Indicated ore minimum plating requirements. 12. Lumber used shoo be of the species and sae. and In oil respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided of spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front bock. words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form 17 - 1 887 Permit # Project Location Address: 451 Qocv-1 0J\LDING As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-112 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product' Description Florida Approval # including decimal 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing IWood Shakes and Shinales Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E. P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category /Subcategory Manufacturer Product Description Florida Approval # include decimal S.Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 18. New Exterior Envelope Products jHVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature 0 Applicant's Name Please Print) June 2014 I w•J rst lfol II rnorl II I Q 1 Ilatw IIFCRICCJ I mwal t L---JL--- J Au onmlcT rrcaf A•D RSGI .; 4 aC DTb YDLL TO LT IIIM I01D I.9DID7D[ Voll t TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS c TCIj 20• 2T• 31' w WINDOW CALL< Xn 26• I SH 10 32 SH 2191 V $H s 3Y D EU UJ 33 SW n FN 33 5H g51• u 5H w N 5H 1f 5H N SH b SH U115 6H 25 v B w Z b3' 7 3 16 94 1 10 36 $1 26 5H 1 36 5H k SGVERIFY hASaRYMDIW5FOR ALL IWO16. LR W SAES AND NSIAIJAWN KAY YAW PER IWiFACRWR AND 5PECRCATYWS op Z M10ROORPtAYSFOR SMEOFLWWUSED TSWAE WG•SJI CA5E W- CSIII.OR F•1ED GLASS. Ff.) A N4N'DIIr1 NNi. Ql. lu J pJ74G N11M1R T LIF DDDi1fI0YfD r-••;AY CL6 I•raAI" _ fuAAefs I lAnb/ , on I Yr• r rr 1 All. I JI-aust g LANAI I f -•' RL NT I I 3 I I 00ANM UnL PWDR ? DEN M. BATH t.• A n'-• • ILAT 6 r-•• RAT CiC. 2 O Q6 CIA aG - r-•' M, 4a ffoj so 3 ,c 6T.,. 6 4 e f0A allot„ FOYER Cl d& AI f•r YQWO'Ul— hs CALLr-•• MT CkC, I s.rSO/Ja L y . W 41 Js T_ r ` AALWIDQI ssl D QA GA 1 QA IdiDrB DWil A1C1 nmr• as I ror•v N rooCtR a W1D'fTFAO• LRN E A \ NAA I 1 II II 11 II FAMILY ROOM AKHFNZ 11 DINING 1 \. S IQTCHEN I Ir-D'd1'-D' OIDFr I I 1 so,-rme-w r-/' Ms QG r-P AAF LLa I r-' Ml QC. I — I I I eoA I j oO mro Ulm 0— Lau rs m floMmOrM Ima Df0.'aaMJ PRINACK W MAIM 11a7'JDf ENTRY r-•' PLT HT M lilERiT 6CAss I A mf 1fiA rOtlpsO I DLatroN7Qa I DAl K4m Al/• s All a fitaa rf RCtRAS/. I I I1lNi a sFtA. 9 woRuv. I I J\ rJewf A A I 1 JI GARAGE 1 f1II yl l J IWr- o'.xI. HL Y1 5 1 1 r-A• aL Nr. I MAT sl ggI I I L-------- VWL I 0 ioc AL+J wF 4 il In K• lr e fora w m-a- u> m I DLIICN S mawnmar usr dV. V" 0 00 7 71T.0037'fS81 A•uaoTraJDusA n r\ ^_O 0z O O mA u DSI teaeNof tlaeaeftle , TDGI,D Dff1 JA1 z DC lalIYNDACR o °C O ce00 O HAT0IFJ G LEGH2D DTAIFcu ® O MAIN FLOOR 14615F. UF+'ER FLOOR 1414 9F. 2585 TOTAL LIVING 2WI5F. GARAGE 4555F. LANAI 1399F. AwAWN DA forts ENTRY 115F. - TOTAL SR FT. 35465F. MAIN FLOOR PLAN NOTES 7 n i vAi. W'•FO 2AI GARAGE LEFT uVM=IC.MAWWM At=. w wwlum pnPIRFIILIt •!m®rlel(xw TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 7k s', 10' WINDOW CALL -OUTS 10' MY, >DDFG MR, 4MFG T 11' W0F4 IOI M 3WF4 1010F4 C) 36' MID SH 703094 30)0 5H 4030 SH 16' WSW IM5H 3040SH 1010S; 3 eo Z 3 WSW NK0$1 3L605H 40"SN tr alftesomeo9I )060 SH weal as rERir Ral 0FDNGsFMAl U13VM e2 m SIZES A'O B814LA116N MAY VAW FER F— KWACMIt AND WFOICAW& Z RUER 10 RM FLk5FCR STYLE CF L'g= USED (SW E 06-5R CASH- L9'II, OR FUffD 6LA56• Ffi1 T- I--t o- L , I Rulco Ou Rat L3fAR OFENIi+tifYNtS raum>ry xnweeuae xaaiwwr uaE ec a3wwo wawet scasuru mnnror•uaemF11MMO14BDROxrocIAeoh>E rxxPaoaa aE II IF707II III'•.,..a.... ws.sos.uw m. u.an•.uoo . 1 O . Ln ui 1 J0zO O LZ a = 000 O O F- 2585 l P4[ LMA ROIR Mx M UPPER FLOOR PLAN NOTES 2BI]' a e• q'•I.O GARAGE LEFT F Florida Building Code Online Page 1 of 26oc'* e bo-& Regulation N Pbic De.py" qd SCIS Moms I Log In I User Registration i Hot TOPICS I Subodl surcharge I Stats & F&W I Publication I FBC Stan I aCIS Site MRP I links I Search I Busines RI product Approval Professi al usteR: Public User Regulation a _ > lcalcMion > Application DeW FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8®yahoo.com Authorized Signature Xlanbin Meng benmeng8®yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer b-' Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE i Validation Checklist - Hardcopy Received Certificate of Independence Fl14239 R3 COl Indeo.odf Referenced Standard and Year (of Standard) Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FT 42ao R3 Eauav_Eduay.odf Sections from the Code https://www.floridabuilding.orglprlpr_app_dt].aspx?parazn=wGEV XQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC: MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY ASSUMEO TO ACT AT THE GEOMETRIC CENTER OF THE I uMECHANICALUNIT. W MECHANICAL UNIT MUST BE 56 SQUARE OR RECRECTANGULAR.RECTANGULAR. NO IRREGULAR SHAPES. I - I row MOST STRUCTURE OEsIGiF BY OTHERS. SEE DESK SCHCDULES FOR ALLOWABLE SUBSTRATE MECHANICAL UNIT 7stH MIN. WEIGHT, NECNANICAL UNIT PER SEPARATE CERTIFICATION. TYP. CENTER 0' SFE DESIGN GRAVITY 1 SCHFOULE FOR MAX(HUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL Tie -DOWN CUPS. SEE DETAIL In • 2/3 1,2 FOR CLIP INFORPIATION, y TVP. TYP. jrr MAx yRP 1 TIE -DOWN ISOMETRIC roe OFCUP AND RVM13eav s 1 L 1 q ISOaET7IC PEa CORNER WILL VARY PER CONNECTION rimit— ON SNEri 1 TIE -DOWN CLIP DIRECTIVE EXAMPLE NE THE _ _ ALLOWABLE _ GIVEN LTG UNR CWIFONISTO ILLI)STRATESTIEOIMECN5N"t RESTRICII E USEDTOIOESICNGRTTERIA LLSfED M[AEI N. 9EE SNIEE75 3 FOR DESIGN TION ISCHEDULES.) MECHANICAL UNIT CRITERIA: COIMSHoER THE INSTALLATION OF (t) HEOHALMCLL UNIT WITH THE FOLLOWING CRITERIA. Alt.170 MPH. EXPOSURE 3 or TALL ALB" DEEP H AB' WIDE. 100 LS (WEIGHT AS VER07ED By OTHERS) INSTALLED TO " Go PSI MIN COMCRETE WITH (t)•2• CLI/ AT EACH CORNER OF UNIT (TOTAL OF (A) CUPS) rTcvL"clrvrcc: PROCEDURE STEP RESULT t pETERNtNE THE CONNTiTlON TYRE EASED ON THE OAGIAMS ON SMET 2 CO OR 3 THIS INSTALLATION IS INTE:/OEO FOR A VyR•170 NFM, EOCSVRF'B. 1Ni5 DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE S 3 DETERMINE LARGEST FACE AREA OT MEOMNICAL UNIT TO DE INSTAILED 4BY46'•16FT' TMN UNIT NEIGMT OF AB' IS EQUAL TO THE NAXMUM ALLOWABLE HEIGHTOF 4r. NOTE. INN PRODUCT APPROVAL ALLOWS THE OW- TO BE INSTALLED ON T01 A CNECK MAXIMUM UNIT HEIGHT RMTRICTION OF AN A/C STAND TWAYISA NAETNON"" TALL MAN A/CSFANO IS UTAIM CNECN 70 SEE THAT TNESTANO Does NOT OrCEED so- OF NH6NT IDStNYM VN N INVdIRRATIAIMANTMEMNIP1 IS UNIT MAY Be tNSTALLED AT ROOF HEIGHTS LESS THAN OR EQUALTO IS FT. AOOITIONIILLY, THIS GREATER ROOF -TO THE MAY Be NEE6OETERMINETHEALLOWABLEROOFTOPHMMTOFTHEINSTALLATIONNUMHTSTHAUNITN0 OTTHAN60RANOLESSTHANl00RSEE (') ON TABLE S FOR 111E NUMERICAL VALUES OF TINS DESIGN ey"Ke DESIGN NOTES: THIS PRODUCT IM BEEN DESIGNED IN ACCORDANCE WITH Asa 7-t0 AND THE BURRING LADE FOR USE WITHIN AND O11151DE THE HIGH VELOCR1 HURRICANE INDICATED IR THC A 14W"IMNG DESIGN SCIEOVLS. THE —I- CAIIERIA USED C CALMAI! T11E ALLOWAEaB ROOFTTO MBIOITS Q1Ni101lR4 ASQ T•10 SECTION ".1 S=OR 24AMA. 11 FOR INSTALLATIONS AT AT ,M,,AD E.S. iPG0r4nk.-ROOF TOP WORM THE (LR iu`0111EA 0[ GI VroA1 WIES ACRE IN AO RDANQ LT M 7 i01( AWPIEfSr6B19. THE HEIGHTS LI51E0 IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE SU1lD1NG. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30' TALL Arc STAND (CERTIFICATION BY OTHW) ON Top OF THE HEIGHTS LISTED N THE DESIGN SCHEDULES, GENERAL NOTES: 1 ANCE WITH TTHHESREQUIR MENTS BEEN THEFLORID ANDBWLSDtOGLE & AASCE7-L0, THIISRICATED IN PRPRODUCT MAYBEUSEDWITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2 NO 33- V)% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3 DESIGN IS BASED ON CLIENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORis P1$1i14} dY TESTING EVALUATION LABORATORIES, ING. NO A105TITVT1dFS IfIEN APPROVAL BY THIS ENGDIEER SMALI BE PERMIT=. A MAXIMUM B MINIMUM DIMENSIONS AND MINMM WEIGHT OF MEfMANICAL UNIT SHALL CONFORM To SPECIFICATIONS STATED HCREIN. ALL MECHANICAL SPECIFICATIONS IGOR SPACE. TONNAGE. ETC) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR S. FASTEMERS TO BE •IZ X )'.* OR GREATER SAE GRADE S UNLESS NOTED OTHERWISE TAPCONS REFERRED TOHEREINSMALLBEITWGURDEXBRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR S01EOULE FOR ANCHOR REQUIREMENTS. EQUIIREMEEPREVENT SS. ALLFASTENERSSMALL HAVE APPROPRIATE CORROSION PROTECTION LYSIS C ALLSTEEL CUPS SHALL BE ASM A243 STEEL (GRADE 0) WITH FY•33 KSI OR BErtER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WTM AN APPROVED COAT OF PANT, ENAMEL OR OTHER APPROVED PROTECTION, G90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE SHALL Be STRUCTURAL CONCRETE A' HIM. TUCK AND SMALL HAVE MINIMUM OONPRFSSIVE STRENGTH OF 30M PSI, UNLESS NOTED OTHERWISE. 0. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM 06SDULAR MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRICAL GROM, WMEI REQUIRED, TO BE DESLGIEO B INSTALLED By OTHERS. 10.AST110 STRUM2 TO WITHSTAND SUPERIMPOSED LOWS HBM.1M ONSITEOESIGNPROFESSIONALAMISNOTINWOODInTHISC,,"FICATIOM. EXCCR AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED- 11, THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SvbaFTC SITE. FOR SITE CONDITIONS DIFFERENT FROM TllE CONDITIONS DETAILED HEN, A LICENSED ENG IN OR REGISTERED ARCHITECT SHALL PREPARE SITE REI SPECIRC DOCUMENTSFORUSEINCONJUNCTIONWITHTHISDOCMENT. M WATCR-TIGHTNESS OF EXISTING MOS7 SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF EINSTALLING M RSHALL AATI Olt ATERED ERPROOFING MEMBRANE S RESTOREDAFTERFABRICATIONINSTALLATIONOFSTRUCTUREPROPOSEDHEREIN. THIS ENGINEER SMALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER-71GHTnESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING 00N7RACTOR. 17• FOR An EXPLANATION OF SPEEDS USED IN THIS APPROVVAAL. seeECTIOn226TMURECATEGORIESJ _ of AsaPANY 7. 0. THE VWt WIND dZH 11 4 G a O ff 0.060' THICK ASTM A203 STEEL, TYP. 3)-012 SAE GRADE S SHEET METAL SC P. S* FOR cups UP TOm _ LONG. UTIUZE (5)•P12 i SHEET METAL SCREWS FOR CUPS LANGla THAN S', TYP. FOR ANY CUP LONGER THAN IW UTILIZE ( 5)-412 SAE GRADE S SHEET METAL SCREWS, TYP. I 00 Qz op0Q J yo MOLE, WITH a ANCHOR FROM I' CUP ANCHOR SCHEDULE. TYP. OTHER DIMENSIONS SIMILAR) y _< I i 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRY 0: 25' 0 0. 072 DR 0 O. THICK r 3 ASTM A28) ASTSTEEL. TV. 3)-t12 SAE GRADES SHEET METlJ. SCREWS r FOR CUPS A' LONG. UTILIZE ( 4)-I12 SHEET METAL SCREWS FOR CLIPS LONGER THAN A', n TYP. m Y * 0 HOLES, NOT TO BE USED FOR ANCHORS. TYP. 37s FACTORY- MILLED):'0 HOLES; y UTILIZE ( 1) OR (2) ANCHORS .•t Q• FROM OM2r' CLIPANCHOR SCHEDULE. TYP. 0.50' x 2" CLIP ISOMETRIC DETAIL 3 N. T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SMALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty-30 KSL 0.12P MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fy-33KSE MIN. STEEL, GRADE 33, ZZGA MIN. (t-O.OZW). 0.068, THICK A AM3 STEEL CLIP, WE OF UNIT SMAU BE FLUSH WITH BAS( OF CUP, NO SPACI PERMITTED. TYP 3)-112 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S- LONG. UTILIZE (5)-012 SHEET METAL SCREWS FOR CUPS LONGEFt THAN S'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDULE SUBSTRATE PER ANCHOG SCMEDULE VARIES) 1" TIE - DOWN CLIP 3 ANCHOR DETAIL 3 3• - 1•.p• DETAIL CLIP IS OESIGNEO FOR FULL CONTACT WTIM THE BASE OF EACH MECHANICAL UNIT, TYP. MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 HIM. ALUMINUM SHEET WITH RY-30 IM. 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A633 Fy-33KS1 HIM. STEEL. GRADE 33. 22GA MIN. 0-0.02" ). 0.072' OR O.$Lr THICK ASTM A283 STEEL CLIP, TYP. BASE OF UNIT SHALL BE FLUSH WITH USE OF CUP, NO SPACE PERMITTED, TYP. 3)-012 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS A' LONG. UTILIZE ( 4)412 SHEET METAL SCREWS FOR CUPS LONGER THAN A'. PROVIDE (S) PITCHES MIN. PAST THREAD PLANE FOR EACM SMS, TYP. i' (1) OR PER ANCHOR r/• wrl SCHEDULE i SUBSTRATE PER ANCHOR SC( EOULE• VARIES) 2" TIE - DOWN CLIP a ANCHOR DETAIL 3 r - 1•_w DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UHT• TYP. 1k 11 TABLE S : Vult=140 MPH, EXPOSURE B NOR USE VAIN A RISK CATEGORY II STRUCFURCI TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 0 STRUCIVAE') AW3WM60-wi3;won m TIE-0OLNN COSf11TA1RAl10M1YPE MAXIMUM MAXIMUM •— SURFACE AWAOF UNIT UNIT A SURFACE AREA OF UNIT UNIT Ct UNITS LARGEST HEIGHT C3WIDTH i C2 UNITS LARGEST HEIGHT WIDTH FACE FACE 6Fr 24-MAX20MAX421MMIW<HSIRDORI H52WR I HS2WR HSZOOFT 1T MIN 1 ATGRAOE 6FP 1 1 9FT' IR' 32'MAX 9R' ' 32'MAK LS'MIN AT GRADE I NSZWFT HI2110R HSZOO FT 1S'MIN N/A 4FP I HS200R :• Hf2WR HSZOOR M52OOFT HS2WR 6R' H540FT i H1200FT NS200R 60R< HS200 FT f 6Fr ATGRADE LfORsHS1B0 N320ORH22ODFr 9FV ' 4'MAX i AT GRADE 24-MIN HSSOOR H3200FT 9 FT' 4' MAX 24, MIN AT GRADE 1 60R<H580R r• 12 FV 1i ATGRADE HSIOR H9200R 60R<Nf2WR HSZWR 12 FT' I NIA el 16R' WA HS2WR ,fOR<ISFT SIOOF' T 16F N/ A . H92WFT 1jO FP^_N/A r _ NS1SR Nf2WR , 60R< HSLBOR HS2WR 1 20 FT+ NIA 5 Fr. H540FT ATGRADE I , HS2WFTSR< N/A 3 •-160' MAX 4'MIN..- 60 R<HS2W R'60R<N SIIOR r---- 6Hr MAX rMW1 3 0fT' I N/A NS15FT ATGRADE HS2WFT 30 FT' N/A a 60R<NS1WR 36 FTC N/A ATGRADE ATGRAOE NS2WR I I 36 R' N/A i 60R<HfBOR J AS AN EXAMPLE, THESE TABLES ARE MMLSSIBLE TO BE USED WITHIN BREVARO COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICANUTT OF 1HI5 TABLE WITMW CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') i ALLOWABLE ROOF- TIE. 00WN CONFIGURATION TOP HEIGHT (HI TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 CIS CA UNTSS LARGEST1 NCO" WIDTH FAO: 24'MAX 12' MIN NIA Hf20DFT Hs3QF6FP R<HSIW BOFT 4Hs2 H12WFT9Fr •37"MAX 1S'MIN N/ A HSMFr AT GRADE iO R <H 5 14oFt HsMFT R, ._ H540R HSZOGR Nf2WFT Hf21bR 1 60Ff< NS ZODFT 6Fr AT GRADE NSIWR HS200 F7 HSZWR ` 1 9FT l46'MAX 60R<HA LOOT 24- MIN V ^ N/ A IHSZWFT Hf15R 60R<HSZWR 1 HSIWR , 12 FT' - t N/A Hf40R 6OFF < Hf 200R ATGRADE 60R<Nf BOR HSZWR lif'IF WA ATGRADE 60R<Nf2WFT N/ 4 NSI00FT 20 WA AT GRACE 60R< XS2WR AT GRADE H f 2W FT Ziff' WA ATGMDE 60R<HSBOFT WA HS2WR W' MAX 4' MIN N/A "'. NFt s' 40 30 FYI NIA WA WR<HS2WR 36FrWAWA WA I60 FT<MASADE IW R, ALLOWABLE ROOFTOP XEIGNT (HI TIE -DOWN CONFIGURATIONTYPE 1 1 CZ 1 O I HSZ00R I H5200FT NSIS 'Fr N5200FT 60 R< H S200F H 5200 FT H6200FT R H5ZOO R H5200FT HS200R H540FT 60R<X52WF AT GRADE H 5 ZW Fi 60R< HS140F H 51S FT ATGRADE 601T<HS200FT HS30FT ATWIAOE 60R4NS 200 FT AT GRADE Ai GRAIN'60R< HS 140 RI ATGRADE N/ A ATGRADE_ I - WA IT NS200 6 r Mf2WR ry. W Nf2WFT H92WR J 0 1 HSIWFT HSZWRHSZWR a V H% ZWR Z i HsZWFr J Q 3 H52WR z•%, H530R 0 a! IFT< NS2W R' Z . n z Lu s Z 6- 4 a FFF m 1 i i ENGINEERING 4/14/2015E'1 1=LESS` 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 basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE * 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM Florida Building Code Online I usS eia+eS Page 1 of 3 flOdda p p js, tress moms I Lao to I use. Rents t— t HM TOPIM I SuDrnit Su,wrys I stets a reas I Bustienes product Approval ssi all uSEOL oubk um Regulation .. >,n„a0,n, > Aopltpt on DOM Z> -. wtfatad" I rec SMtt I acts Ste wv I tJn6 I® FL A Ft2197-R5 Application Type Revision Code Version 2014 Application Status Approved Approved by DSPR- Approvals by DSPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MITek Industries, Inc. Address/Phone/Email 14525 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mll.com Authorized Signature David Wert david.c.wert®mil.com Technical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwertomll.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert®mil.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity 1CG Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, I.L.C. Certificate of Independence o a+o nt irtt Certh,cate oftndo endence for Evaluetlon.od_f Referenced Standard and Year (of Standard) Standard UK ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 Crc 'SAFE https://www.floridabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDgvr.TEx%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 LbK-1411 Reissued June 2015 This report is subject to renewal June 2017. WWW.icc-es.orst 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop.Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mll.com. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HS^- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 20061ntemetional Building Code® (IBC) 2012. 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced In this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MITeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTeke M-16 and MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1_46 mm)], ASTM A653 SS, Grade 40 steel, with a G6b galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 Inch (1.44 mm): Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates..The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the Oat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. -Teeth are 0.16 inch (4.1 mm) wide and 0.37 Inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 0.33-inch-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 MT20HSTO: 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)) and having a base -metal thickness of 0.0346 inch (0.88 mm). aRepeating /4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-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 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to Its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-Es Bvduatlon Reports are nor to be construed m tcpxtmring aarheRo or any other aarlbatertrot specfJ7cally addressed, nor are they to be conswed asonendorsementofshesubjectofthereportorarecommendationforfiguse. 77mv is nowarranty by ICC Evaluaaon Service.11C espms or lmpfted m to any finding or other matter in this reports or m to any product covered by the report Page 1 of 5 Copyright Q 2015 ESR-1311. 1 Most Widely A6'oe ted and Trusted Page 3 of b TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lbfin3lPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5.. 176 121 137 126 Hem -fir - 0.43 119 64 102 98 Spruce_pine-flr 6.42 127 82 75 107 ` Southern Pine 0.55 174 126 147 122 M-20 and MI120 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185.. 148 129 145 Spruce -pine -fir 0.42 197 144 _ 143 137 Southern pine 055_ _ 249 190 184 200 - M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146.. 135 143 Hem41r 0.43 139 . 111 97 109 S ruce-pine-fir 0.42 148 108 107 103 Southem pine 0.55 187 143 138 150 - For Sh tibtinz = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain Perpendicular to load3AIItrussplainarepressed,into Ore wood for the fug depth of IWr teeth by hydraulic -platen embedment presses. multiple roller presses thatusePartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mll 20 M-20 HS, Mil 20HS.AND MT20HS Efficiency PoundsfinchlPair of Connector Plates Efficiency PoundslinctYPalr of Connector Plates Efficiency PoundOlnchlPali of Connector Plates Tension Values in Accordance with Section '5.4.4.2 of TPI-1 (Minimum Net Section over the Joinq' _ Tension ® 09 Tension ® 90° 0.70 0.36 2012 1013 1 0.50 1 0.47 880 820 0.59 0.48 1505 1219 Tension Values in Awdrdoncev4th TPI-1 with a Deviation (see Section 5.4.9 (a)) Ma*num,Nel Section Occurs over the Joiril: Tension ® 00 Tension ® 900 0.68 0.30 1945 849 0.62 0.48 1 1001 841 0.67 0.52 1716, 1321 Shear Values Shear @ 00 Shear ® 300 Shear ® 609 Shear @ 90° Shear ®120° Shear ®1 W 0.54 0.61 0.73 0.55 0.35 1041 1173 1402 1055 . 914 672 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 1184 . 792 608 537 For SI: 1 Iblinch = 0.175 Nhnm,1 inch = 25.4 mm. NOTES: Minimum 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. 2Ma*&n Net Section - A line though the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this One passes through a section of the plate with no holes. ESR-1311 I Wst model Acxe fed and Trusted Page 6 of 5 0.12V 0.2W 0 5W 0 sw 32win 64mm 127own 9 3-mm' I I H D00 A Duo goo goo DOD 0.0000o J 000 000 00o goo Goo Goo goo Goo Doo M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES pn Inches) (Continued) IMES Evaluation Report E5K-'13'11 1-13L OUPPlemcrrL Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.m_li.com EVALUATION SUBJECT: MITek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wek® Truss Connector Plates M-16. MII 16, M-20. MII20. M-20 HS, Mll 20 HS, and MT201-18TM, 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 0. 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The Wee Truss Connector Plates M-16, MII 16, M-20. MII 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESRA311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and.2010.F1oeda-BuAft Code —Residential, provided the design and installation are in accordance with theInternational $uifding Code..(ppy provisions noted in'the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTO has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. IOC -ES EYa yotbn Np" an not to be c"tnrcd os repmenjeng oadrclla or any other arWbutos not speclpoolly addrened, mr art &y to be conm+¢dasanendorsementofdxsubjectojthereportorarecommendationforIvuse. There u no mrrm ly by /CC &alwaon Service. /J.0 atp ws or Iotplled as to any pnding or other natter to" report or as to arty produce covered by the report T Page 1 of 1 CopyrrgM O 2v15 ICC-ES Evaluation Report ` J"-' J " Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org i (800) 423.6587 1 (562) 699-0643 A Subsidiary of the lnfemational Code Council® DIVISION: 06 00 00- WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com . EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M46, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: ip. 2012, 2009, 20061ntemational Building Codeo (IBC) IF. 2012, 2009, 2006 international Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t rThe ADISC la based on the 2009 IBC. 2009 IBC code sections relereneed in this report are the same sections In the ADIBC: 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 3A MITek®M-16 and I1110 % Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionally shaped into a twisted concave 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 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTee M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14neh-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (QA mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSO1: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44neh-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, OA5 inch (11.4 mm) tong and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-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, IMES Evaluation Reports are nor to be construed as repraenling aesthetics or any other attributes specifically ad*med, nor are the s or l construed ed t as an endorsement oJr the subject ojthe repon or a rec r lon Tcovered by the no trorron ICC Evaluation Service, LLC. erpres pl to anypnding or other matter in this repors, or as to airy prod- Page 1 of ti Copyright 0 2015 ESR-1311 I Most wde/y Acoeptad and Trusfed Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAUUC•PLATEN EMBEDMENT' (Ib/ln2IPLATE) MBER SPECIES So AA EA. AE EE M-16 AND Mil 16ED"tir-4arch 0.5 176. _ 121 137 126 0.43 - 119 64 102 75 98 107 Spruce - pine -fir 0.42 _ 127 82 126 147 12 2Southern pine 0.55 _ 174 M- 20 and Mil 20 Douglas fir -larch 0.5 220 _ . 195 180 190 Hem - fir 0.43 185 148 129. 145 Spruce - pine -fir 0.42 197 144 143 137 Southern pine. 0.55 249 190 184 200 M- 20 HS, Mil 20 HS and MT20HS_. Douglas fir -larch 0.5 165 146 135 143 Hem - fir 0.43 139 111 97 109 Spruce - pine -fir 0.42 148 168 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lblin` - 6.9 kPa. NOTES: to area on on one face). To achieve values. plates Toothholdingunits = psi for a single plate (double for plates on both faces when applying Iy must be installed on opposite sides of Joint. 2AA = Plate parallel to load, wood grain parallel to load EA = plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood.grain. perpendicular to load EE - Plate petpendIc4Iart6 toad. wood.grain perpendicular to -load embedment presses, multiple totter presses That ADtrussplatesarepressedintothewoodforthefulldepthoftheirteethbyhydraulic-platenand • rauli ten reset use partial embedment followed by full-embedmerd rollers. or combinations of partial errubedment roller Presses` hyd rpla D that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mll 16 NI-20 AND MII 20 M-20 HS, MII 20HS AND MT20HS Efficiency I Efficiency poundwinchlPair I Efficiency I PoundsllnchlPair of Connector FORCE DIRECTION lPoundstinchiPair ofConnectorI of Connector Plates Plates Plates with Section 5A.42 of TPI-1 (Minimum Net Section over the Jo1M)' TensionValuesinAccordanceTension @ 00 0.70 2012 •0.50 8 00 0.59 1506 Tension_ @ 900 0.36 1013 . 0.47 820 048 1219 Tension ValuesIn Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Maldntu fij Net Section Occurs over the Join? Tension @ 0° 0.68 1945 0.62 1091 0.67 1718 Tension @ 90° . 0.30 849 0.48 841 0.52 1321 Shear Values _ Shear @ 0' 0.54 1041 • 0.49 _ 574 0.43 761 Shear @ 30° 0.61 1173 0.63 736 0.61 10.84 Shear @ 600 0.73 1402 0.79 936" 0.67 1184 Shear @ 900 0.65 1055 0.55 _ 645 0.45792 Sheaf C 1200 0.48 914 0.42 490 0.34 608 _ Shear 4150° 0.35 672 0:46 544 0.3 537 . For SI: 1 Ibnnch = 0.175 NImm,1inch = 75.4 mm. NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a fine of holes. 2Maximtro Net Section - A line through the plate's tooth paltem with the maximum amount of steel for a specified orientaUon. For these plates, this line passes through a section of the plate with no holes. ESR4311 I Most Widely Accepted and Trusted _ _ _ Page 6 of 6 0.129* - 0 2W 0-WV 0.3w 3,2 m n 0 4.mm 9 3 mm 11 1 1 Q-7-,mm I 1_-- DOO A 000 OOO D00 000 000 000 000 J r-DODAA 900 000 000 0 0 10000o00 _ m" M- 20 HS1 MII 20 HS1 MT20HS FIGURE 1-. APPROXIMATE DIMENSIONS OF MM CONNECTOR PLATES (In Inchm) (Contlnued) ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. WwW.icc-es.oM I (800).423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MITe0TRUSS 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 MA6, Mil 16. M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS^', 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 of: 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS^ , described in Sections 2.0 through 7:0 of the master evaluation repoR ESRv131 T .comply with the 2014 and 2010 Florida Building Code —Building andthe'2014 and 2010,Fh ide Bupdiitg Ood9--ResWanhal, provided the design and installation are in accordance with the IntemaWnal building Code (IBC) providons,noted'in the master report. Use of the MiTeleTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM' has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products•Wing'under Florida Rule 9N-3, verificatiofi tliet.the. tp(M hoWefs quality assurance program 1s audited by a qual'dy:as$uisticje;:eli tY approved by the. Florida Building Commission for ilia type of inspections being. oonducted is tie responsr' fi.tty, of:sh:spptoged validation entity (or the code. of idal when.lrie report holder does, not possess an approval by the Co'mrrr tssion). This supplement expires concurrently with the master report, reissued in June 2015. ICC- a Ero/yallon Repory are awl* be cmlrw-d at "rprere"dR9 arstheUo or any other alni"rer nor syecii lust oddrrued. nor an !hry w be eonrbucd as an endorremen of the sub ojrhe repo" or a rce"menndm fop j by re. 77wr rk w ry by Irmroltylon Sa+lee. llC tsprc+ a 1mP led or to airy flndingo other motto /n !htr report. or m ro any p Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report t5K-IJII Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 I (562) 699-0643 A Subsidiary of the International L=e c:ounG11 DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS`e" 1.0 EVALUATION SCOPE Compliance with the following codes: it 2012, 2009, 2006 international Building Codee (IBC) a 2012, 2009. 20061ntemational Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADISC is based on the 2009 IBC, 2009 IBC code sections tderenced in this reporl are the same seetkms In the ADISC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M46 and MII 16: Model W16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth Is diagonally cut. thereby forming a sharp point. The teeth are additionally shaped into a twisted concave 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 MiTeko M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 Inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (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 MT20HSm: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-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, 0A5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A 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. ICC-0 Evaluation Rcpora am not to be construed as ,epresenting aesthetics or any other attributes not spec ftcatty aaareuem nor arcs may ra w cana...wasanendorsementojthesubjectojrheroponorarecommerrdmlonforinusesThereisnowarrantybyICCEvaluationServicesLLCcsprcuorImpliedm to arty finding or other matter in"repark or as to any product covered by the report Page 1 of ti Copyright O 2015 ESR-1311. 1, Most Widely Accepted and Trusted Page 3 of b TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (II)VIPLATE) LUMBER SPECIES SG AA - EA AE EE M-16 AND MII 16 0.5 176 121 137 126 Douglas fir -larch 102 98 0.43 119 Hem -fir 0.42 127 82 75 107 Spruce -pine -fir 0.55 174. 126 147 122 Southern pine M-20 and MII 20 0.5 220 195 180 190 Douglas Br -larch 129 145148 143 - Hem -fir 0.43 137 Spruce pine fig 0.42 197 - 144 _ southern pine 0.55 249 . 190 184 200 M-20 HS, Nil 20 HS and MT20HS 0.5 165 146 135 143 . . Douglas fir-4arch 0.43 139 111 97 109 Hem-flr 0.42 n as 148 187 108 143 107 138 103 150Spruce-pine=fir For SI: 1IbAn- = 5.9 KPa. NOTES: 9 single p to area on only one face). To achieve values. platesToothholdingunits = psi for a si le plate (double for plates on both faces when applying must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to toad, wood grain parallel to load AE - Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to toed, wood grain perpendicular to load3AIItrussplatesarepressedintothewoodforthefulldepthoftheir teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For SI: 1 Ib/inch = 0.175 N/mm, tincn = z5.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates this One passes through a line of holes. 2ma*m Net Section plates. this Tine pasties through a section t e plaeW withnpattern o holes. with the mum amount of steel for a spedtied orientation. For these Page 6 of 6 ESR-1311 I Most Widel Accepted and.Trlrsted 0,12V 0.2W 0-aW 0 38V 32mm 94mm 127mm 9431M 900 A Oat oga ..ago o0a 00ago ODD J 0 - ro00 ago 000 000 Goo 000 a00 Goo 000 M- 20 HS, MII 20 HS, MT20HS FIGURE 1--APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES On Inches) (Continued) ICC-ES Evaluation Report C K- I s 1 I Ir o+ auN f,rrw.re`e. Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.ona) (800) 423-6587 ( (562) 699-0543 A Subsidiary of the lntemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MITek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, M1120, M-20 HS, Mil 20 HS, AND MT20HS7- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16. M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS'. recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below, Applicable code editions: ti 2014 and 2010 Florida Building Code —Building A 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST°, described in Sections2.0-through.7.0 of the master.evatuftiW.feport:ESR-13.11,:comply with the 2014 and 2010 F.lorlda:Bpilding Code —Buildingand'tlie 2D'14 and 2a11)=FJorfda• Bu ng• Cod, e-R?9fdenOW, provided the design and installation are in accordance with the IntemallonotBul)Ang Coded (IBC).provisions.noted.in.the master report. Use of the MiTeeTruss Connector Plates M-16, MII 16. M-20, MI120, M-20 HS, Mil 20 HS, and MT20HS7e 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 heprdticlsfalling 'under Florida: Rule 9N-3, verificafth that the report holder's quality assurance program iI .audited by a quality Assuran;e. Qn0y approved :by: the Florida B11Qding.Commission for the type of insped[ons being conductedprval b responslbifii)t of an,:appral ed•validation enfi.(or the.code of vial when the report.holder doe9 not possess.an.gpp by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. lcc4s Evaluation Reports am not to be construed as repramfing oathetics or ony other onriburto not specJkatty addts sske nor are they roots eons d e& m on endorsemart of th:object ojtha reportor o reeommendottonJor to uts There as no worronry by 1CC Evaluation SWV LI C apre" a>pJ to anyp dprg or other ntorter to this repaM or as to atry product covered by the report Paige 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report r-Jr`- rJ " Reissued June 2015 This report is subject to renewal June 2017. WWW.1CC-eS.0rsl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-IFabrlcated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mil.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009. 2006 international Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC 2009 IBC code sections referenced in Ws report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MTee metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTekm M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 ong. and there are 4.8 teeth per square inch 0.0074 teieth 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 11/44nch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTekm M-20 and Mll 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 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-Inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTekm M-20 HS, MI120 HS, and MT20HS m: 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)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/a-inch-by-14neh (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC.ES evaluaeon Reports are not to be construed as repesenting oatheacs or any other attributes nor spm6rically addressed nor are they to be comtrued as an endorsement of the subJect of the report or a reeammendotion for tts W& nwre is no warranty by lCC Evaluation Servke, LLC, express or Implied as ME ato017flAdingorothermatterInthisreportorattoanyproductcoveredbythereportPapeIof8 CoWght 0 2015 ES_ R-1311 1 Most Widely Accepted and Trusted Page 3 of b. TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibnn'/PLATE) 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-rilhafir 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 Hemfir_ 0.43 185 148 129 145 Spruce-pine-flr 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135..143 Hem fir 0:43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 _ 143 138 1`w For SI: 1lb/ire = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area one face). To achieve values, platesaononly must be installed on opposite sides of Joint. 2AA = Plate parallel to load, wood grain parallel to load EA - Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to loadEE - Plate perpendicular to load. Wood grain perpendicular to loadAOIW: plates are -pressed Into thevood for the hill deptti.of their teeth by hydraulic -platen embedment.presses, multiple roller presses thatusepartialembedmentfollowed'by.fu(t-embedment rollers, ocbftbinations of partial embedrirerd roller presses and`hydreuUc-plat+ poses that feed misses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY till-16 AND MII 16 M-20 AND Mll 20 M-20 HS, Mill20HS AND MT20HS Efficiency PoundstlnchMalr Efficiency Poundsnnch/Palr Efficiency Pounds/inch/Palr of ConnectorFORCEDIRECTION1. of Connector of Connector Plates Plates Plates Tension Values in Accordance with Section 5.4.42 of TPI-1 (Minimum Net Section over the Joint)' Tension ® 06 0.70 2012 0.50 880 0.59 1505 Tension ® 97 0.38 1013 0.47 820_ _ _ .. 0.48 1219 Tension Values in Accordance with TPIA with a Deviation [see Section 5.4.9 (emMaximumNetSedionOccursovertheJoine Tension ®00 0. . 6= 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 . 0:48 841 0.52 1321 Shear values Shear ® (r 0.54 1041 0.49 574 - 0.43 761_ . .. Shear_® Nr 0.81 1173 _ 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear ® 90° 0.55 1055 055 645 0.45 792 Shear @ 1201, 0.48 914 0.42' 490 0.34 6Q8 Shear @ 1500 0.35 672 _ 0.46 544 0.3 537. For Sh 1 Itirinch = 0.175 N/riim. 11ncn = [a.a mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount Of steel for a specified orientation. For these plates, this fine passes through a line of hole8. 2Maximurh Net Section - A foie through the plate's tooth pattern with the maximum amount of steel for a specified orientation For these plates, this line passes through a section of the plate with no holes. ESR-1311 I _Most Widely Accepted and Trusted _ Page 6 of 6 0 125• 0.250' 0.900' o s1w 32mm 6Aawn 99min127mm Igoo A 000 000 000 000 a Oo0 00o Ong Tr000 000 000 U.-Boo D00 00o goo 000 00o M-20 HS, .MII 20 H.S, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES on Inches) (Continued) ICC-ES Evaluation Report LbK-1 37 -I r0;o aupplemeni Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orm I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mil.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MI120 HS, AND MT20HS' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20. W20 HS, MII 20 HS, and MT20HS ", recognized in ICC-ES master report ESRA311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 6 2014 and 2010 Florida Building Code —Building IN 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS. MII 20 HS, and MT20HS7", 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 erid 2010 Fld»da B"ng', Code --Residential; provided the design and installation are in accordance with the International Sullding Code (16C) pions noted in the. master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20. M-20 HS. MII 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products failing under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. rCC-ES Evaluation Rpore are not be co lnad ar repmWitng aatherics a any other ourlbutee speclt0cally oddrused nor am they row eavww / as an endorsement the sub ct o she n or o recommendation for !ts use. Thcre Is no warrant b !CC Evoluotion Sovfce, U G arpnrs mpl d as to any fln btg or other matter in this report or as to any product covered by the report ii7il:7' a Copyright 0 2015 Page 11 of 1 02/11/2015 13:41 ffAl4 P.0021004 MI® MIAMI-DADS COUNTv PRODUCT CONTROL SECTION 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES 11803 SW 26 Stnet, boom RER) Miami. Florida 33175.2474474 BOARD AND CODE ADMINISTRATION DIVISION T (786)313-2590 F (786) 313-2599 NOTICE OF ACCEPTANCE (NOA) wwrr.mismidodc.Quv/emnomv Southeastern Metals Manufacturing Company, Inc. 111801 Industry Drive Jacksonville, FL 32219 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materiels. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ).. This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material falls to perform in the accepted manner, the manufacturer will Incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER tames the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRQ'TION: 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 performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for terminetion and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed. then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for Inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Callao, R.A. NOA No.: 13-0814.09 rO°o Co Expiration Date: 04/15/19 Approval Data: 0143/34 Page 1 of 3 1 0211112015 13:42 ffAX) ROOFING AssnaLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR ILABEI.)dD BY APPLICANT: Manufactured by Test Product Applicant Dimensions Suadfleil Eons Description Weather Vent Vent: 4- W x 19" x 46" TAS 100 Galvanized metal roof vent Deck flame: 24" x 52" Thickness: 0.0217 inch: MANUI+ACTURDIG LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Ttst Arencv Test Identifier Test Name/Report M Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 ICC-ES AC 132 SEM-027-02-01 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 13/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs P.003/004 Date 08/14/03 01/07/14 Cutout: Mark a 3'b" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the roar slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved AST 1 D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-Yo" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square Inches. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: O1/23/14 Page 2 of 3 V. 02111/2015 13:43 ffA) P.004/004 UmITATIONS: 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. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or idendflable 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 END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/1S/19 Approval Date: 0IR3114 Page 3 of 3 Florida Building Code Online hr Page 1 of 2 Professional Regulation r RaichiNfOrMfIld eCIS Home I Log In I User Regis"tlOn I HW-replcs I Submit surcharge I stabs a Facts I Publications I FBC staff I acts site wp I lints I Search I Busines Product Approval Profess' USER:PubkUmr Regulation i > AoMiceUon omn. Fla# FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcolllnsoatiasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden M- Validation Checklist - Hardcopy Received Certificate of Independence FI Is3os R4 tot ATLI36D7 4 2014 FBC Product Evaluation Shinoles.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglprlpr app_dtl.aspx?param=wGEVXQwtDquYBMjgUlj3N... 7/20/2015 lu Florida Building Code Online Page 2 of 2 Product Approval Method Method I Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 SummarV of Products FL it i 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 FL1630S R4 11 ATL13002.4 2014 FBC Product Evaluation Approved for use outside HVHZ: Yes Shinoles.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports fL630S R4 AS 'ATL3002.4 2014 FHC Product Evaluation Shinoles.odf Created by Independent Third Party: Yes Neat Contact Us :: Phone: 850;497.1fW.. The State of Florida IS an AA/EEA emph"r: :: Prlvacv Statement :: apt :: Refund Siateud Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mae. If you have any questions, please contact 950.407.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5. F.S. must provide the Oeparanent with an emall address If dwy have one. nre !mails provided may be used for ofiida) tommuMotlon wth the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, FS., please dick here . Product Approval Accepts: NEB® Credrl _Anna https://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE C EDITION (2014), Manufacturer- ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI 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 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 (17ST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report . ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATLA 06-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM 0 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 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 2009 2009 ATL13002A FL 16305-R4 Page.1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICFS, LLC PRI Construction Materials Technologies (TST5678) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-MastefOD20 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 Pinnac" Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The nranufacUmer 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 (Vwt): Tough -Master® 20 Basic Wind Speed (Vssd): Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 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 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 Pattem' detailed below. Nails h----------- 12- 12- 12" • 4 Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" •- 4 1 Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002A FL 16305-R4 Page 3 of 9 This evaluation report is praMded for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMi° Architectural Basic Wind Speed (V„n): Basic Wind Speed (Vase): 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 constriction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern* or'6 Nail Pattem" detailed below. swx eawn.s un yrrr r 0 0 0 0 o O o o .0 0 0 0 0 0 0 sr Figure 3. PrOLAMT " Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-114 Page 4 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vwi): StormMaster® Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 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 Corporabon when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and • manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or "6 Nail Pattern' detailed below. 39 Vr J yi.p,.vrm0 nby rot 12To 1' M C1/.O OOO t= OO (—D L_r ' I'''C OC70 L: w• O =1 O 7A- V L Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattem (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StornlMaster® Shake 6 Nail Pattem ATU 3002.4 FL 16305-R4 Page 5 Of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StonmMaster@ Slate Basic Wind Speed (V,dr): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undertayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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 manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or '6 Nail Pattern' detailed below. in W -0 90 Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster6i Slate 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 61G20-3.. 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 attrlbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V„o: Basic Wind Speed (Veld): Deck (HVHZ): San•;r Deck (Non-HVHZ): Underiayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. x• I Figure 9. Pro -Cut® Starter Strip ATI-13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 611320-1, The manufacturer shall notify CREEK Technical Servlces, 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-CutV Hip & Ridge Basic Wind Speed (Vint): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt shingles Basic Wind Speed (Vaw): 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 manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2' ring i shank nail 6" j 12' Figure 10. Pro -Cuts Hip & Ridge ATL13002.4 FL 16305-114 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 manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Rrip i Ci , E'N 2 No 74021 9 STATE OF ' QJ CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services. LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have. nor will acquire. a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certiffcal:e of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Report No. Standard Year PREn Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (rST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologles (TST5878) ATLA27-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Constriction Materials Technologies (TST5878) ATLA36-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is proNded for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles0TECHNICALSERVICES, LLC PRI Construction Materials Technologies (rST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA84-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Constriction 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 GlassMasterO 30 ASTM D 3161. Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster& Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 . P49e.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 (Vot): Tough -Master® 20 Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than VA 2. 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. 31V _ J Nails J 5/8" 12- 12- Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" 1 Nails 12" 15'8 12"--12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-114 Page 3 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assuranoe 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 Prot-AMT" Architectural Basic Wind Speed (Voi): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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 Pattem" or "6 Nail Pattem' detailed below. bu M. Ilw.s oelro w wmer ir o 1,r r r Iry O O O O O O O O M O O O O O s. s IwI1 Figure 3. PrOLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Mn. III& tlrr tiiVtiMomJ=' 7 errw 1 Figure 4. Pro-LAMTt° Architectural Shingle 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vun): StonmMaster@ Shake Basic Wind Speed (Vaso): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): of 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. 7fW - lI1/J• Y 777 JCe:5F-5 1 Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) ax 0.. ew oryr.rn0-0 f—.e,.n wKe r i OOOGI„0000 — GO 000 0000 r• 0 0 0 O 0 0 0 0 0 0 0 cm 0 0 O sus L Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI-13002.4 FL 16305-R4 Pogo 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 (Vwi): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern" detailed below. Figure 7. StormMasterO Slate 4 Nail Pattern Figure 8. StormMasterV Slate 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vun): Basic Wind Speed NOW, Deck (HVHZ): wizr ATL13002. 4 Deck ( Non-HVHZ): Underlayment: Min. slope: Installation ( HVHZ): Installation ( Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2: 12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21.12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer' s published installation instructions., Shingles shall be attached as shown below. eo 7P } rl f— •. o • • d • Figure 9. Pro -Cut® Starter Strip 7of9 This evaluation report is provided for. State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V,d,): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ring r shank nail t 6" 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-R or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. pq ,,, 2015.06.2 NO 74021 = 912:55:48 b =-04'00' STATE OF S O F; i O•: GN Zachary R. Priest, P.E. O-.10S/NA %% % Organization No. A E964 %% Florida Registration No. 121 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 riot 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 eveluaUon repbd Is provided -for -Stale of Florida product approval under Rule 61G203-' The manufacturer shoo notify CREEK Technical Services, LLC of an*-pmduct changes dr quality assutarroe changes throughout the duration for•wtdctl this report is valid. This evaluation report does not express nor Imply warranty. installation, recommended use, or other product atlributes that are not specifically addressed herein. 41. 1 Florida Building Code Online Uncker kul Mao-- Page I of 1 low rMar1D..Q011R1e(1td Dos Home I tog In I User Registration i Mot Topics I Submit surcharge ! stets 0 Facts I Publications I FSC Sun I IKIS Site Map I units I Search I Bushes ) Professi al Uoduct Approval USER: Public User Regulation product Aernoval Menu a Product or AeOUcathn Search > Application llat, Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results ADD IICatlons M Tyne Manufacturer Validated By Status FLI5216-R2 Revision InterWrap, Inc. John W. Knezevlch, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments Aaerehren h. D6PR- AnWOWla DIIPR shall be reviewed and ratHkd by the PVC ane/er the Commission It necessary. flial,A Inc :: 1140 Kj" Mane Street_ Taflibassee FL 322M Phone: OW487.1624 The State of Florida Is an AMEEO employer. ComnidM 2007-2D1] 51ah at neride.:: Prlvam Statement :: &CgLU llv Statement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released In response to It public-teCOrds reoue54 do not send electronic mill to this entity. Instead, contact the office by phone or by traditional mall. If you have any oueSUOns. Phase Contact 650.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, tMealve October 1. 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an what address U they have one. The !.malls provided may be used for official communication with Ute iKenSte. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an emall address whkh can be rude available to the public. To detej I no if you are a licensee under Chapter 455, F.S., please click here Product Approval Accepts: Cred tsAr E https://www.floridabuilding.org/pr/pr_appjst-aspx 7/20/2015 Florida Building Code Online Page 1 of 2 Business & Professional Regulation a lrlci FbjdaDpMTMd ecis Moore I wo in I user It oration 1 Mat Topics I Subrot surcharge I stats a Fads i Pubtketlor s I Fac Stan I eUS Site Map I Unks I search I Busines .V ouPFodud ApprovalProt (JISER: PuDlk user Regulation Praautt Anaravai Nana a Prod+! er oaat Iio Search > Ileokratlan list > Appllr»tlan Oeto4 FL M FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underiayments 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 Niemtnen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Ili Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 TI507.8 W11A1911waWAN ar'Zi1r.rZW—"jl https://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 I Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Dale Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A other: See ER Section 5 for Limits of Use. Installation Instructions FLIS216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.Ddf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports FLIS216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.odf Created by Independent Third Party: Yes M.-I contact :: ]NO Nadh Mon Sbyet Tapahasm FL Levee Mmmene: 850.487.1824 The State of Florida Is an AAAEO employer. C :_rfeht 2007.2013 sate of Florlda.:: PrWaty Statement :: :: RefundStatement under Florida law, emali addresses are public records. It you do not went your e-mail address released In response to a pulMk-records request. do rot said electronic mall by this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 050,487.1395. *Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, Ocensees licensed under Chapter 455, F.S. must provide the Department with an "0 address If they have one. The mark provided may be used for official communication with the licensee. However emed addresses are public record. If you do not wish to supply a personal address, please provide the DeWnment with on email address which can be -mode available to the public To determine If you are a licensee under Chapter 4SS, F.S., plane dick W=. Product Approval Accepts: 0®®® gvriN• 1•uYwr: 17 1 https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 QOOXFEXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, UNIT #23 ORD, CT 06478478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 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 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LAaEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPUANGE: 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 "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANEI983 ice? ON.i,;S$:.;wq: The bofm4 swlappcerbtg wes authored by Robert Nbmaxn, PLoner/27/2015. Thisdoes not serve esenelectrankally signed r document. Signed, meted hardwples have been ttworMned to the Product Approval AdrnWslrator and to the named divot CERnncATloN OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will It acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 2507.9.5 on Heating 1507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 20053939SCOQ 006 10/27/2012 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ•006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 5.2 5.3 5.4 5.5 5.6 5.6.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report Is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. Rhinoltoof 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. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF CovEn OPTIONS Underlayment Asphalt Nail -On TileI Foam -On TileI MetalI Wood ShakesI & Shingles Slate or Simulated SlateShingles RhinoRoof U20 Yes I No I No I Yes I Yes I No Exposure Limitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificote of Authorization #9503 FLIS216-RZ Revision 2:04/Z7/201S Page 2 of 3 rTRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. LA 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 cop 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. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140S10.02.12-R2 Certlficote ojAuthorizotlon #9503 FLISZ16-RZ Revision 2: 04/27/201S Page 3 of 3 QOTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5 h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: 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 IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59266, Florida OCAANE1983 The facsim6a seal appea ft was outhabed by Rohm Nlembwn, P.E. on 04/27/201S. Uls does not serve as an electronically s4ned document. Slamd, noted hardooples haw been tromm ned to the Product Approval Adminbtrotor and to the mroed diem CurnFICAnoN OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nleminen, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert 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. QOTRINIWIERD 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, 73507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1S07.8.3,1507.9.3, 2507.9.5 on Heating 3507.2.3, 3507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395CDQ-002 10/27/2011 ITS (TST3509) Physical Properties 100539395COO-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 12/17/2024 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPnONS Underlayment Asphalt Shingles Nall -On Tile Foam -On Tile Metal Wood Shakes 8, Shingles Slate or Simulated Slate Rhinoltoof U20 Yes No No Yes IYes No 5.6 Exposure Limitations: 5.6.2 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certificate of Authorizotion #9503 FLISZ16-RZ Revision 2: 04/27/201S Page 2 of 3 TRINITYJERD 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. L44 RhlnoRoof U20• 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver-- Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Cert!/kote o/Authorizotion #9503 FUS216-R2 Revision 2: 04/Z7/2015 Page 3 of 3 r. Florida Building Code Online rPage 1 of 2 Business Professional Regulation r Fbtidil peg Id ecIs Nome I Uw In I use, Registration i Ho Topics I subiroi surcharge I slats a Facts waiouore I rec staff I ecls Site wv I unit I search I Bus1' nceCs Product Approval Protessi ) uses: wax user Regulation Asollationua.> wvlu tief em.e FL # FL12019- 115 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/ Email 5140 W Clifton Street Tampa, Fl- 33634 813) 884- 0444 lyre. pestow® acn-metals.com Authorized Signature Vivian Wright rlckw@rwbidgeonsultants.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 N, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. v. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method 1 Option D https://www. floridabuilding.orglprlpr_app_dti.aspx?param=wGEV XQwtDquJEQfBP6a6FJ... 7/20/2015 s o Actin AMERICAN CONSTRUCTION METALS 5140 West Coon Skeet Tampa, FL 33W TRIPLE 4" & "QUAD 411 ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in compliance with the 5th Edition (2014) Florida Building Code excluding the Wgh Velocity Hurricane Zone" )HVHZ). 2. Product anchors shall be as rested and spaced as shown on details. Anchor embedment to base material shoe be beyond wall dressing or stucco. 3. Site concMlons not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to recetve toads from the soffit and/or 7 x 7 batten strips. S. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TAAW OF CONIUM HaTA I DESCNPWN 1 T elwatiom E general notes 2 PoW details 3 sofrrt details b d . n presslsras 4 Soffit detaft & design pressures 5 Soffit details, design pressures & b0 of motedob TRIPLE 4 04 T4412(A]rr 11 Q TZ4 (nisi THN QUAD 4 04 cu01240)1rnsc13 04014 (D134i11M O 5 z d 9dc K mda 1r, N.T.S. h JK 1n: LFS Two No, FL-12019.1 s+ t or 5 1 ROOF OVE R HANG ROOF FRAMING ROOF FRAMING A ' r ROOF OVERHANG ROOF OVERHANG SPAN ' Ml I * ! - ALUMINUM 1 _ FASCIA TRIM CMU OR - SOFf1T • EMU OR SOFFIT W000 SEE DETAIL'A' FRAMED \3MOEWl'C' FRANCO SEE DETAIL' BSEf DETAIL' O' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS Sham w/ Utmlm" ordew) (Shown w/ btmlfra ft cordkve6 SINGLE SPAN LENGTH A' DESIGN PRESSURE ( PSI) POSITIVE INEGATIVE, Hr' 70. 0 141.0 10" 60. 0 60.0 1r 50. 0 50.0 14C 38. 5 36.5 16- 30. 0 30.0 NOTE: WOOD FRAMM7 AMU W"nRIIVM IV IK OESIGNE D BYTHE ARCHITECT OR ENGINEER OF RECORD DETAIL" B" F-Channel TRIM NAIL ATTACHED THROUGH FASCIA NOTE: 11116' O. C. MAIL FOR SQUARE n CUT OVERHANG. fMM BOT PANEL TRIM BOTTOM OF FASCIA FLAT STAPLES MAUED END OF PANEL AMID _ Ri MAX. O.C.11- SEE IDUAIL'JSHEET 511/rmAXDETAIL " A" Fascia STAPLES INSTALLED 6 24- O.C. (INTO WOOD) ON F4CHAMIIi LEG OR T-NAIL 012 D.C. ONTO WOOD OR MASONRY) STAPLES INSTALLED 0 Ir O.C. ONTO WOOD) IN F• CHANNEL SLOT OR MAIL 0 Ir O.C. ONTO WOOD OR MASONRYI STAPLES LOCATED 24' O. C. INTO FRAMING d15 e ROOF FRAMING i j o ALUMINUM V N •: y o FASCIA TRIMSOFFrU_ J CMU OR V 4 gz SEE DETAIL' A' FRAMEDa y\ SEE DEINL' C' SIDE VIEW - SINGLE SPAN w/3-1EHANNEL 40 to 7 Sham w/ InmRtaamq anBlew) I' MAX. STAPLES INSTALLED 017O.C. (NOWOOD) BJ J•CHANNE. SLOT OR I -MAIL 411? O.C. DETAIL " D " Channel Fascia gi W c75 STAPLES mALLEO ®1 r o.c. ONTo wOODI IN J•CHANNEL SLOT OR T-NAIL 0 IT O.C. ONTO WOOD OR MASONRYI STAPLES LOCATED 24.O. C. INTO FRAMING % 1- MAX. DETAIL " C ". J-Chanel SUBSTRATE NOTES: S 1. WOOD SUBSTRATE G = 0.42 OR OETER RgJK 2. MASONRY SUBSTRATE IODDPSICONCRETE (AO 301).1 OR HOLLOWBLOCK(ASTMC90). er- nEM DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL 3105- H 14 ALUMINUM 2 7 CHANNEL .O15S THK. AL 3105 - H24 ALUM14UM 3 4' CHANNEL A155' THK AL 3104 - H 19 ALUMINUM 5 QUAD 4 PANEL .0115 OR .0135' THICK) AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (D115 OR .0135-THICK) AL 3105 ALUMINUM 7 R 15 x 1.3/4' TRIM NAIL S.$. 8 18' GA. X 1/4• SS STAPLE / 7/8' MIN. EMBEDMENT) STD 9 7 X 7 BATTEN STRIP (G=A2 OR BETTER) WOOD 10 APA B.C. GROUP 1 EXT.15137 PLYWOOD OR BETTER WOOD I I 1.09r DLL. T-NAIL twf 5/f;' MIN. EMBEDMENT) STEEL 12d X 3-1µ• I X2 V93 CAI N.D. GALV. STEEL FRAMING (G>=0.42) COMMON NAIL 0 24' O.0 ATTACH 2 d wl I-ve MIN. EMI. COMMON NAILS 0 TOP TO ROOF FRAMING DETAIL "H" — — ROOF CVERHANG SPAN ' A - ROOF IFRAMING t ttt 12dX3.1/C / -- --- ND.GALV.STEEL EMU OR COMMON NAIL 024"0C. SEE OEAIL•A•—A I . I i w000 w/ 1IV4'MIN. IEM CONTINUOUS FRAMED SEE DETAIL H BATMMN 9 CL STAPLES INSTALLED 0 ` ' STAPLES INSTALLED 0 END OF PANEL AND END OF PANEL AND Ir MAX O.C. - W MAX. O.C. SfftNcTAR'Jj -- -- --- (SEEOETAL-j 5 6 DETAIL"I" C. MAX MAIL" J " TWIN SPAN LENGTH w/CONTINA'UOUS BATTEN DESIGN PRESSURE (PSO POSITIVE NEGATIVE T6' 70.0 70.0 TM 66.5 66.5 20' 60.0 60.0 27 54.5 54.5 24' 50.0 50.o NAto GISgpoun N •; SEE DETAIL' B' E o o 0 SHEET 3) SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN shown w/ buss/Iraming —ft-0 SPAN ' A - ROOF OVERHANG SEE DETAIL' G' WIEET 41 ROOF Sff NOTE 2FRAMING MU OR W000 SffDETAII'1' 8 11 FRAMED SEE DETAL' A' SHEET 31 SIDE VIEW — DOUBLE SPAN w/BATTEN CONNECTOR NOTES'( Shown w/ bus/hamtrg ovefbn9) 1. WOOD FRAMING AND CONNECTIONS 70 BE DESIGNED SUBSTRATE NOTES: BY THE ARCHRECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE G = 0.42OR BETTER 2.12d COMMON NAIL OR 3/1 R' DW TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE 3.000 PSI CONCRETE (ACI 301I MIN.1.1 /4- EMBTDMMEIq 0 24. ON CENTER OR HOLLOW BLOCK (ASTM C90). MIS 1: 09 = R Lc N.T.S. '_1 IK. JK en, LFS ; 0 FL-12019.1 0 I Florida Building Code Online Pagel of 3 18504.2 O Professional Regulation r gas HorneHorne i Log in I Use, Registration ( Hot Topics Submit SuMM ge Slats 6 Facts Publications FBC Stall BaS Site Map lbks Search Product Approval USER: Public User i yv.:r vWv ProOuct Approval Menu > Product or Aoollratbn Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived L 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 Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a licensed Florida Professional Engineer 10 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 F- 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.Ddf 1720.5.3 Method 2 Option B https://floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgs9%2Plo2fCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an emad address which can be made available to the publit. To determine If you are a limsee under Chapter 455, F.S., please click h Product Approval Accepts: 99 DWI C-W Sate https:Hfloridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 3/8" COMBINED WIDTH w1 wz eT- r FRAME HEGHT WINDOW WINDOW IMULLION S01N) 107 3/8" COMBINED WIDTH W 1 --If- W2 83' LW FRAMEHEIGHT WINDOW MULLION 10T 3/8" COMBINED WIDTH 1 - -) W2 83" YI J WINDOW FRAME HEIGHT/ J WIN WINDO 11MULLIONf f Wl CIF-- W2 107 3/8• COMBINEC WIDTH assign p>asvry -ting (060 Unrfs ambomd In(* wood haming Mullion span On) Tdbutatry 141. 13 2130 Width S& OD 4200 Onj 4& 00 $213 2& 00 130.0 130.0 130.0 130.0 130.0 130.0 37. 38 130.0 130.0 127.2 127.0 127.0 127.0 49. 43 120.7 94.3 77.9 78.8 72.1 72.0 8L00 92.4 70.8 58.0 61.4 4& 8 47.4. 85. 83 88.5 6&8 S1.7 47.3 44.4 43.0 T200 T7.8 5&7 45.8 Ti.4 38.6 37.0 84 00 82/ 4S 0 33.1 29.1 28.3 24.9 107 3/5" COMBINED WIDTH W1 -- jj-- W2 I I i' DOW_ FRAMENDOWHEIGHT MULLION F_ t07 3/8" COMBINED WIDTH W I W2 ` 83" f J Hwww / FRAME HEIGHT 0(DQ /j t sAN)N wl W2 107 3/8" COMBINED WIDTH 4L aEwsoNs 4Ev oEStAm11014 04TE N VROVEO A REVISED I14STALLATIO.4 DETAILS 08/07/15 JR.L. 107 3/8" COMBINED WIDTH WI 11- W2 1 83" WINDOW FRAME HEIGHT K17NOO WINS MULLION SPAN) I APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETNER AS LONG AS COMBINED WIDTH D0E5 NOT EXCEED 107 ya• AS SHOWN HEREIN. Design p- afing (pal Unlm anehomd In/o meson o Tft mulllonWan an) TAbut. 18. 13 ZS30 wid J800 4200 n 4& 00 0L13 7100 130.0 130.0 130.0 30.0 130.0 0 37. 38 30.0 130.0 130.0 1 .0 13D.0 130.0 49. 03 130.0 130.0 130.0 130.0 130.0 130.0 0200 130.0 118.4 7.8 79.3 73.9 71.5 0& 63 130.0 96.8 T29 85.S 60.5 582 7100 99.3 72.4 54.0 4&1 4CO 420 84 00 62.1 45.0 33.1 1 29.1 26.3 24.9 LARGE' AND SMALL MISSILE IMPACT, LEVEL D. WIND MNE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE W 1 -- h•- W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS V. L. ( 08-01445 9GlE NTS 0'TE 01 / 11 / 12 19WT SIGNED: 08107,2015 8 it.. L 077'i e GENBE`9d' WA, OF , R Ftfl/ lllllll A L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: M.1 Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: W 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. Certifcation of Independence: Please note that I don't have nor will acquire a financial interest In any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 X111111111/1// G E N 0,,6t251 •• TAT OF .'tip o' Fd' OR VDV- G'' 0NA 11\ Liris R. Lomas, P.E. FL No.: 62514 08/07/2015 4) NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF TIIC ARCIIITCCT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4 WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS 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 E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 16 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES ELEVATIONS DETAILS FMWSIa+s I RV I oesmPrnN I DATE I APPRMO 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. 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 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, 3540SOLITES, 3540SP, 3250PZ, 3250T, 3250SDUTES, 3250SP, 3240PW. 3240T, 3240SDILITES. 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES. 3500HPSP, 3580WP. 3580T, 3580SOLITES, 3580SP, S-350OPW, S-3500T, S-3500SOILITES. S-3500SP, S-3540PW. S-3540T, S-3540SOLTTES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW. W-3540T, W-3540SOILITES. W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP t- V 61 SIGNED:0211712016 MIWINDOWSIWEST MARKETDOORS STREETGRATZ, PA 17030-0370 J` 611R 9,,' CENy' 4P 140, 612 SERIES30FIXEDWINDOW96" X 0" NON -IMPACT 6 NOTES5,( tt pt TAT OF tv; iORlO ORAWN. N.G. owc Ho nEw 08-02859 77411111I M \\ ELT NTS02/04/16 I OF 3 2' I FI HI 96" MAX. FRAME WIDTH MAX 10" MAX J O.C. 2" MAX 2" MAX J 10" MAX i0' O.C. AME ICHT SEI OFOF SERIES 3500 FIXED WINDOW 2 Max J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.0%60.OPSF I NONE NOTES• 1. MAXIMUM D L.O.. 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART r I Height CHART II NUMBER ANCHORS r"SORS I RD I Oescamon I GATE I APPR O ram rS 6L4-fI.0 SIGNED: 0211712016 DOORSM650IWDOWESTM REI<<oRILEDTREET GRATZ, PA 17030-0370 5 " r,•v\G NS.•,S SERIES 3500 FIXED WINDOW 0 6 k 96" X 60" NON -IMPACT ELEVATION DATE OF ; tw an ss ORAWY: N.G. owc No 08 02 NAI EN6\ \`• Sc'LENTS arE 02/0 / 20F 39 it APPROVED SF.AI ANT BEHIND FIN I6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 16 WOOD SCREW APPROVED SEALANT BEHIND FIN INTERIOR VERTICAL CROSS SECTION W000 FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4" MAX SHIM SPACE r 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS 16 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROWO SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I REV 1 DEstavnom I DATE I APPROVED 1 NOTES: 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. W000 2. PERIMETER AND JOINT SEALANT SYOTHERS TO BE FRAMING OES/GNEOINACCOROANCEWRNASTME2tl2 BY OTHERS b lI O SIGNED:0211712016 M650 IWDOWESTMARKETS D DOORS TREET J\511 IIILIO o, GRATZ, PA 17030-0370 v,•v\GEMS. ,S SERIES 3500 FIXED WINDOW 0 FIN INSTALLATION DETAILSIN X 60" NON-IMPACTSA 5 OF ;41 S;°[OR10P: oiurm: oc wo. av N.G. 08-02859 - ONA\` S0\ swE NTS °ATE 02/04/16 9'ELT3 OF 3 i lorida Building Code Online FL17676.16 Page 1 of 4 Business & Professional Regulation man N. I aida NpaftTmi(d eas Home I Log In I Use, Registration { Hot Topics I submit Surcha ge I stats 6 Facts E publications I FaC Stall ( eas site Map I Units I search I Busines/ Ifustit: Professi Y al Produd Approval public use, Regulation ISIRII Product Approval Menu > Product or Aoollutbn Searth > Application List > Application Detail iiTf 1EY FL # FL17676-112 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 0 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 56 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=wGEVXQwtDgvFGYZsjrZFR6fG 1 5/26/2016 Florida Building Code Online Page 2 of 4 of Products FL it I Model, Number or Name Description 17676.1 13S40 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-PG3S. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.Ddf 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 11 Install - 3540 SH Fin 36x84.Ddf 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.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 13S40 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf 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-PG3S. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.Ddf 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 1 44x84 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 FL27676 R2 C CAC APC 3540 Fin 44x84.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Vlorida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH I S2xB4 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 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 RI 11 Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 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.Ddf 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 7.0f Verified By: Luis R. Lomas, PE PE-62524 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.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.udf Venfied By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 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 3540 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 II 08-01371B ll.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 Il 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G I ... 5/26/2016 Florida Building Code Online Page 4 of 4 t T IFL17676 R2 AE 513015A 2269.0df Created by Independent Third Party: Yes 117676.13 13540 SH 152x72 Finless 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: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 Il 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.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 11 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62524 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3S40 FIs S2x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(127751A2726,01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odt 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).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3S40 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +3S/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 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: fladt Nexl Contact Us:: 19a0 North Monroe Street. Taaahassee FL 32399 Phone: SSO-487.1824 The State of Florida Is an ANEEO employer. Coovrbht 20D7-2013 State o1 ibrWa.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e•mall address released In response to a public -records repuest, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any Questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012. licensees Ikensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: W. Credit A E https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Velidator / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION E=6 The product described below'is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawlhgs, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMAICSA101/1.S. 21A440-08 LC-PG35'-2731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH 10817 PVC)(O/X.O/X.O/X)(IG) 2731 mm x 1867 n m 60 mm x 919 mM Code: MTL INS GLXREINF)(TILT)(ASTM) 9'0" x 6'2") 2'10" x 3'0") 2. This Certfication will expire April 12, 2017 and requires validation until then by continued listing In'the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109.47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification h, 4;V- 14ted6aboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ.. 2' typ. TT 2' o.c. max. L fr` A"*W CUEARANCE ALL FOUR SIDES) WHICH ELEVATION 108' SHPTHING Min Edge Distance JAMB DETAIL HEAD DETAIL R" BY OTHI Anchor See Sector Details) a Min Edge 4' SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fln before fastening. IM AS QUIRED DRYWALL OWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report j C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks one not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. 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 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) i WAIN m am INSTALLATION INSTRUCTIONS V.M.R. 8.20-09 8r FASTENER SCHEDULE — FIN— W'am CAMow Single Hung NONE I WI Windows & Doors Continuous Head and Sill °" Gratz, PA Z40 SH 11 FIN — r' I w Florida Building Code Online F Page l of 4 FL17676.9 r rMIUp D*al(ff>elitd BaS Home I Log in I User Registration Hot Topics I Submit Surcharge I stats a Facts 1 Publications I FBC Staff I BGS Site Map I Links I Search Busines Professi lal Product ApprovalaUSER: Public User Regulation Product Approval Menu > Product ar Application SearN > 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 0 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext25i0 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 66 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2025 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online jW Page 2 of 4 A Summary of Products FL # 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 11 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%H 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 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.ndf 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: 117676.5 13540 SH 144x72 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL27676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 Ri II 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 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL37676 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 H 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 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 rL17676 R2 Il 08-01372 511989.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.0df 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 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 II 08-01371B 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 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 523015A 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 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.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 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE 512141 3540 Fls 52xB4.odfFL17676 Created by Independent Third Party: Yes 17676.25 3540 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 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 308x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin IOBx74.odf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: ONert C :: 1940 North Monroe SL__L TaOahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AMEEO employer. Convrtoht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. if you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.407.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The malls provided may be used for official communication with the licensee. However enroll addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick b=. Product Approval Accepts: MERE CreditSAFE https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Vaiidator. / Operations Administrator) MI Windows & Doors. LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below Is hereby approved for fisting In the herd issue of the AAMA Cedified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results,of tqsts. accompanied by related drawings. by an A" Accredited laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMAICSA1011I.S2JA440.08 LC-PG40•-014x2134 (36x84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL-& PRODUCT MAXIMUM SIZE TESTED DESCRIPTION 3540 SH (FINLESS) FRAME SASH MI Windows & Doors, LLC 7157 PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 861 mm x $92 nun Code' MTL REINF)(TILT)(ASTM) 3'0" x 7'0") 2110" x rill") 2 This•Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 10344a) and requires validation until then by continued listing in the cument AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B1910.01409.47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification 4te, A-;L d Laboratories, Inc. Authorized for Certification T Ameri&AArchitecturai Manufacturers Association 36- MAX. FRAME WIDTH 4" MAX T ANCHORS TO BE EOUALL" SPACED. SEE ANCHOR CHART SHEET 1 FOR UNIT SIZE AT.* ANCHOR OUANTITY O 84" MAX. FRAME HEIGHT X 1_ a" MAX. - SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.0/50.OPSF NONE Number o/ anchors requfrodaleach,famb Height In) Panel vAdlh 24A 30A 30.0 2" 2 2 2 20.0 2 2 2 30A 3 3 3 42,0 3 _ 3 3 48.0 3 1 3 1 3 04.0 3 3 4 00.0 4 4 4 60.0 4 4 4 72.0 4 4 5 10,0 4 4 5 84.0 4 5 5 7ARLF_ OF CONTENTS SHEET 140. DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 INSTALLATION DETAILS RC 90r15 0ESWWM,4 are + o-Rv NOTES: I) THE PRODUCT SHOWN HERE114 IS DESIGNED AND MiV4UFACiUREO 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) i X BUCK OVER. MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR CA=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH RF-104S-023 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E1300-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS RECUIRED FOR THIS PRODUCT IN V.9ND BORNE. T)EBRIS REGIONS. 9) SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS, MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. I Il FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/ 16" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESISTANT, 13) INSTAL ATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WTH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AN0 ANCHORS SHALL NOT BE USED IN SUBSTRATES WIIH :1RENGTHS LESS THAN THE MINIMUM SIREN6TH SPECIFIED BELOW: A. WOOD — MINIMUM SPFCIFIC GRAVITY OF G=0.47 B. CONCRETE — MINIMUM COMPRESSNE STRENGTH OF 3.192 PSI C. MASONRY — STRENGTH. CONFORMANCE TO ASTM C-90. GRADE N.-T'lPE I (OR GREATER). SIGNED: 1012112011 M65oIwEsOWM R ND DOORS STREET GRANTZ. PA 17030-0370 1111 ET J)S!REILo//,. . ter,•*\G No ,.P SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEELREINFORCED - NON -IMPACT 36" X 84ELEVATION. ANCHORINGLAYOUTANDNOTESV-.ATW pOFoftww; 72 REV V. L. 08 S01 SCILENTSwrz10/17/11 1 OF 3 If . 2Y DUCK/.;OCD FRAMING BY OTHERS, 2X BUCK TO BE PROPERLY SECURED FLAUCE TC 6E -41 Tie MAX. SET IN BED OF I \ - APFROVEO SEAU NT i SHIM HEAD t0 BE SEr IN is BED OF ISPROVED C:NSTRUCtI01J EEL-4NT CESCF IgN O TE acfkC FU I 3/ic MIN. J 1/4" MAX. EN6ECMENT SHIM 1 #8 '4000 SCP.LVi I INTERIOR 2X 6UC:K/.,OOD FRAMING EXTERIOR I INTERIOR 6Y OTHERS. SEGO( TO EC PROPERLY SE VRCD EXTERIOR FLANGE TO BE - 7S l SET IN SET) OF SILL TO BE SET IN APPROVED SEALANT HORIZONTAL CROSS SECTION j BE D OF APPRG'IED 1X BUCK4V000 FRAMING INSTALLATION o CONSTRUCTION ADHESIVE FLANGE TO BE rµ r 1/4' MAX. CHIMSETINBED0r APPROVED SEALANT 2X 8UCI<, WOOD F an•,uNG BY OTHEP,S, Z't BUCK TO VERTICAL CROSS SECTION BE FRO?ERLY SECURED 1XBUCK4VO00FRAMINGINSTALLATION NOTE: INTERIOR AND EXTERIOR FINISHES, 6Y OTHERS, NOT SHO.'.N FOP CLARITY. MIWINDOWS IWEsrLo4i MARKETSTREETGRANTZ, PA 17030-0370 J` y\Ift.. GENS J+ 0 6 SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 y 1 irINSTALLATIONDETAILSD • $$$TAT OF G? IONA j1Ea 0872Rev:( ORIOt: cuF alc A uT NTS10/17/11 2 OF 3 VA30NRY/CONCRETE BY OTIIEPS PTiONAL IX SUCK BY OTHERS. 11t BUCK .10 BE OROOERLY SECURED. SEE GOT_ 3 S!IEF.r I FLANGE TO BE 5FTIN BED OF j APoIiOVED SEALANT F EXTERIOR Fll•NGE TO BE SET1N BED OF APPROVED SEALAJIT OPTIONAL I X BUC. B r OTHERS. I BUCK 10 BE PRCPFRLY SECURED. SEE NOTE 3 SHEET I 1I 1 /A" MAX. SHIM HEAD 10 BE SET IN A BED OF APPPOVF.D CONSTRUCTION SEALANT INTERIOR SILL TO BE SET III BE0 OF APFROVED CONSTRUCTION ADHESNE 1/4' MAX. SHII.1 c L1ArONRY/CONCRETE a• , ' 81 'OTHERS VERTICAL CROSS SECTION MASONRY.CONCRETE INSTALLATION zam" RV D!7jav'i)M M'E F aVJ TD 1 1/A' MIN _ I 1/4" M4f EMBEDMENT I 5HiM r 3/16` IA CCN AASO`IRY/COIICRETF fI BY OTHERS RS ,, I I lam, INTERIOR I z S/e' u1I L l EDGE UISr. • I • •a rj OPTIONAL IX BUCK BY —' EXTERIOR OTHERS. 1X BUCK TO BE PP.UPEkLY SECUP.EO. SEE — FLANGE TO BE iaOTE 3 SHEET I SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASONRYOICRETE INSTALLATION NOTE: INTERIOR ATQ EXTERIOR FINISHES, BY OTHERS, NOT $140% VN FOR CL ARl i r. M650IWDOwESTMARKETS D DOORS y11ft II`10 S;• Iri GRANTZ. PA17030-0370 r••GENTREET SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 5 *= Stv STEELREINFORCED — NON —IMPACT 36" X 8A AT INSTALLATION DETAILSOFORIOt' *,A` 08 xsw c NTS Ga'E 10/17/11 cZ 3OF 3 i L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville. NC 27023 336-945-9695 rllomas@lrlonuupe.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 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 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting reclinte Documentation: 1. Approval document: drawing number 08-01372. titled Series 3540 Finless PVC Single Hung Window — Non- Impad signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: B1910.01-109-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMAIWDMA/CSA 101/I.S.2/A440-05 Design pressure: +40.10/-50.13psf Water penetration resistance 6.06psf 3. Anchorcalculations, report number 511989-1, 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 sae: 36" x 84' Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash We and rails and fixed meeting rail reinforcement: Roll formed steel. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection In wind borne debris regions. Installation: Units must be Installed In accordance with approval document, 08-01372. Cerrtiflcadon of Independence: Please note that 1 don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also. I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 111111// p ZNNi 0 5 • ;k STATE OF Luis R. Lomas, P.E. FL No.: 62514 11 /07/2011 w Florida Building Code Online Page] of 4 FL17676.2 Professional Regulation r Florida DpMTWd SOS Home I Lop In I user Registration I Hot Topic I Submu surcharge I Stats 6 Facts Publications FBC Staff ( BaS Site Map ! Links I search I Busines product ApprovalProfess&, aUSER: public User Regulation Product Approval Menu > ProduR or Applkatbn SearrJr > Application List > Application Oetall FLOC 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 C MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Cd Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 A•L-I validatw I Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-03TO Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The piodud described belowls hereby approved for fisting in the Next issue of the AAMA CeAlfied Products Diredory. The approval Is based on successful completion of tes%-and the reporting to the Administrator of the results of tests, accompanied by related drawings. by ari AAMA Accredited laboratory. 1. The listing below will be added to the neon published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAANDMAICSA1011I.S.2JA440-08 LC-PG40'-014x2134 (36t84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL'S PRODUCT DESCRIPTION MAXIMUM UM TESTED 3540 SH (FIN) FRAME SASH MI Vftdows & Doors. LLC PVCXOIX)(IG)(INS GL) 914 mnr x 2134 mm 667 mm x 092 mm Code MITI. 7158 REINF)(17LT)(ASTM) 3'0* x ra) 2'10" x 2'11") 2. This Certification, will expire July 27, 2020.(extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectumi Testing, Inc. Report No.: B2133.01-109-47 Date of Report August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification led laboratories, Inc. Authorized for Certification Ame ' Architectural Manufacturers Association f Florida Building Code Online Page 3 of 4 Evaluation Reports Created 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 3540 Fin 52x84.Ddf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 R1 11 Install - 3540 SH Fin 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 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 S118S4B 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.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.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 II 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S11849B 1247.DdfFL17676 Created by Independent Third Party: Yes 17676.11 13S40 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 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 511988B 1371.Ddf 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/-35 Installation Instructions Other: R-PG35 FL17676 R2 Il 08-02269A 12.Ddf 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 — Q cl(f (Sr"") Page l of 4 Business & Professional Regulation EL -AOSE rrr ri FbMa Nimm 1H11q. eels Home I tog In I User Iteglstraeon i Hot Toplo I Submit Surcharge i Slats a facts i Pulikatlons I PBC Stan I eas Site MP I Lk*s I Search Busines ), Product Approval uses: Professitka), PyDllt user Regulation Pmdun Amweval Menu s $pducl e. Aaelkat'ron Search > App4ral" I& >•Applllallon Odell FL # FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle®amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gentle@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 lntertek Testing Services NA Inc. - ETL/Wamock Hersey 01/01/2026 Steven M. Urich, PE I ! Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pi _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 03/31/2015 Summary of Products FL tt Model, Number or Name Description 5302.1 Stratford (M600): Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5302 R6 11 IRC-6009-110-11 Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Other. Design Pressure +19.1/-22.6, Not for use in HVHZ. Evaluation Reports FL5302 R6 AE IRC-6009-110-11 Report 7-10 FLodt 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. 5302.2 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 FL5302 R6 11 IRC-6009-100-11 drawing 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. FL5302 R6 AE IRC-6009-100-11 report 7-10 sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-120-25 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FL5302 R6 AE IRC-6009-120-15 Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. I5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-130-I5 Drawino 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. FLS302 R6 AE IRC-6009-130.15 Report 7-10 FL:odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.5 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 EIe5 97. R6 Il IRC 6009.140-15 Drawino 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: +31.0/-35.1 Evaluation Reports https://www.floridabui lding.org/pr/pr_app_dtl .aspx?param=wGEV XQwtDqun L7seV ZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1. Not for use in HVHZ. FL5302 R6 AE iRC-6009-140-15 Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-ISO-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 H. IRC-6009-150-IS,Drawlna 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: +3S.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009-iSO-IS Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 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 EJ,5302 R6 Il IRC-6009.16945 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. FL5302 R6 AE IRC=6069-169-15 Report 7-10 FL.pdf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS102 R6 11 IRC-6016-100-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: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-100-15 Report 7-10 FL.ndf 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 FL5362 R6 11 IRC-6016-S10-1S 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. +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. FLS302 R6. AE IRC-6016-110.1S Report 7-10 FL.Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third Paity: 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 FL5302 R6- It IR-6016.1 0-15 Drawlrlg 7-10 FL.ndf 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. FL5302 R6 AE IRC-6016-120=15 Report 7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 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 FL5302 R6 11 IRC-6016-130-1S Drawlna 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes I5302.12 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-17, 10' Thru 16' wide. IOakSummit (M650) https://www.floridabuildi ng. org/prlpr_app_dtl.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-6016-140-17 report 7-10 sealed.odf Created by independent Third Party: Yes 15302.13 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-24, 10' Thru 16' wide IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016.140-24 drawlna 7- 0 seeled.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 302.14 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 FL5302 R6 11 IRC-6016-145-24 drawina 7-10 sealed.pdf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 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. FL5302 R6 AE IRC-6416-145-24 report 7-19 sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 Thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6018-110-15 Drawlno 7-10 FL.Ddf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. W392 R6 AF jK-6018-110.15Report 7.10 FL.pAf 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. 5302.16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 16'2 thru IB' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6018.120-15 Draw;-- 7.10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC-6016-120-25 Report 7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. amck Nca1 contact 11S :: 1e40 North alennn Street. Tallahassee FL 32i The Stale of Florida Is an WEE-0empkryer. CoovAahl 2007.2013 Stale of Florida.:: Prilacif Suiterriefft .: Accessibility Statenien[ •: a.f and Star menl Under Florida law, email addresses are Public rewrds. if you do not want your e-mail address released In response to a public-remNs request, do not send electronic mail to this en bly. Instead, mntad the oMCe by phone or try traditional mail. If yell have any questions, please Contact a5o.487.1395. -Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an emau address Ir they have one. The entails provided may be used for official communication with the licensee. However email addresses are public record. 11 you do not wish to supply a personal address, Please provide the Department with an email address which can be ,rode available to the public. To determine if you are a licensee under Chapter e55, F.S.. Please dick b=. Product Approval Accepts: pp» [® 0® aaruril" lr, nuts 0 https:// www.floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDqunL7seV ZMF... 7/20/2015 A"WAAL RLLLO COOMP ATTACIO V/ TU I/.' . Vl' KILT A an RII SR,CIgi A a CA > Mi Min r0=rr TT,a(D'(35 U.' . I'm Waxy T39EtAL iDP_[I7[TSlsILi/ s j S''00LSTRI V:T AMACHO IlA •cAD ., c,ol ecll,cR amc WIWAD V.• T Y.' I. 41. OurKAR . T ua wncafici EImalL, ARAi m7 v/ tO w. . vA• rrncs S• 2WA SWIFTS .aI IRAO Sgtm ArIAGWD yr .a V • a/.' 1Q eaLCR CAMRK AT7ACIES WAD smm AT Tp f7m STILL v/ <O V.' . L.' C, C.I W 317L[ MIT WAD MEVS I m CARTDER r 7•IVLL STM aT WLW SIQT tTOI RaLERS A W 7AS' r[rAD6R rm NW. TIPEAM SWI•IS TYPICAL WRAWE EH0 W-m 3 M10 ans• P, . I -spa• tA.. TEFOSTD1Vm xtsTRnTw Pm, x a o(TRR) zD T;. arTCR sTast D e erav stm 7/:s• DTL sm f•) An AoualayAll: NIT Y oAly. Sim a.d RIVCTs RAd TMbD( ssm=l TRAGIC MOUNTINO DETAIL a.T s LIES •c. "MIT ATTACW,T .a STRW IS RmQ01 wT1 TTP) STIP ET• 5 fTASL[ P IN HOC S nW STIVT S ACM PWVTOC 7r " K rmr VTIPAL 0/ w=S, IRRTEO aV CA , PT- 7 /ACR[ Tv/CD V4iSireMUHED .tAO tmvs TYPICAL OOTtaI4 S ! gr-/ Y1 wr1 rw CCWIor FW owlss 1! yCVIiinISli SEtIGN A -A (SME NEW) MTS y Ia T.lOci , T TIO LWAT,OM v/.T.' Ip » WPC. VJ S oafs a AUTS ig fi.oAa on, (y W TRA LAO eaTS NDEL T w sws LTaI IV* SMOLT OACiW TRAP( CDnrIaRTARaH rN e'e' UP TO IV TALL OOM w oTa>a oa mloR rraLaT m a TE¢s a ateEl Ro aumo mo l" [ a C 0we NMI Lm0VpWU&IFJM0M# A1W OWIV as no fm TaLCWJM a0atom RAfI! Qs E1 OAK mI S 43181 tC VOTH gas `\\ , SUM. sE52W LOADSr = G9d 21.6 PSf }0 24.8 PST p • . `.0 ,•. 0 •`.D iz uCADS 7 PSIF;w FLa •. iRt. + . 37.2 PST L 'A00Ai E\L au FL 3s Y M fdO IO M OOOII P , "a K.OTY t•,Gl M b.D O P R/TaTL1t M.6 I NRy!(pA.yR III WOIOTIIW MOODµOMWO OUIR, SCNTvYRT'Jhi40l Lt.(7Ma L f/W low .WYP arm tam W. W IaaT Iw.uOom. MODEL / 050 OAK SUKW w/Dara9a(o AAteA s com . a m uItoDomw+VtRR10 re WALL) .In vall w tl uT I" w 0,1Ia MODEL I500 STRATIORD m/DunSJe a sea T.s:am Thumu MI R a u +. (a.") APYY MIND IID., MODEL /050 HWrAG6 m/Dun9e(e s — IAa aslwo wu u ® o ShoM Loos. }7uRD t Oaa t SummiC P.ael'R IR • ALPPIp nPRDC.1l Pmlm IPI Aa0la.0i xmum N w wu r AmttR. n e,.w LeIPCI fM31 a W a1E e11"M wjac w VGI >o T.mll N K ..a s Iv ,r lT oma AVm AIP r4 OWI AAGAR[3 9 O fP as N/Wd1 IRC-6016-120-15 11QI1mS 77 OPTIONAL SHOU PANEL INTERMEDIATE GV2ED SCCTION (STRUT AND STR.E UYOUi) O • r 2rbl Clog 47CAim TM TNC rWAM• rmifr [s 6AKo SECnOI WADo1C• vino Ur air MTI 31-II6• WAD AT CIO .Pa CCN'Et 1•=1lr OPTIONAL 1.04 PANEL TOP GLAZED SECTION (STRUT AND STILE LAYOUTS) lo•vr Io-ve• oil rum TOP 01. fECfD3V <S-2yi ANp fTILC VYOUTf7 WKLai C42r.0 OPTOM Amu" CRT a 000r0 T•• 00%0• Itb •OC own =$ T." We "K •TRT V1[ 60Pr Pam CLAIM a 4030) =EM" W000 JAMB ATTACHMENT TO STRUCTURE Y A VO(II[AL JAYt ATTA[MO(: ill VmM /Q 3/16' M 3' lAp SCREK 3TARi1M4 O' I..P 1 1uu ryn 14O V2' EKK MUO) 2, E Aynr:[AL .M.[ ARA04ww TO Rim Ptl [1tF_•frf Klrl NI[ tar Lr r.1. 3tARTITG i• r[Vi CMOs TR121. OG B.112' EkKOENTI XTI RCCVE AR7IOIT 14 M [-3lr .3TARTO(G i• fRbT CNPS TMC 21. OG O VI' E••KCMENn IiV/RAREi RCQt O (:trFiRT> i!•' E 1• START Tm i' "tcp Ex03 TMCM_ASTCK ¢ 1! r E1aEaaan 2 E t Yi'R7lCM._.N AtiA[M rLV[ TO r SIMPSOr • ' R. a' ) E" -• USE PADS or fASTCKRS 42' APART> AT v = n 1!2' OIKOMCI(A MLTI 11/• M 2.311• KVIX-COI U` SotM STARTING i' FROM C142, USE PAM OF AS7CMERt (r APA•T) AT l6 0C. Cl 114' OOEDI[NT) 7I F 1/1' wi E-01CHINTM UQTaLOV C-90 SAW PPREPAR LAGS V 11 TYOOD C aLI IT OTMERSRO CAN PVIDE A rLUSMNOWT:46 UWACC, Tmclvc "XLOv FLOC St4tR[ IC SI[IR: IAti STIWWe STRUCRnOR[ b vel W.N Pie- 3 AM 7• ICN 0CO 12 S— T PANEL - aM FASIEM M OETAIL NTS. Lob PAWL GLA2l% G / AtrEWA OCTAL Will. GLAZING OPTION CROSS SECTION GLA9N' XTSVASTM2ElE N 04 : C6%S EGiON ren• [TN00TT rRANE OPTIONAL DenSE o WRTS Ynlll UY PROTCCTIOHr[M Uv PROTEC110N u1. 3/J2' THICK SSB CLASS ml HQAm termVOIDEDINSIDE FRAIIJ u 1! C' LtlC PASrR.I( AVAU'A6(E TRAM CWOMAIRATIOMS w a. mr Ron a[ PT slob TrDaMIOI a 6r Ia06M% T..= IOW 7 a mamlaR3a7a nro u YU SZE tYEE1177rIJlrlr ^ 1T• YEItz A.O: • ee 21 a P9 Rai LOADS kr • p 32, 37.2 Py13 FL D '• „`ru. T• •4 2k2! 3; I" CAM cart v0•Ta'• N2A K oar MODEL 1660 OAi S'UKW V/D-SAfO MODEL /600 ST11ATFORD /pa2S (a MODEL /.SO HERETAG6 /Da[Sde a[ mm [167 IJ3 SpWsPAa43 0"O %W* A -1 8 C 1 0 1 ,E G I H 1 J I X L M N T SB gvZ lour avr Jew Cvr Stw 1 6i-W TO' 567 leW 25VZ 39W AS V7®W 73Vr V 5 1QtoW 22 vz33wm 97 stW SO S 1e W23vZJsv:43vr51v:61v7nv: asvr 96 5VZS8 WIN U39We6t?®We7vz26W 91vz 9 G. s vz ISVIN22W 33 Vlf m 1? 51 tll Se v7 09 t'! le vZ a? of 9t: 9•rrteW251173e WHOvl5AW vrnW79Vr9ew rov 5aIseravrJewaevr®wervz?aY: Vr9av: vr low svrtavravrJevcaevreowvvzMvseevzaw lils vz it t? w 25V7 MVe• 43117 54w 61 vZ 2lic M VZ W.vr 1 w 121 VI 1fP yr 1e Y: a rr Je v4 ae Yr 07W mvz raw e5 W w twvr iuw a 127 VI 1z0' svrle avZJ9v:AevrWUCgtzelU vz192w v—r V,r 1>Jvz ue 15 VZI le W a VT 33 Vc 43 yr W 61 VZ W7 Vl m vZ 77 tcrw I15 yr 133 w ue vz u0 U6 svz, SvzleWavrJBWasvreow97v791was w YZJ9tl6 vz9Jw67Yr79wesYr9ewQ1vz3uwR1lrsaveus W.WlWvtt2D%WWvrl3ew151t? u0' st?waNM aso7iDUCWvretw fill vz192v:1a9vr+awt9vzwwta TABLE 2 TABLE 3 ammo©©m m mom©o m mm©omo® m®©omo®gym P.,. W IV MAX sm 1f WOn1 Z:2 e i.. rho/. tc MOCYf .c .. 24e PSI 't' :it: •:; g fj j. YP. ;: •G: EST 0A05 rt' aSi7 PSr I nCI`•'• .0..1 37.2 PSi 3 4t ... • ••t~a'' FL 24 a1 m UM .L 2110 MODEL / 650 OAS SOIOQf v/DOteSef. 110DEL / e00 SIPATFORD a/DMroSefe YODEL 0950.11IBRAGS w/DunSefe Short. lone, Flush' R Oak Summit Peoal'e IswR W i+[ oNJ4y6m IkC-O 6016-- 120- smlut STRUCTURAL SOLUTIONS, P.A. Structural EngInear Ing • InvestIgat Ions Consulting 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 Model # 1600 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• Any Roof Slone: Enclosed Building Exp. B 30' MRH 155 mph Exp. C, 15' MRH 141 mph Exp. C, 25' MRH 1 134mphExp. D, 15' MRH 128 m h Exp. D, 25' MRH 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16'- 0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testine: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure: structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure; and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door 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% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary A 16'- 0"x7'-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 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') 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: o oleteoetup# 0000`S No 0 cc tee c' r i>, Lr.0000 0ejo600DE0° STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue a Greensboro, North Carolina 27410 a (336) 856.2686 • Fax (336) 856-2687 • NC Firm #C-1096 Florida Building Code Online , —f SG Pagel of 3 F05532 Oq u Business Professional fbWj Dprimu ld ects Nome I tog to I User Reg[straUon i Hot TOPICS I submit suldwrile I suits a Facts Publications 1 Fix sun i ens site Nap I unto I search Busines l product Approval Professi . al \y I/ USER: Pub4C User Regulation ucl AedtlNat Mrnu >, PmQuct erAOolwtton Srarcha eOetYTt1[In lht > Appllratlon OOteU' FL # F1.15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@mlwd.com Brent Sitlinger bsttlinger@mtwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer t Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE I. o Validation Checklist - Hardcopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 W.11 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 C:N/A https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtli8572gvdWl ... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products FL V Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 It 08-005000.od1 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 510807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8O' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 OB-004980.odj 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 5108058.odf 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 FLIS332 R2 It 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96'x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 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 FLIS332 R2 11 08-0225OA.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 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96'x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-00499C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108065.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No Fl t Saa2 R2 11 08-OOSO1C.od1 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 510808B.Ddf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 1.5332.8 SERIES 430/440 ALUMINUM SGD SERIES 4301440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-00502C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S10809B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 43D/440 REINFORCED ALUMINUM SGD SERIES 430/440 REINFORCED ALUMINUM SGD XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FI IS332 R2 11 09-OOS03C.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 92 AE 5108108.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Back Neil lib The Stale of Florida b an AA/EEO enmbyer. c'eevrtom mm.iCLssarw m emrar.:: WXpp-- :: • • 1531L Under Florida new, email addresses are public records. If you do not want your a -mall address released In response to a pubic-recOros request, do not send Irrtronic map to this entity. Instead, contact the office by phone or by traditional mail. It you have any questions. please contact 850.497.1395. -Pursuant to Section 455.27St3I. Florida Statutes, O fedive October 1, 2012, Ikinsras 8cerrspd under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The Walk provided may be used I& ofralal eamminunicatlofl with Line licensee. However ornail addresses are public record. If you do not wish to supply a personal address, please prov"lhe Department with an Wrap address which can be made available to the public. To determine If you are a licensee under Chapter ass. F.S.. please dick b ram. Product Approval Accepts: a® sa® Credi ir riE https:// www.floridabui lding.org/prlpr_app_dtl .aspx?param=wGEV XQwtDgtH 8572gvd W I... 7/20/2015 FFJ I CESCWPII.:. 7;. i ' I:aPMMiO I A I_4071'r, FIAVCt ,':;aLLATIGIJ5 . r. I..7_J 7,• ,_•KJ,. . TF_S 1. TN= PCC'OJGT SHOWN HEREIN IS GCSGvEO AND Mzr!UFA(.TU?ED TG COTdc'v ri9'11 R5;IUIRFMENIS OF i-!E FICP•104 FI;LONG CODE. ROO:J F<AMING ANP kA*S CAEN NG T 2F DVS -t,EO Ai4LI :1JCH4REC.' T,^. PRi:EFI r MN V4,;FEF• ALL OS T1 --T7UCTJRE. FRAm'f:G A 0 \JAs: tl:?' C'LN!IIC R-ES?-NSIB L'T•i C THE ABC-rTCCT OP MSINFER C= RECO10. 3. C`.cfi r!nSuNRYjCCrIC;;_ _ =10MA-- 'JJI•ERE IX OU' IS Nor USCG 0:5 `a! .'•? M:.T_=1ALS MR ST EE =PARPTED X lr APPRCvEC- CO.11r:'' OR 14E148RANE. S-LEC"10!J OF GCA,ING :.•R VE- 6 A•.E IS THE R.ES'C1aB1LIiY OF T=E A'<C."T°CT 0; P:CINEcR CF RECO?C, 4. 1LUIWA!E ST%E55 IJ•REA__ CF 1/3 t:'i3 NOT IJSEE' IN r-,r DESIGN OF THE PZJDUCT SKM4 FERE04. ROD LO•A` DURATI`N FA^.TCR CE= I F MA3 l;SEO 'OR WOO". Ar:C OR 9. F°.MF MFTER'AL: EZTP.UCEC ALUI. NUTA 6C,"-TJ. 4. UN115 MUT BE '3LAZE0 'ER A571i E13)C-04, ,:ri caFETY (,-ASS. A: 1FH HEO I4PA:,- -ROIL:TI.'i_ SYSiEAI i5 a'—;UL=C '(;R Tt•I$ %:I;UCi I•: '.'.'i(i 3C^VE CES°. tS RECIO S. P. E IM 1-5 RECUIRM AT EAC.-i MSTAL•«TI?N nACrn; Nil- L-'Pk) 9cA;ING SHIM. 5i-:M tv'4ER- Scr. C•E OF tjlo" -R ,^•?EAIE2 JCC;:+TS. •AAXI./!al ?-UPWABLF S"Iu FiACK TO BE I' A. 9, 0,104 a`: CM !ES R,STALLEC W.HEF.E RATIO -S EOVAL OR GREAF=P TmAN ' 0 DO 14! REQUIRE VHA'ER INFIURA'ICV iESISiAN OVF: H JJC RATIO = O%T"RHiJJG LENCTY,/ 0*4 -A -e, HLiGHT, 10. FOA ANCHORING INTO WOOD ?=A:'ING OP 2% 8UCK ESE ,410 WC00 S'::ZE%.5 NITS SUMCIENT LE`:GTr, TC ACI iEiE = t /" 'INIMUn EMB"cOVENT !NTO SUBSTRATE. LOCPFE ArJCHORS kS SI-CWil IN ELEVAIQMN; AP.O INSTALLAiiON OETA!LS. tt, F-CR AjJC'IOR,tiG INTO A4 SCP.9Y:COf:Ci=TC ::SC '.!16 I/PCO,VS WITH SUFFICIENT LCHGTf TO < t1ICb= + 1 PlIP1fVU4 [MB"CMENT I.TO ;UT•iSTRRT= NIT -I 2 1; !" mi vijm FIG.' CSTid. CE. LO;ATE iJ:G IL''R° A5 S,OWN Il: t EY.:T,C•':S Ai:O ..-"A_IATICi: CET?L:_. 12, F09 APICHCRiN, f?JTO MEiat-TRUCTURE USE #10 SM3 JR SELF CRI!LINI; SCP.EdJ. iS-F SJFFIC' c.T LENGT- -`ACII:JE . T-IREA:,S .9Nbt..b' SE"ONWC STP.LICTURE IiTEZOR 'ivk,. L CGAr-- AHC`'CRS AS SHC-JJ, I: ELEN! "IONS ANC v:5-:i_ i'Or. I,_IAV:. i4S1LNI: HS I(• is CjRA':^.SION F,f_SISTLM. I: 5TALL:TIGJ A-CACPi SHA!L E= II ALL=O i.l ACC.fi:YJ = W,TH LJaLdF" ACTURE?'S iNSTALLAII.ON *6TR"jCrIC'aS AND NCrj4S SHALL rCT 2E USE7 IN SL! r?:1TPsTES :1'I '- ^TRF'd^,rF1,^•,' tE S THAN Tr1- MINIMUM .1,-FiENCTH Szr:IinFi 6CLO:v. JD - M1,1 UN SrEC,FIC GR4dT` 0' C=G.=7 CR? l OF P' 3, - MINNUA CCN0FE'3WL STRL'•:CTH -1.192 C. , a„,^.4RY - STRE.IGTH Cr.` : O('H-?1CC -O A::,14 C-90. G:<AI:T I! "YrE - !OR 5R'-7Er'I AJEizt STRUCTURE STEEL iL'GA. _ kS. OR iA53-T5 .'5" THICK M'klr!JN SIGNED: 1211012013 M WINDOWS AND DOORS Lac CENSF' S' CARROLLTON, TX 7 006 ARLF. Of CONT_HTS SERIES 430/440 XIX SGO _ *• 0 S 143" x 96" REINFORCED WITH.OUT ADAPTER " - Et iNO. 0ESCR1M.10V _ NOTES pE OF = JV I P:OTES _ ..,.. :: c.c. Rz" i'FS ELEVATION V.L. 08-02250 A saw VISTA•_ LATC`! (-TAILS S"' NTS 10/30/13 1 OF 9 143" Mk} FP4ME t`•gOIH A:lCni•RS SQ e: o' 'da< r. i,i a l^ Soi•:EJ •j 6 MA< CC HA?T a COP Z.4F?F.-7 OF RED:r!i-_J MAX r 1 1 r 1 1 11 L•i .< r x i 1 x b SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RA 17NO I IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING tZ.OPSF I NONE 25.01-28.8PSF I NONE CHARTl1 WITH 1132"SILL WHERE WATER INFILTRATION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET I NCV M`r'i a7.:EL• RAC^.E P1a aL--11C,tS __ :Y: ,CjU P1. CHART a3 WITH 1 112'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Oosfgn re CMrt From 549'b P9nNaM out arm WON IN 3a0 I s" 4L0 147.7 pA,O Pos Np pal, Pal, Np Po Np I POF Nlq 04.0 400 Sat 40A SOT 0 45S 40.0 420 ff,0 40. 4 . a 42. 7 ,4 9.4 1Z0409'1 a0,0 4 .2 400 45.7 1 37.1 37,1 ff.0 400 49.5 a00 42.9 2 3e2 0 35A CHART02 WITH 21132' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE SHEET I peslgn mmuro Man Fmr SlraraRnielaMT9mlfmrmWain(N Qn) Ia0 f0.00 Jl0 tOL00 a 12fA01 1 07. 141.00 Poa Np M Np Pos Np I Pas I Np 0 55 Sat 50.7 SD.7 4 45.3 1 42A 1 4LO aao 530 4 a 4Z6 1 39.4 1 304 fL0 52.1 452 4 2 0. s0 1 7.1 0a.o 495 49.5 4 4 9 762 WITH 21,32"SILL WITH 1 112•SILL SEE CHARTS II AND f2 FOR OTHER UNITS RATINGS SEE CHARTS #3 AND 04 FOR OTHER UNITS RATINGS 2 1412" SILL 1 W SILL 1 ALUMINUM 6063-T5.055 THICK ALUMINUM 606.9•73.055 THICK best n pmmm Mart (psp Sryw Pena and our Fmnv Wain IN 0 90.00 n 10a,00 4.0 IIf.00 47. IPosNgasNpPoaNpaNpi2a . 0 41. 75,0 3 25.11 3r 2 0 0. 2 25 >Z 4 4 25.0 7 .2 30 5 a 1, 2 CHARTad WRH I Vr SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design premn Chart F4 panel and Total arm Wain (N N'ra in) 30.0 moo 30.0 1011.00 ILO SaAO 47.a7 f13.00 Poa Np Pas Nog Pos Np a a1,e 473 37.4 37,4 3<5 345 ea.0 45 2 111..g 332 2 42.9 429332 332 3D.3 30.3 ff.0 10. 14 1.4 CHART f5 NomberarfaCharIVES60ftfIr4wlrM S4gb Reel we TouIrat Fmm VAAh Ira 30.0 3 120 47.7 dm In) soo 10fA 1240 143.0 stss I iamb of Me0 If Jams Naygame fa. 0 0 e 7 e n a 9 a ao e e 7 a e a 9 e fLo e s 7 e e a 9 e fW e e 1 7 1 a a e 9 a MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75006 SERIES 430/440 XIX SGD 143" z 96" REIN =0RCED WITHOUT ADAPTER ELEVATIONS CR. w•: I TL7 nC V. L. 08-02250 tlr- L NIS r. 10/30/13 1 S"Tr' 2 OF 9 0 9%. NOENSec •`p o _ ST('RIF . r r t\• .Ir_ 10 Rt D 1 C ,VoOD SCRcw 6Y OTII_Fi_• Gv1 Lt it I:C° 1 3/c kIN. N3.-DF,r.IT Ctil_:CM_N' III --III t/a. %V11%. t,tk 5?LSErynX. I I4Nz: r EXTERIOR ! I I I 11 t l 11 11 INTERIOR. Ip i? 1:COD I Sc:REw TO NE SE- b: 1 A % i 2F 'nJ; Sr.E S EE7 ^ ran - 1 a OR 1ti 9Ur[ 1 I -- 1 9Y .THcRS VERTICAL CROSS SECTION WOOD FRAMING OR 2XBUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 wcv s Cr, ltN;LC INTERIOR 1-1 LC. EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION CAI WINDOWS AND DOORS LLC 1001 W. ^40SSY RD CARROLLTON. TX 75006 SERIES 430/440 XIX SGO 143" x 96" REINFORCED W.THOUT ADAPTER FRAME INSTALLATION DETAILS V.L. 08-02250 tNTC 10"T 10/30/13 F'E--3 OF 9 P SATE, OF OR10::G: i S ONA'tE S7 RU'.T:!RE B,r GTL%ERS 9:C sms OR S-- pGIL! 114C SI.REW 1_iAL STF,U; ILR. 6t CIHEFS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DEStGNED IN ACCORDANCE WITH ASTM E2112 Stilu 5-r•CE f z SMs : F SEL° 014I0I'.0 CPEw INTERIOR i 7 :8' NA:. ED,;E CISTii I 10 3vs OR LL- JR LLING sCF_ v Z S1+1Y, SPACI. W. V%taw. ar. rr, Anti Gr 1t!$=l Atl^.;I RU! tlC:fv d0-E=Nc t1AL i1EiAL I rI SEE SiCEi rr ! 0°TIL NS • EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION IAI WINDOWS AND DOORS LLC 1001 W. CROSBY I'D CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" r 96" REINFORCED WITHOUT ADAPTER FRAME INSTALLATION DETAILS ca,•s. ow -0. Y.L. 08-02250 F NTS r-'r- 10/30/13 sw-4 OF 9 pTATE OP Ipi t /7' yl,;CEDGE „ISI-E n • • 1 1/4' !!I-4. e Ekl_:Gl:C?JT OPTIC t 1 — h " •• -- r ix cUC,4 ua t-w SPAICE VAX. c•t.`! E:T I I 111 1 .1 117 1t BY GT1ir EXTERIOR VERTICAL CROSS SECTION CONCRETFJMASONRY INSTALLATION 5 5/'a' yI".. - _ _ __ i/4' hVX- C48EEilICtli 1 I 7Y,:r.1 `•G:t:E I • •+ liEO',L S.ISTINC_ 3" i 6• EyY OInE°'S INTERIOR SIE: TO _ii it i 1'4 e; C 'OF vJl !E\: i 16 C t`5TRJ'.NGa N;rIESI:E C:r E WAL r SFE SHEET 7 I- SII I O-TIL?`!< P 4" N%IV, Ft5FC0"CN 2 1/i• M.N. aEvh•r.: i : SAP L7.M c:=LC PI AVL_C 0.•F•V.n il S . r JAMS INSTALLATION DETAIL 710r;/.l lk °U:,• CONORETEMASONRYINSTAUATION i BE PRC ER'.Y crCJrrl: eE (JOT: 3 S-I;E' 1 NOTES. 1. INTERIOR ANO EXTERIOR FrNISNES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIGNED IN ACCORDANCE W/THASTM E2112 ffr ,yV•^: 77/If/5.5 r.L. M; WINDOWS AND DOORS LLC k0%1%11 1111' C419 i 1001 W.CROSBY RO CARROLLTON, 7x i5006 vkGEHS••5f' Q S143' SERIES 430/440 XIX SCO x 96" REINFORC=O WITHOUT ADAPTER RAME INSTALLATION DETAILS pOF C5 :Nocv. or na. PLC. v.l. 08-02250 A i S OAIA' Xk T NTS _; 10/30/13 —5 OF 9 __ Rklis-Ull EDGE CISTANCE A. -r 1 3/8" sli.4. IDOL' FRAWN0 Eig B -- 0.*.! 7,% T 2Y O'. ERN e- L by. .4, 1 S A,-, i IKV I INTERIOR k MriDIGwoco. , FI I 4NCE SCREW. . I IL_ III EXTERIOR ll II 11 II II 1IINTERIOR SCREW S&L BE sc f A eEG Sf -.'ULf-E',A 1'-6 Ls EOU",*- 1 i EXTERIOR OR S B,r oTHER, TALLATION DETAIL V!,10:1.) FPAVV!,:, J JAMS IN., WOOD FRAMING OR 2K SUCK INSTALLATION OF, 71( SUCK t eY 01!LPS I/E- Y:?4. VERTICAL CROSS SECTION WOOD FRAMING OR 2K BUCK INSTALLATION NOTES: i, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY Z PERIMETER AND JOINT SEALANT By OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC IN', W. CROSBY RD CARROLLTON. TX 75006 SEPIES 430 / 1440 XIX SGD 143" x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS V.L _7 08-02250 cq w* szx f 0/13 19KU 6 3r 9 lulf I 0-RovIn 71'.01.*1. C.L. 3 VEIN STP.U(TIJ C g•. i;rLF,e SELF DRI_LING SCREv t c; AL STFIJC !F.E eY OIi+EQi EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 HI I SPACE LLOG EDCE DIST'.CE 41 +rl; OR SELF 7S @E Sri IN rUL(_I1 i6 RLCIICN . C4ESI'r_ lUAL L 1 AL S i ;IJCTURE 2Y CTHERS crr jF'ECT i OP SILL ;rnGNS 1 !..- •J S', IL''J:O l• si6ll;fr L-f: iync.YF7 L'ULII IAVCI :VS:AlLnn4i 72; :U I4. ..... JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION Mi WINDOWS AND DOORS LLC 100i W. CROS6Y RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143" x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS 4Wv Cci nj. V.L. 08-02250 Y if NT[ t- 10/30/13 '"-`F7 OF 9 J\5 ,RE . O 9'i 10/,8145yt •* R:VS CIS 2 i/ice !/I•J, PFY r-'CUM, :,:. .?7+Cn r, k%0 y fDii. D;CTPV L t `14S`il.ni1P45--_ t4P:ii!r ` G' CTI-:=FS E`.B=D ri i i %<' 4" e e CM6Ft+f:FN1 -- `1 :rii!, c-4,E SL _.._ram. 1 G_(T, iIJ1 J, EC:= f,'IS -L:CE •. ' I' INTERIOR _ S Pa 1PFR'I 1 ,, yt J 5 --- C Q fJ r SEC ': "E 3 ` z V 3: ie" I'.-CCN SHED. 1 ! 3/16" TAF!,-N Clit:GI7F i(•.!NtiiO'F•Y + LJEXTERIORINTERIOR3ter=:Fs EXTERIOR I if? L':!AleVAlLfr:,., i•P.Hf S1tiE 1 iiP' I 1 t.At a JAMB INSTALLATION DETAIL u t_=H3.Pf@,Y CONCRETEANASONRYINSTALLATION Sl' L 7Hi.=i 2 S_: 401i _ a•+=_ NOTES: i 1/1" y,N, 1. INTERIOR AND EXTERIOR FINISHES. 8YOTHERS, a T. L;F:T04ENT NOTSHOWN FOR CLARITY. e •. ' —•! 1 DESIGNED ACCORDANCE WITH ASTM E2. PERIMETERANDJOINTSEALANTSY2STOBE1 2 VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLA TION ECJE inSla F MI WINDOWS AND DOORS LLC it to CARROLLTON, TXB75006 `J`\GfiNSF SERIES 450/440 XIX SGo *• 0 5 a 143" x 96" REINFORCED WITHOUT ADAPTER — ` FLANGE INSTALLATION DETAILS TAT E OF I.— ORMt- Vvc , e 08- 02250 A //isS ONA11 aG\' JT 1 1/30/13 8 OF 9 EDGE DIST. INTERIOR MASONRY/CON'F=TF. --' GY CiHLNS E.+SEDtAE• i 1 X 9U17.K By OT!iERS, 1X Slj,:K f0 9E b ?ROPEPLY SE::URED 1171 EXTERIOR =A.1=L ;IT?La!: HOOKSTRIP INSTALLATION MASONRYA;ONCRETE INTERIOR 41M s" `AIN r 4F SIFF, ' I Sc:REK EXTERIOR .ram-__ HOOK STRIP INSTALLATION 2X8UCK4 VOD FRAMING i<•: css avm. a a, JLO .N:CC `r=U a11DI1S INTERIOR EXTERIOR •`_J Ir!f[rlt-. HOOK STRIP INSTALLATION METAL STRUCTURE NOTES 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 MI WINDOWS AND DOORS LLC I= W. CROSBY RD QJ,. • CARROLLTON, TX 75006 r••G SERIES 430/4AO XIX SOD 143" x 96" REIN ORCEO WITHOUT ADAPIER y HOCK INSTALLATION DETAILS G0850 S:Yf S02 NTS MBE 10/30/13 9 OF 9 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rilomas@lrlomaspc.comlrlomaspc.com Manufacturer: M1 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 611320-3.005 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: t35.0psf Water penetration resistance 6.0psf 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.0psf 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). 1of1 S R' 0 NN J E N l i SF•9'f'''% 61 •* fir — r • , TAT OFi0 • p0. 0 NA11E`\ Luis R. Lomas, P.E. FL No.: 62514 12/132013 Florida Building Code Online QO-T -'booR Page 1 of 3 Business &-Professional Regulation rRaUa f'b.Mnl"'!0A Bps Home I Log In User Regdbration Hot Topics Submit SurchaMe ! Stats a F&M 1 Nrbbotlons FsC SON Bps Ste Map Unks Search Bus nes Product Approval USER: ProtessiPubkUser Regulation IAL i APVIkWon OeUII' F• g FUS225-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/Emall 118 Industrial Drive Edgerton, ON 43517 419)298-1740 rickw@rwbidgoonsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. 4, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) slandall Yesr 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 06/13/201S Date Validated 06/28/2015 https://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation Instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of'J" 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 Fl t S22 R3 if INST 15225.5.68.odf' F1 IS225 R3 11 INST 1522S.5-80.odf Ft IS»S R3 11 INST 15225-BBM.odf Verified By: Lyndon F. Schmidt, D.E. 43409 Created by Independent Third Party: Yes Evaluation Reports by 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and 'Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI 1S22S 'R3'-C CAC 152i5.6 NAMI cirts.odf' Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.6-68 (6'8 Door Products) and FL 1S225 R3 II rN15f 1. 225.648.odf 15225.6-80 (8'0 Door Products) for installation instructions. Fl 15225 Ra It LIST IS225:6.80.odf Note - Glazing Shall comply with ASTM E3300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Contact Us :: 19M NeAh Menree strut, rartaha we FL 3ZI92 PaemL r1S0.e1117-la2e The State of Fbdda is an AAfFEO employer. r'w.w,rleM ]aD7• eta oats, at Florida; ;: F11yam Statement :: Acrsalbatty Statement :: Refund Statement under Florida taw, email addresses are public records. It you do not want your e-mail address released in response to a public -records, request, do not send electronic mall to this entity. Instead, contact tyro ofrom by phone or by tradtlonal mall. If you have any questions, please contact $50.487.1395. 'Pursuant to Section 455.2750 ), Florida Statutes, effective October t, 2022, lic erksm licensed under Chapter ass, F.S. must provide the Department with an !mall address 0 Oft have one. The !malls provided may be used for orlknal communication with the licensee. However email addresses are public record. V you do not wish to Supply a personal address, please provide the Department with an small address which an be made available to the public. To determine It you are a licensee under Chapter e55, FS., please click ftM. Product Approval Accepts: L® Creditl i FE https://www.floridabuilding.org/pr/pr_app_dtl-aspx?paraxn=wGEVXQwtDgv3yV VKJZ IQ... 7/20/201 S NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/15R003 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/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within e-...... - ?aARai •. ema";n sijn.. Properem ia•nrrredited by The American National Standards Institute (-ANSI). NAMI' s Certtneo rrooutt The i,; sna at wWwa.ag"« - n u........ Glazed Design Missile Test Report Number Inswing Configuration or or Maximum Pressure Impact Outswin Size Pw/Nest Rated Comments X I/S ODIClue Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-I0703.O/L-2097=F.253F Single X O/S Opaque 3'O" x 61" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F Single XX I/S Opaque 6.0" x 6'8" 440/40 No ETC-01-741-10703.0/L-2097=F-253F Double Standard Aluminum Astragal XX O/S Opaque 690" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/ITF-254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097MF-253F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 618" 471-47 No ETC-01-741-10703.0/L=2097MF-254F Double Coastal Aluminum Astragal . OXO/ OX/XO I/S Opaque Door 5'4" x 618" 40/40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/ OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No F ETC-Otandard Double w/Sidelites_ Glazed Sidelites Aluminum Astragal StandardAluminumAstraalOXXO O/S Opaque Door 8'4" x 6'8" 40/-40 No r F ETC -Stand Double w/Sidelites Glazed Sidelites st gal StandardAluminumAstragal _ dAluminumOXXO I/S Opaque Door 8'4"x 6'8" 47/47 No ETC-01-741-10593.0/L-2097flW-253F w/ Sidelites Glazed Sidelites Coastal Aluminum Astragal Double OXXO O/S Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097/77F-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal v TznV National Accreditation & Management institute, tnc.14/V4 i,eorge wasn;ug;un n:;z MITel: (804) 684-5124/Fax: (804) 684-5122 NAAUTHORIZED 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 Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinh..lull.. 91w..#M 64w o..ww—m i• neeraditad by TAP American National Standards Institute (ANSI). NAMPs Certified Product Listing at www Rsm1 CU"M U 1. Glazed v.". Design Missile Test Report Number Inswing Configuration or or Maximum Pressure Impact Outswinz Opaque Size POSINCK Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF252F Sin le X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-0I-741-10702.0/L-2096/iTF25IF Sin le XX I/S Opaque 610" x 61" 40/40 No ETC-01-741.10702.0/L-2096/ITF252F Standard Aluminum Astragal _ Double XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-0 I -741- l 0702.0/L-2096/ITF251 F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 551-55 No ETC-0 1-74 1 -11 008.0/L-215 I ITTF252F Coastal Aluminum Astragal . Double XX O/S Opaque 61011x 6'8" 551-55 No ETC-01-741-11008.0/L-215In7F25IF Coastal Aluminum Astragal Double OXO/OXXXO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01.741.11008.0/L-2151/ITF252F Single w/Sidelites _ OXO/OXXXO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/ 40 No ETC-01-741-11008.0/L-2151/TTF251 F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11 .1'F252F Double w/Sidelites Glazed Sidelites lumina AstragalStandardAluminumAstal OXXO O/S Opaque Door 874" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/l TF251F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215I/tTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4"x 6'8" 55/-55 No ETC-01-741-11008.0/Ir2151/TTF251F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal ww .___ ILLw_Ll... 11Rww.w:.Iw41ri v/I.revna. VA ziml National Accreditation & Management institute, inc.in iry aswrsc .. asu g.r.yU :; U7 I•••••J Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 4• 4 I 1 ` 4• 1 Z SKI MULLIONMULLIONII 4 MASONRY TYP. HEAD MASONRY 4 I I SHOWN FOR OPENING nP 11 REFERENCE 1MASONRY 11OPENINGTYP. SHOWN FOR REFERENCE II OPENING do JAMBS HEAD I I HEAD if 1) I I do JAMBS JAMBS I I v 2X BUCK 2X BUCK 11 x .. 2X BUCK 1 I I I I J I IvII II t rn j II MULLION SHOWN FOR a II II cd (5 11 11 REFERENCE II 41; II i II i •411 SINGLE W/SIOELITESINGLEDOOR. ai IPK ANCHORING SIN F W CI_ DEL,TE BUCK ANCHORING BUCK ANCHORING I 4- 77t7ft74 I II 11 MASONRY 17 4 1 II 4 11 SHOWNFORI 1 MULLION % 1 SHOWN FORS I I OPENING TYP HEAD do JAMBS 1 ASTRAGAL TYP. 11 REFERENCE HEAD 1 REFERENCE II SHOWN FOR 1 JII 6: JAMBS II ON 1e I 1. ?Xbuctmh S.G.20.55. 2X BUCK REFERENCE 1 2X BUCK I I 1. la Ww 1occ9ors of oa canes may be o*dIed to maintain the nin. 1 II I I 1 II ASTRAGAL aredpsdWwcoromortarJatnm j 2 Corfaste _CW beo6w noted os?AAX Om CeMWmr,sl be ocWsred to 1 1 a ad p 11 11 1 REFEO REivCHWN E I I 1 U O rrlahtah the min edpo d6ronoe ro mortalm+tt addtlandeonasM andsao 1 I I I I I morbsmaviedtoemusms'xlA1C ON CENIH!' da„eurm ae Ilor wooeeded. 1 I I onaste aloha rods: Jim MflC M1M CIZNJLQ 1. 10 M 1° AVCWR TvrE twe4msouleroMaart1/ . 1. 1/: T r TArCONs R1C0 1/, r 1.1/P 1. uueAcoN 77 1 II II DOUBLE DOOR MASONRY DOUBLE W/ SIDELITES BUCK ANCHORING RUCK ANCHORING L SEE NOTE 31 A SHEET 3 I 5EE DETAIL "3" 1 's ASTRAGALI MULLION SHOWN FOR O SHOWN FOR — REFERENCE a REFERENCE — ONLY 1 1 16 is 1 1a 1a S d C. E. DOUBLE ODOR W/StDELITES PAIRS 30 TYP. W b i^ C a; A s,•,.•''• a i 3. 4"--I 3• r8• i W 2X SUCK INSTALLATION I SEE OETAII 3 I W/2X BUCK A a W/IX BUCKINST INSTALlAT10N l{ TYP. HEAD N W vaia ASTRAGAL INSiAMOTKIN , w u N r d JAMBS o a SHOWN FOR YONLY HEAD O ai PI J 1 SEE I _ 4. c — r, oOETiVL1 DET 1 1 NIA o 1 5 — 9 n L- - - 1 A' A" NEW •E•- E• DO 91FODOR VIEW ao n e/ *-Mw com"To r--m /xr fm, ntL A• socva m aoa .wae oaartceaat W/2X BUCK 2. INSTALLATION W/1X BUCK' INSTALLATION 12 1 . C W/2X BUCK 3 Iteml DESCRIPTION Material A 1#10 x 2-1 2 PFH D SCREW STEEL. B1110 X 1-314- PFH WOOD SCREWS m 10 X 1 H WOOD SCR STEEL 1 1 x 4 L S Hine to rome STEEL 10 x 2 LG. PFH WOOD SCREW 3 8 x —1 2 L. PVH WVUV -'icofftw S 4 1 4 x 2-3 4 PFH ELCO OR Ii1M CONCRETE SCREW STEEL 1 4 x t-3 4 Irw PFH ON R SCREW STEEL 9 11 1 4 x 3-3 4 ITW PFH NCRETE SCREW 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL STEEL 12 t 4 x 3-1 ITW PFH CONCRETE SCREW 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 t 4 X 2-1 4 PFH ITW CONCRETE SCREW HEAOER JAM SUGAR PINE SC >= 0.34 WIOOD 21 3 4 THK. PRESSURE TREATED SIOELITE PAD 30 1 2 X 1 X 25 GA. CORRUGATED FAS1ENER STEEL INSTALLATION 1 0 W/IX BUCK lt' DETAIL. "1 INSTALLATION DETAIL .3. B A STCRIK PLASTLAATEE T FFROiAMBOLT AS SHOWN. 1 C 1 DETAIL • 4' All 3 i c u N. T.S. ° R. LFS ; W wx; ° 15225. 5-68 c 0 1 l CROSS SECTION i 4 SECTION 6 co p anon INTERIOR INTERIOREMIOR 2 V CAL*CROSSSECITON con EXTERIOR 65,11 5 VERTICAL CROSS SECTION Voum.vvcwuvmm r.• Iol s lils Z j O oo f : w EXTERIOR G vT24RI1111t 3 VEIMCA,L CROSS SECTION xsL T INTERIOR 6 • VERRCAL CROSS SECTION ovnfip aotkn Alml o 9 2 21 12 N.T.S. w Vs me a°. ° a 15225.5-68 c 6 Or_¢_ IQ ConcreteMASONRY J. MASONRY I SHOWN FOR MASONRYj ell. OPENING TYP. HEAD OPENING - 7 11 REFERENCE OPENING TYP. V1% a JAMBS NEV if HEAD i JAMBS If 00 26 ':*%%'MULLION HOWN FOR 5 REFERENCE RUCK ANCHORING RUCK ANCHORING SUCK ANCHORING MULLION 9 9 MULLION MASONRY SHOWN FOR I SHOWN FOR All 0 SHOWN FOR '-& JAMBS NO 2x ON -SHOWN FOR 3. Amampol TO coo W. JK FS ITW Jpr TAFCON SUCK ANCHORING J=00N, 1/4- r RUCK ANCHORING OPENING 0 C' 3• T III 1 SEE DETAIL J' 111 A IU SEE NOTE 3 1 111 gSHEETJ1 1 MULUON 1 SHOWN FOR REFERENCE ASTRAGAL 1 SHOWN FOR - REFERENCE 1 ONLY 1 - 1 1• T 16 16 a 16 — T6 sr 1? lu s A 5 no()R F DOOR W/SIDELITES W/2x Buc1 Ono W/Ix Burn INSTALLATIOi TYP. HEAD k JAMBS SEE OETAIL 4' n f o W A. 3' 6 -"I 44 - - 6' 1 wrfI_2x f c A SEE SEE DETAIL IHSTALunON 4 DETAIL 3. - - 3. 11MALLAT OK M 1 • V r gIr n1 rYP. HEAD k ! p A,gTRAWLJ JAM85 - T _ _ o SHOWN FOR - Q REFERENCE 1 _' ONLY A L VIEW 'E'-'E' DOUBLE DOOR VIEW A' -'A' ROOM W1 VMX4L OMMI o rwsrnay /b [m. So[ Ipt ntTo 000R we oor•aRn st Item DESCRIPTION Moteriol A 10 x 2-1 2 -PFH—W000 SCREW - DEL g 10 1— c 10 x 1 PFH wooD cREw L 1 10 x 3/4--LG. SCR Hin a to rome STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW 5 1 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL 1 4 x 3-3 4 TTW PFH CONCRETE SCREW 10 X H S STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 fTW PFH CONCRETE S R iEt1 TO AC1 YHOLLOW CONCRETE 13.3MASONRY 1ORBLOCK CONFORMING TO ASTM C90 16 1 1 x 2-1 4 PFH 1TYY CONCRETE SCREW SO TIE ELL HEADER JAMB PINE SG >= 0.4T WOOD 21 3 4 THK. PRESSURE TREATED SIOEUTE PAO 30 1 2- X 1' X 25 GA. CORRUGATED FASTENER STEEL B 1 C: I DETAIL ' 4' A' l A 1 DETAIL ' I' 11 111 DETAIL 3' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. n: 1.F5 3 15225. 5-80 a r •• 1`` i gP OVAiO A INTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR, oils, d 4 20 gg t 13 13 21 ' 12 13 1 VERIICAL.CROSSSECITON 2 1 fC CRM SE ON 3 . VERUCAL CROSS SECTION ix cantipuclbn• C0"!O1 Lo R INTERIOR EXTERIOR. INTERIOR EXTERIOR INTERIOR d 16 eAMUK13 j 4'N VEIMCAL CROSS =ON b VERTICAL CROSS SECtOM 6 VERTICAL CROSS SEC1 OulswlnOcan on N u° wt ? 1 12 sub N.T.S. p Out p Wnf prOt on ona er: JK c R OIWPC •0 a FL-15225.5—BO c aea a O INTERIOR EXTERIOR p. 1 HORIIONIAL CROSS sEmom i n INTERIOR EXTERIOR H 2 fORfZONm CROSSSE ON n2b91 I vb bmI INTERIOR EXTERIOR 5 HORIZONTAL CROSS SECDON. i 6gtI . w f$ R it a$ s FL- 15225-68M c a aar ar p MULLION SHOWN FOR b JAMB JAMB I I VIEW -C•' C' SINGLE DOOR W/SIDEUIES N DETAIL'S c 1 nF SE DETAIL Y 4-3- 11 -1,I- I D /I6.11EAD N i TTP. 6 EAO H p /1NEAD o MlILL10N w SHOWN FOR s REF9tEHCE y I6.9/16' JAMB TTP. ®JAMBS CIA/Id' JAMB 11 T87- j 9 got AD s10 911JANMEAB D wC iL9/ 16.AM— TV. 0 JAMB1 149/ 14rTdn AKV,7a DET •I' , c a i n A i VIEW-E--- E- VIEW D'-"W SINGLE DOOR W141DEUR VIEW "B -V SINGLE DOOR VMW A =•A• RE'fEAN HORN . . I. Qete oncha bootbre at the coam maybe cal Mted to maintain the mini. edge abrtorsas to ma torjolnt& 2. Ca 19 anokalocatiom noted as 9NAx. ON C:EPIW mud be acQusted to maintain the min, edge distance to awfar)obb. oddift" corlaete onctsas may be required to erto" the %4AX ON C&aWdhwndon are not exceeded. 3. Concrete ax.+ror table: ANCHOR AMCN07t Mft OAK CtlAfAMtrE 10/!IASONfI 11UM CVARM/ CE tbAGJACEN/ rek SJLT w", ANCN(* Ur 1. 1/ T TA OOMeI/` ULTRACON IIW 3flr 1-1/T AS SHOWN I ASSMOVIN T Ne I SIDEUM NOTES: 1. The sldeffte b direct set Into the)amb with (12) N8 x 2• plh. wood screws. There are (q at each vMical)amb. from the top down at 13X, 31 , 4&9 6 667. There are (2) of the header at 4 4 from the ovtstde carters of the Game. These are (2) at the A r' from the outside comers. Q W © Standard i • © IIII' lry I I R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phonc 1113.659.9197 Florida Board of Professional Enjoncus Certifiale orAullrorization No. 9913 Product Sub Category Manufacturer Product Name Category - Thermo Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior 119 Industrial Dr 6'8 Single 6 Double Opaque or Glazed Panels w/ a w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing I Outswing Assemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID ff 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method to of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity Involved In the approval process of the product named herein. Urnitatlons: 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 Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturers installation Instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown In drawing FL-15225.5-08. 5. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.88 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.548 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents. 1. Test Report No. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FLA 5225.5-08 RW Building Consultants, Inc. (CA 09813) 3, Calculations Prepared-W Anchoring RW Building Consultants, Inc..(CA 59813) Sheet 1 of 11 Testina Laboratory Sioned by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. 81 ned a Sealed br Lyndon F. Schmidt, P.E. Maned & Sealed by Lyndon F. Schmidt, P.E. t IS rr, I• Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Dox 230 Valrico. FL 33595 Phonc B 13.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9913 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation 6'8 Single a Double Opaque or Gtazed Exterior Swinging Dr Doors w/ a w/o Sidelites Doors Exterior Door1181ndustrial Edgerton. OH 43517 O 1Pring Assemblies Phone 419.298.1740 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID * 1998) for Therma Tru Corporation, based on Rule Chapter No. 6113120-3, Method 1A of the State of Florida Product Approval. Dept. of Business S 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 entiy involved in the approval process of the product named herein. Un11ta1lons: 1. This product ancltidnd has been developed Incompliance with Ihe'Sth Etfition (2014) Flortde Bbllding Code (FBC) stf ictural requirements excluding ft-- %h Velocity Hurrloane2oho'. See the Codification AgencyCarlificate for sizes, specifications and design pressure ratings. 2. Product anchols shall be as listed and spaced as shown on details. Anchor embedment to base material shall 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. All other fastener types to be Installed following fastener manufacturer' s installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown In drawing FLA 5225-68M. 5. Where shims are used, they must be a'rigid / still" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FI-45225.68M 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. Supporting Documents. 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 J E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202, 203-94 2. Drawing No. Prepared by No. FL-15225-68M RW Building Consultants. Inc. (CA f19813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA 09813) Sheet 1 of 1 Testing LaboreLory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Silmod 6 Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed bi Lyndon F. Schmidt, P.E. i * • t V' cujt Of • ' U I/ GN A t+`, Lyndon F. Schmidt, P.E. FL PE No. 43409 2162015 DESCRIPTION AS FURNISHED: Lot 56, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70. thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 85 5.00' 5.00' LOT 18 THORNBROOKE PHASE 1 P.B.79,PGS.3-7) S 00°1455 E 48.91 ' c 19.80' I I I 15.7' o Nr O I 11.3' I 8' RECESS FOR POCKET SLIDER I w n I O LOT 86 h L O FORMBOARD FOUNDATION coTOPOFFORMS - 24.00' I 21 ri b of 25.20' 25.20' 10' UTIL ESMT. 14 N 00°1455" W 23.91 ' LUI - 5,735 NU.T 1. LIVING- 1.467 SO. FT. D=90°00'00" GARAGE - 455 SOFT. R=25.00' LLAMA - 139 03 so.rrrr. SO.F. L=39.27' DRIVEWAY - C=35.36' A/C PAD - 18 SOFT. ROCKY GROVE LANE CB=S 45o14'55'" E WALKWAY - 67 IMPERVIOUS- 45.7 SOFT R TRACT 1 (50' R/11') Z620 SO.Fr. UTIL a ACCESS R/W SOD - 3 11 SO.FT. R/W - 2,000 SOFT Q,r' PROPOSED - FINISHED SPOT GRADE ELEVATION APRON - 110 SOFT PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK - 867 SO.Fi. V" PROPOSED DRAINAGE FLOW FRONT - 25' SOD - 1.027 SO.FT, LOT GRADING TYPE B • REAR - 15' PROPOSED INFORMATION SHOWN AREA - 7,735 SOFT. PROPOSED F.F. PER PLANS - 24.00' +} SIOE - 5.0' BASED ON SUPPLIED PLAN DRIVEWAY - 51J SOFT. SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK - 934 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ CLIENT NOT FIELD VERIFIED SOD 4.136 SOFT. CRUSENME'YER-SCOTT ASSOC., INC. - LAND SURVEYORS LEGEND LEGIm 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r RAT rnuxr011/T LIME rTtLD rn. NOTM, I.P. mEN PIPE PAL . rouD OF REVERT CWvATME I. THE UN0f7Lw m Does mom NXRIDY T1wr TwS suntr YEETS i1K smaRcs or Pwt= ar romw or Twr noRiw eovm or IJL OION M AM - POINT orCD@V" CUTvwTWK PROfESSIOML SURWYM AND UVAI IS of CW= W-I? FLOva IRAOw37 J7W COOT PUIBINN TO SECTION 472417, nomw STATM CAlSET U. CONMETE MD'URRNT RA • RAOIAL yN IA ./DLD MIL No" L 2. IRI m Euvassw RIM SVRYEYOR'S =wnw AND OROWAL XQ= SM IM SLIRWr UW OR COPIES ARE NOT YAIID, VITNE'T rDDRRMY J. THIS SUAWT WAS PREPMf9 FROM MILE N70N111T10N nAM511m M PC SUIIVETDR TMOK WY RE OTlml REPIOCTIUM W. PaC. or CJL CALCULIImOINTOrCOWCNCDFAX : rCRNNCIT°NNpq(14E xWjNE rPOORorCaNLICOICNT OR ME W= TINT A = TNIS PROPERTY. 4. NO 00010ROIPID YPROMIEMR WWE SEEN LOrA7m UNLESS ODWRMISE SHOWN. E CENRRLOC rF. . rl"ISHED NZN)DR E.EVwTIEN O. 1f114 SURVEY 4 PREPARES? MR THE SOLE SENOR OF THOSE CENTIF® TO AID SNMW NOT W RELM UPON Wr Arc oMrn Dim N D NAIL DISR Ds,_ • DUILUM SETOACK LINE RIONT-VAT PA. DECIDNARR 0. OWERMU $NOW FOR THE LOCATION OF OIPROVOIEMS NEREON SNOULD NDr M USED TO REOp131RUCT OWNDW LDBA ESH NT DJ. • DwiE DGRINNO 7. ffAF&V S ARE BaW ASSULED a1W AND ON THE LOW SNOWAS RLSE D ARM (RAL) MARLT. ORAWAM : B C ETHOONS V SHOWN. ARE BOW ON NATIONN. C[OO = 04TW Or ISM UN= OnO MIST NOTED, urn. UTILITY 9. CERTFICATE Or AVTHORIZ471OM W 450C mm oom LINE FENCE vDFG to VOOD FENCETWJU SCALE h 1' 20'— DRAWN BY: •- P.T. POINT CIRVwTIRK POINTOF 1 T prm CERTIFIED B17 MTE ORDER No. RADM : ARCLoaTM PLOT PLAN 0.1-2a-2017 1297-17 O C"MCHMD DEARINS REVISED PLOT PLAN 03-31-2017 FORURDARD FEUNDATI0N/FIEVSS OS—Ot—/7 TO63—17 NORTH THIS BUILDING/PROPERTY DOES.NOT UE WrTNIN •N-` THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' N X. GRUS EVER. A.S. 1 4714 ZONE C' L/AP / 12I ITC 0033 F. W. S R.LS % 4801 UNIVERSAL tuENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection -Plan Review -Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 UES Project No: 0110.1401008.0000 Workonier No: 9317241-2 Report Date: 8/2/2017 In -Place Density Test Report Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite 350 UES Technician: Kendric Reddick Maitland, FL 32751 'Date Tested: 08/02/2017 Project: Thombrooke 40s & 50s, SF House Lots ra L Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 86 ( 451 Rocky Grove Ln. ) Material: Fill Reference Datum: 0 = Top of Fill Tyne of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement'of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pcf) ptimum Moisture 1%) Field Dry Density pcf) Field Moisture 1%1 Soil Compaction 1%1 Fill Depth inch) Pass or Fail 6 Southeast comer of pad 0-1 ft 105.4 11.8 109.1 13.6 104 N/A Pas: 7 Southwest comer of pad 1-2 ft 105.4 11.8 107.1 13.4 102 N/A Pas: 8 Northwest comer of pad 1-2 ft 105.4 11.8 107.4 12.7 102 N/A Pas: 9 Northeast comer of pad 1-2 ft 105.4 11.8 105.8 10.6 100 N/A Pas: 10 Center of pad 2-3 ft 105.4 11.8 109.4 14.4 104 N/A Pas: Remarks: At time of testing no footing had been excavated. All tests taken on pad area. Tn nnlnhlieh n .n 0d 1 n•nlnMinn {n 0 In:..nronhe nGn f 1hn O..hl:n .end ^. h. n11 norm.#..— wnh.n:Nnd en nnnGdnn{:n/ n..+nnd.. of n... nl:nnlw end ft..h.+....e:nn JUL 3 1* CITY OF SANFORD ky;__ _ BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I 7- 1 9 Y 7 Documented Construction Value: S f2 00 O Job Address: _ _ .SI Historic District: Yes El Not Parcel ID: ResidentialK Commercial Type of Work: New 19 Addition Alteration Repair Demo Change of Use Move . Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information lyameoulc6-- brrinesv, 4krr Phone: 4D'1 Coo q -b0 "1' Street: oZ%W lit 6 ,-xn r)- Resident of property? :./ro City, State Zip: • g ;-1-lgnd EU- 3a-1.51 Contractor Information; Name J"Y1 1 I a+r f -e.+ 9:02 ` ,• ro s-.- Phone:• yCf-1 t61 a -lea o"'r Street: a I R-C -RAD r5 . Fax:. City State Zili:- Od tom-. d a rL- 1tx L$P9 ' • State L• icense,No.:. ECoc_o0510(y . Name: ArchitecUEngineer Informaton. , ' Phone: Street: Fax: City., St, Zip: E-mail• Bonding Company: Mortgage Lender: Address: Address: WARNING• TO.OWNER: YOUR FAILURE.T.ORECORD. A NQTICI .OF COjVINIE[VCEME NT MAY RESULT IN YOUR PAYING TWICE FOR IMPR&EMENTS'TO YOUR PROPERTY. A NDTICE OF COMMENCEMENT'1N(1si ltE RECORDED AND POSTED ON 'T1tL )OB 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. rur^ the z Chall he. inicrihed with the date of apphcatlon and the code in effect as of thatdate: S1' Edition (2014) Florida Building Code s NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, 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 vitrification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of per submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated constructiin on value of the job at the time perm .e of submittal. ent ICC Valuation Table Theactualconstructionvaluewillbitis issued, in e gcalculated chargesbased - on the uf guyed off theexecuted contra exceed the actatthe time ual construction value, accordance with local ordinance. Should credit will be, applied to your permit fees when the permit is issued. OWNER'S AFFIDAV T: I certify that all of the foregoing information is accurate and that all work will be done in compliancewithallapplicablelawsregulating• construction and Zoning. 7& Signature ofbwner/Agefit Date Signature of CootmOorlAgcAl to i Print OwnedAgait's Name Print C tractor/Agent' s Name j Ar, t rtq i Signature of Notary- Statc' ofFlorlda Date atwo (Hou t of orida e KAAENHUGHES MotaryPoblic. SiateofFlorida s COMMISOOnIGG069888 µy'tOmm Expires Mar 76, 2071 , pno:.•r• yp*d to Me -Pr ugAWtiaulKOUryAssn. owner/Agent is' personally Known •to Me or Con n Produced ID _Type of IDProduced ID Type of ID 1 BELOW IS FOR OFFICE USE• ONLY Plumbing[] Roof Permits Required: Buildrrig Electricals ' lvlechaniaaj BD Gas Construction Type: " Occupancy Use: ' Flood Zone: It of Stories: Total Sq Ft Min. Occupancy Load: i New Construction: Electric - # of Arnps-- Plumbing-* of Futures g Fire Alarm Permit: Yes[] No. Fii-e.Sprinkle r Permit: Ye No-[] of.Heads APPROVALS: ZONING: ' _ UTILITIES: WASTE WATER: ' r ENGINEERING: FIRE: BUILDING: COMMENTS:' Q/ Revision Response to Comments Permit # Project Address: City of Sanford Building & Fire Prevention Division l Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 10/25/17 act Z4F(O Contact: Daphne Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building SF II - II - (-) RECORD COPY CBUCK EngtnPPrinq Specialty Sftucturc3l Engineering CBUCK, Inc. Certificate of Authorizotion #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 VteVJ!SJ019 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 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 I.q.[kcm t 3.81t. O.oWissuemllW 111111111///'' L. au P . v10ENS4p No 31242 W' 0' STATE OF Fs '•."'(OR10' .•' S/O S\. 111 IN AL 11 Waft since by: lamM L SuMn". A. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK E:nglnL=L=.rinq Page Report No.: zof MM2-StoRV-ER 14 Spedalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 RI Date: 2 / 26 / 15 CSUCK Engineering Page Report No.:35of MM2 StORV-ER 14 Specialty Structural Envneerinq CBUCK, Inc. Certificate of Authorization #8064 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 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for 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 #: QUA 1824). i FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Encgineerin9 Page Report No 4 of MM2-St0RV-ER 14 Specialty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 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 : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CHUCK Engineering Page Report No.: 1 -1 MM2-StORV-ER 14 ISpecialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 26568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 165-104-MM2-StORV-ER 14 of 7 Speclatty Structural ir.ngirt~nq 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 Drawinits 5-1/2" 12^ 1/81 18-1/4" I 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 RI Date: 2/26/15 Report No.: isof-io4-mM2-StORV-ER-14N -C SUCK Engineering Page 7 7 1 speK=icqww Structural encainewino CBUCK, Inc. Certificate of Authorizotion #8064 Installation Method Millennium Metals.. Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7 o.c. 1 1 f2" 4'o.c. 4!'o.c. Typical, Maximum Typical Fastener(s) 11 Gauge King Shank Roofing Nail Base RangeOR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft 6 Ft 8 Ft. 10 Ft. Typical Fastener(s) 40 0 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws 24 Typical Ridge Vent Assembly Isometric View (Not To Scale) CITY OF SANFORD BUILDING PERMIT NTION APPLICATION 1l' • n t a l n t°n P an Application No: 7. 1 S 8 % 1 Documented COaslr0ctiOu Value: S Job Address: I-t 5 R D V t i fDV' LQ.nL Aistonc Di'strriict:.Yea No J Residcntial •.ommercinl Parcel m: ry Type of Work: NerrU Addition Altcratioo Rcpoir Demo Chon`e of U3e Move Description of Work: rne: Plan Review Contact Person: Phone: Fos: Email: property Ownor Information Phone: Name Resident of Property? : Street' Contractor Information F/__ L i..,rS i/ Phone: —q rj92 A4 2-12 Name 7 Far: ' Street: (a3 S Wceosc No.: Ff`r•?Dt?StJ08 City, State Zips —^' S e91L R Stale „,,,.— Archllect/Engincor Information Phone' Name. Far. Street: E-mail: City, St, Zip: Bonding Company: Mortgage Lender: Address: Address: WARNING l0 OWNER, YOUR FAILURE TO RECORD NOTICE OP COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR RECORDED AND POSTED ON TREEJO To YOUR ?RolSITEBEFORETHEVIRSTINSPECTION. tTYANOTICEOFIYININTENDTOICEINOFFINANCING. CONSULT wmi YOUR LENDER OR AN ATTORNEY aLFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Apptiuti- ii herehT made b obaia a Paget b do dte Wwk and ionailatiau a uldicRrd. 1 an tifr .11 ro repwk l tmntlotbn has n th,. i ed pnm b W iupartco of a petmi t ad ow ail —4 .91 be performed b aKta taodrrda of JI 6na g. 0110a1 wletivctfoo in this joriWlctioa. 1 oadentand that . aepanti permit mom b aeeored for dectrtnl work, ploorWop dLaa. weW pooh. Nmun.bollrn, heten.O.N.aed air coadidoaen, etc - - FBC 1033 SW II br larerlaed whb It, d- of.ppiksu.. ra0 de rod- b fmrt n N mN Llr: 3 EOiINa (Ialel krtlr aaltllap Codr P~ Api- In ao m the •drcpuinmunu o! Na pomn, Noe m•Y a •danrwwl rolrieiam appliubk 10 his Woo'^y " m•y be ddni - ouodinNepublgreto of Uis munry. •nd Noe m•Y be •ddni ealo—o' uquucd fmm who N`o^'^e"W enuucs turL ss woo n•n•{ emeM dlslnw, sole geneies. or federal •aeaocs Lim C•w, 1%71). Acmp1•Cc• of peon 1s-Afrcnim the l will owdh the o— of aN pm," of the rcpuiremm. of Florid• o ro • cm of • pl•n nm•w frs the rim• of peaat wbmrwl. A COPY of ar• --"d """d i repaired Cd wdl he mmrd...6 the W-0.1 mnSlmoroo vloe of Uc P>b a du 1Nnc ofwbmrml Th. CrryofS•nfard ryui pYr• n mdv10okulw • lur m+ie`• dwp ed W, on 11w Current 1C'C V•lemm.T•blc in cftal a the nme N• perms b naNd. ilr •me•1 oonmooi?ap-Al will be F1 { all dN r.-=a eews.urrsd Ne •cto•1 mnsoo fim morAowe mN bul ordia . SUM o1COlered e6nit use . creak willbe •pylied a yaw pc""h fm when the permr nWNF"; ApFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws reguloting eaaslrucliore an Ding. 7 d p, ev.ef o.•rAt- - 0e1• nrcawawd• w•'• 1W nrOc.wrAy' r 1•r 1 k li/1 111.3.0/7 p,^,e erlsre.Yaer.retr.w os p ' vre iKwPmh!! OCtaOu IS.1@I w_Aj apWU Waw wm. - ConuauodA b it K wa 1D 1!It pwoer/Agent is' Perawdly Ktoern m Me W - - fhodlteed Typ . Roduced ID --.;_ Type ofJD - BELOW IS FOR OFFICE USE ONLY o MechanicolO Plumbing Goo Roof PermitsRequlred: Building E Flood 7.09e• Construction Type ?—Occupancy Use: Loud: * of Stories: tiotN Sq War Bldg: Mio..Occupancy, Plumbibg'= p of Futures— New Construcl}on: Electric • M of Amply- _ O Fire Sprinkler Perm il: Yuo No M of Hurls Fire Alarm Permit:' Yes O' . APPROYALS: ZOW NG: UTILIT•L•S. WASTEWATER: -- ENGWEEIUNG: — FIRE: —_ BUILDMG:_ COMMENTS: rerwn ersle>• w^ uuu,RsDN CONTRACT I C1R1C AGREEMENT DA7L11 : 11 11,2612017 THORNEBROOK ELECTRICALOAILSAOENf: rn=SINGLE CONTRACT A PRICING PROPERTY OY^'aR TAYLOR MORRISON HOMES FAMILY ISL: ALL ELECTRIC AODBFSS• $01 N CATTLEMAN RD STE IM RLANDOaa:SARASOTA FI. FL ANFORD ubw WIRING PER2011 NEC PERMITTING FEES ARE. NOT INCLUDED TEMPORARY RIONGIII SYNECT TO CHANGE WITHOUT NESEAVATION NI MCMGa NAME AMPS n BIRCH ISM I.S3t $ 4.750.00 1 n.•nwr.7rna 7MA 2.SAS S 6.63S.00 DA NENE 0 200A I.593 $ 6.955.oO MANCHESTER II ISM 2.)3E $ 6.9SS.00 REDWOOD 150A 1.557 $ 4.950.00 MA LOW ISM 2.053 $ .S.835.00 wr.a..s woraww..es.arnu.s.omua.n.r.e a.o.encareranr.uua.r.•unsuwmw..•wau wrrnmrvowwrrn• u n.rr w a.r.r.wa caw w R.•ae ernr nu rua asa.0 CONTRACTOR/OWNER: " DATE: - - DATE: gU7 EDMONSON ELECTRIC: na. Cap...... RnaA • TAmoa. TL 336 3 •hone (6131910 3A03 _ fa.IRI 0.6S46 • waw Edmon%onEltt01C eom Tay I o r M o r r i s o n Taylor Morrison. Orlando Division 260D Lake Lucien Drive, Suite 350 Maitland, FL 32753 Toll free: 966.520370) or Local: 4076290D77 21/30/2017 To whom It may concern, The purpose of this letter Is to notify the City of Sanford that Taylor Morrison has ended Its relationship with Miller Electric. The following homes we request the existing electrical permit issued to Miller electric be transferred to Edmonson Electric. They will complete the remaining work needed to comply with all applicable codes. The homes listed below need to be trimmed and final Inspections called. We appreciate the CltYs assistance In expediting this change. Please call me with any questions regarding this transfer. Lot 242: 250 Merry Brook Cir 27.1082 Lot 242: 254 Merry Brook at 17-2083 Lot 243: 258 Merry Brook Cir 17.2094 Lot 244: 262 Merry Brook Clr 27.2085 Lot 245: 266 Merry Brook Clr 27.1086 Lot 246: 270 Merry Brook Cir 17-1087 Lot 247. 274 Merry Brook Cir 17.1088 Lot 248: 278 Merry Brook Cir 17.1089 tot B5: 455 Rocky Grove Lane 17.1885 tot 86: 451 Rocky Grove Lane 17.2887 Lot 94: 407 Rocky Grove Lane 17.1943 Lot 289: 436 Rocky Grove Lane 17-2996 Lot 294: 426 Rocky Grove Lane 17.2907 Lot 295: 412 Rocky Grove Lane 27.2906 lot 296: 408 Rocky Grove Lane 17-2888 Respectfully, Sean Cowdery Area Construction Manager Taylor Morrison 321-436-4497 LwHor TDy1O[M0r nSOrL Uniibt3. ;^;01$;;u www.tavlormorrlwn [cam 1-7-1867 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name-7-AName-7-A Street: LisI P•oc K'16 love laze - City, State, Zip: M Ft 33.` 1k Design Location: Envelope Leakage Test Results Builder Name: 1106 #10 Permit Office: Permit Number: Jurisdiction: Single Point Test Data: 1 HOUSE PRESSURE: SO FLOW: 111-4 Leakage Characteristics CFM ( 50): t ACH( 50): R402. 4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: I• • - Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 3a`l Florida Building Code Duct Leakage Results Builder AO)A( Neighborhood: nL Lot #: Address: City: State: n Permit #: Square Footage: 52 Stage of Construction for Test Rough in with Air Handler 11 Rough in no Air Handler Post Construction Duct Leakage Test Results: Duct Leakage percent requirement: % System CFM25 Square Footage Duct Leakage CFM/ 100s ft. Location Pass or Fail 1 8 3 Ss 2 3 4 5 0 Pass Fail Rating Company: SkyeTecv Inspection Date: Rater Name: Rater Signature: Beg The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 i 1.866.SKYETEC www. SkyeTec.com DESCRIPTION AS FURNISHED: Lot 86, THORNBROOKE PHASE 4,'6s recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florido. BOUNDARY FOR/CERTIFIED TO: Andrew and Angelo McCombs; First American Title Insurance Company; Inspired Title Services, LLC; TMHF LOT 18 THORNBROOKE PHASE 1 P.B.79,PGS.3-7) S 00*1455 E REC. 1/2• I.R. REC. 112` I.R. NO 1.0. 48. 91 ' NO I.D. 0.1' OFF 19.80' 19.80' $ 1 DR 5.00' 15.7' 113.91 COV'D. b BRICK oS onS I 5.00' 14.3' 1 8• RECESS FOR POCKET SLIDER 1 W LOT 85 I ILOT86h ti lfy'O 0 O) I H O TWO STORY ti 06 RESIDENCE a n FF.- 24.00' 1 O 10 1Q0 5.113.91' rSCSORIC'iK)UiI J 213 0 Qj I BRICK I 1 WALK 21.3' 0.3' 5.00' ON SET NdcD I4596 BRICK 25.20 DR. 25. 4I.R. 10' UTIL. 1.0' ESMT. 0. 9OFFOFREC. 112' I.R. 5' CONE. WALK NO 1.D. N 0001455 " W 23.91 ' ROCKY GROVE LANE TRACT I (5o' Rlw) UTIL. k ACCESS R/W QqP PROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS: PROPOSED DRAINAGE FLOW FRONT a 25' LOT GRADING TYPE B REAR a 15' PROPOSED F.F. PER PLANS - 24.00' SIDE - 5.0' SIDE CORNER - 10' PROPOSED GRADE PER CONSTRUCTION PLAN 4 I D= 90000'00 " R=25.00' L=39.27' C=35.36' CB=S 45014'55" E LVI - D,/3J bV.r 1. LIVING = 1,467 SO.FT GARAGE = 455 SO. FT. ENTRY = 71 SO• FT. LANAI = 139 SOFT BREEZEWAY- N/A SO. FT. DRIVEWAY = 403 SO.FT. A/C PAD = 18 SO.FT. WALKWAY = 67 SO.FT IMPERVIOUS = 45.7 R 2,620 SOFT. SOD - I 115 SO FT R/W = 2.000 SO. FT. APRON = I TO SOFT. SIDEWALK = 867 SO FT. SOD = 1.021 SO rr PROPOSED INFORMATION SHOWN I AREA = 7.735 SOFT. BASED ON SUPPLIED PLAN DRIVEWAY = 513 SOFT AND/OR INSTRUCTIONS PER SIDEWALK = 934 SO FT CLIENT(NOT FIELD VERIFIED) SOD = 4,136 SO.rT. CRUSEMNEYWR-SCOTT ASSOC., INC. - LAND SURVEYORS. LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436PrLATPnLPOINTOMLINE NOTES: rI.P. TIELDIRON PIPE TYP. AG TYPICALPOINTOr REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CVMrr THAT THIS SURVEY MEETS THE STANDARDS Of PRACTICE SET FORTH OY THE FLORIDA BOARD Or IA. IRON ROD LC. POINT OI COMPOUND CURVATURC PROFESWM4L SURVETDRS AND MAPPERS IN OWMR SI-17 FLORID4 ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. RORIDA STATUES CLL CONCRETC MONUMENT WAD. RADIAL 2. UNLESS EMBOSSED WITH SURWYOR•S SIGNATURE AND OROP44L RAKED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R. RCC. 1/2' IS. •/OLD 4596 MR. V.P. HUM -RADIAL VITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNNSNED TO THE SURVEYOR. THERE MAY BE OTHDORESTRIC"ONS PA.0. RECOVERED POINT Or /[GINNING CALL CALCULATED OR Fi15EMENTS THAT AfiEL7 THIS PROPERTY:. P.O.C. POINT Or COMMENCEMENT PALL CRMAIINT REFERENCE NONUNCNT 4. NO UNDERGROUND IMPROVEMENTS M4VT BETDN LOCATED UNLESS OTHERWISE SHOWN. t CENTCRLINC rf. FINISNED BOOR ELCVATION A THIS SURVEY IS PREPARED FOR INC SOLE BENEM Or 1HOSE CERRRTED TV AND SHOUD NOT BE R[LED UPON BY ANY OTHER ENTITY. NLD NAIL L DISK D31_ DLL BUILDING SETDACK LINE RK 0. DIMENSIONS SHOWN FOR THE LOC4TKTN Or IMPROVEMENTS Matron SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. ESH or-VAY EASEMENT CASEMRIGHTENT D.0. BASE ARBASECARING 7. BEARWCS. ARC BASED ASSUMED DATUM AND ON ME LINE SHOWN AS BASE BEARWO (6.9.) DRAIN. DRAINAGE B. E1EVAl1pN5, IF SHOWN. ARE BASED ON MA110NAL CEDOE7IC OANM Of ID29. UNLESS OTHERWISE NOTED. UTIL. UTILITY B CERTIFICATE OF AVTNMZ4TION W 4390. CL,C. CHAIN LINK FCMCE VD'rC. C/D VOOD rCNCE CONCRETE ROCK SCALE 1-- 1• . 20'---4 DRAWN BY: ••• P.C. P.T. ONT Or CURVATLOIE POINT Or TANGENCY CERTIifED BY: DATE ORDER No. DESC. L DESCRIPTION ADIUSRARELENGTH PLOT PLAN 03-29-2017 1207-17 p DELTA REVISED PLOT PLAN 05-31-2017 C.D. CHORD DEARING FORAISOARD FOUNDATION/ELEVS. 08-01-17 3065-17 NORTH 1 A VIA . ADDEDCERTTFICATION 12-13-17 5415-17 THIS BUILDING/PROPERTY DOES NOT UE WITHIN EVER, R.LS. - - - THE ESTABLISHED 100 YEAR FLOW PLANE AS PER FIRM' TOA RUSEN / 4714 ZONE X. MAP / 12117C 0055 F. I JAMES W. SCOTr R.LS 1 4801 4s i 20 Cl,. V G2ovt Lw,,3,