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428 Treasure Ln; 16-170; NEW SFHCOUNT OF SEMINOLE ry-\ 1 O'D IMPACT YFEE STATEMENT STATEMENT NUMBER: 16100003 DATE: June 17, 2016 ?j 2 BUILDING APPLICATION #: 16-10000326 BUILDING PERMIT NUMBER: 16-10000326 UNIT ADDRESS: TREASURE LN. 428 21-19-30-5TT-0000-0200 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: 019NER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL., INC. ADDRESS: 151 SOUTHHALL LN., 200 MAITLAND FL 32751 LAND USE: SINGLE FAMILY DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 428 TREASURE LN. LOT 20 / SFR THORNBROOKE PH 1 FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: x SIGNATURE: PLEASE PRINT NAME) DATE: `p NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT / 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, 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 CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. i 1 11111111 1 11111111 Ili lx Parc..", 1I.YNnniber IllvPatrai [I,,, C,arlc l, ivid 'haylux Nflorl-i,cin Homc j Retum 1),, 2600 L,,;kc Ullicien Driver S u i I c, 50 tN l 1; 1 i i t"I f I, t 1, V (" -,?I; t NOTICL (W C.01104ENCEMEIN't'. state of Florida, ot'semillole. i lac ilmk rsiglwd herchy g i ve's noticc Boat it 11provell lents Nvi 1) be ma& 111 cerri ill rcal propert . and ill accord mIcc M ill] Chapter 7 1 :, 1`11(irikii, slaute's, [lie Ck,flkm ing it (brilmlion is providc cl ill ihir INI(Itlice of' ('orl 111) I t)(tseriptioll tit' property 1_01 txgaf I)es.cription 1'll wil-librito lie I'llase 1, ciccording to the pf"ll therenl, ns recorflcd it) r1kil Book lla,e 7-7orlhe public r, cords 110 H d T Owner ill lorinn tioll Nome 'I avlor NwIc'wrlson of. Florida Inc, Address 2600 Lilke fticien Drivtt Suitc 3.50, Nlaitlan(L FL J22 4= F'eo Simple 'Title Holder NN.A. otln.wtcir tilt mei rid add ress N'ante 'Faylor Morrison cif Florida 111c, Address 21 -kll 3 50, N1,011 600 [AlkilIAICiOt) ]')I and I I, 6S u reiv 7, t eod, ar KA 8, rcrscitfs withilt Ille Suw_ ofFlorido designilied by thc (Dwrier upon ail oln tiolicos or otfio thx:tlnl(.Tll.s lrw he serve(Vas pl'ov, ldt,s by 713-13 00)7., lbrida Statutts: N_A, wner de: sigttntes Ote fbilowitiL, 10 lvc,.,we a cupy OVI'lle pvovilia d it) 7 [3 131, 1)(b), FIQrida Starwes: Nti,A, 1W ],xpiraliwt datc ohlotice ofomimememenr year firoji,i the, clate, ofrecordim-,, WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER713, PART 1, SECTION 713,13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OFCOMMENCEMENT MUST BE RECORDED ANQ,?OSTEP ON THE JOB SITE BEFORE THE FIRST INSPECTION, IF YOU INTENT TO OBTAIN FINANCING, CONSUE T YOUR LENDER OT ATTORNEY: BrFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT, 11 Da (e Sii;, lled Si gn ',I I'll re ol, owliv I's Agen I ksa \Vri-lit zu, I&I tilt". Soria it) rjlld swb," c,11100 tw live im thk by hilm A,so WHgla who is affy k-no 1. )_ _ pa on, 0 1itW, X NA N, ' jj-,ySig11clt4AlT: REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 16-1700 Address: 428 Treasure Lane BUILDING PERMIT Min Max Inspection Descri tion 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICALPERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLUMBING PERMIT ; s ,.., . _. gat Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL; PERMIT -u ; Min Max Ins ection Descri tion 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 D.F'SC.RIPTION AS FURNISHED: Lot 20, TMORNBROOKE PhiFlSE 1, as recorded in Plat Book 79, Pages 3 thru 7, Public Records of Seminole County, Florida. L30L)NDARY FOR/CERTIFIED TO: Billy and Vannie L. Stewart; Inspirers Title Services, LLC; First American Title Insurance Company LOT 21 TRACT H (FUTURE DEVELOPMENT) N 00010, 44 W REC.. 1/2" LR. 50.0.0'. REC. 1/2" I.R. NO 1.D• NO--I.D - _ f lJL 26.80' LOT 20 3 5'x3.5' AC PADS 5.00' 26.80' 5.00' i o COV'D. PATIO ti h 14.0' 5.00' ----a 1 i.2' 5.00, 40.0' f, EO ^ O j co a, rp COrU) 5. 00' 11 I 25. 20 REC. 1/2" I.R. 0.2 NO 1, D. OFF TWO STORY RESIDENCE F F. F.=23.34' s 18. 0' COV' D. o o6 BRICK a 18. 0' i N BRICK WALK 22. 0' F BRICK DR. 25. 20' 10' UTIL. ESMT. 0. 2 OFF l CO O LOT 19 CO 5. 00' 5. L70' X0 43,52' REC. 1/2" I.R. (PC) NO 1. D. N 000l 0' 44" W ON LOT AREA CALCULAT;ONS: LOT = 6, 000 SQ? FT. 50.00' LIVING = 1,453 SQ.FT, GARAGE = 477 SO.FF. ENTRY = 144 SQ.FI v0 ` 4 0 03 LANAI = 400 BREEZEWAY = N/ A DRIVEWAY = 403 SQ. Fi . SQ. FT. SQ,FT. A/C PAO = 25 SQ„FT. G¢ G TREASURE LANE WALKWAY = 70 SQ,FT. IMPERVIOUS = 49. 5 q 50' R/ W) TRACT 1 2,972 SQ.FT. C UTILITY AND ACCESS R/W SOD __ 3 028 SQ F , OFF LOT AREA CALCULATIO^d§:. r`i• PG R/W _550-.. - 5Q F7*- Q¢p. APRON = 110 SQ T. SIDEWALK = 2. 50 So. FT, PROPOSED = FINISHED SPOT GRADE ELEVATION BUILDING SETBACKS: SOD = 190 SQ.FT. PER DRAINA. CE PLANS FRONT = 25' OIL -A -^-_ PROPOSED DRAINAGE FLOW REAR = 15' PROPOSED INFORMATION SHOWN AREA = 6,550 SQ,F E SIDE = 5. 0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SQ.FT'. LOT GRADING TYPE A SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 320 SQ.F'T. PROPOSED F. F. PER PLANS = 23.3' CLIENT(NOT FIELD VERIFIED) SOD = 3218 SQ_FT. R US° 1VA E ETE --- ASCO _TT A,5 ;.S`O C. , INC. — Lei N.D ,5' UR VL' 'DR LEGEND - LEGEND - 5400 E COLONIAL DR. ORLANDO, FL. 32807 .(407)-27773232 FAX (407)-658 1436 P = PLAT PnL. = Ppwr ON LINE- NO)ES:. - F _ FIELD. .. TYP:- p TYPICAL 1.r. " IRON PIPE P,R.C• - POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY TWAT. THIS SURVEY.MEETS THE. MINIMUM TECHNICAL STANDARDS SET -FORTH BY THE RIRON RODP,C.C, POINT pF CONPOUND CURVATURE THE FLORIDA BOARD OF PROFESSIONAL LAND. SURVEYORS. IN CHAPTER. SJ-17 OF FLORIDA ADMINISTRATIVE CODE.-' CH, CONCRETE MONUMENT RAD. • RA IAL '. LR. =,1/2' I.R. v/IILB 4596 - NR: NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR WFORMATION41L PURPOSES ONLY. REC. u. RECOVERED VP. _. WITNESS POINT J. THIS SURt'EY V44S PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.L1B =. POIDIT OF. BEGINNING CALL = CALCULATE P.I c : POINT OF COMMENCEMENT: PRA = PERMANENT REFERENCE MONUMENT FF. = FINISHED FLOOR ELEVATION OR EASEMENTS THAT AFFECT THIS - - - 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED; UNLESS OTHERWISE SHOWN. - U CENT FILMNf.D = NAIL B. DISK B,SL- .BUILDING- SETBACK LINE 5. THIS SUFVEJ I$ PREPARED FCNt THE SOLE BENEFTT OF THOSE, CERTIFIED. TO, AND SHOULD NOT BE RELIED UPON BY ANY OTHER GYTI'rY.. f?iW ^ R[ GNi-pr-WAY BN. =.BENCHHARK B.B. •BASE BEARING S. DIMENSIONS SHOWN FOR THE `LOC LOCATION OF IMPROVEMENTS .HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. DRA; = EASEMENT AGE_ UTILITY 7K41IINGS, ARE 3ASED ASSUMED',DATUM AND ON THE `LINE SHOWN AS BASE BEARING.(B.B.) i'AfN TCt. UTILITY 6. eLEVATI0N8, IF SHOWN, lJ7E BASEC ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. CL.FC. = CHAIN LINK FENCE - 9. CERTIP AM OF AUTHORIZOICIN No. 4596, WFC WOOD FENCE C; D CONCRETE BLOCK SCALE I— I- m 2O'"' DRAWN' BY: POINT CF CURVATURE RT: POINT OF TANGENCY EERTIFlED BY: e DATE ORDfR No.. M"SC. DESCRIPTION R = RADIUS ARC LENGTH PLOTPLAN05-20-16 - 1748-16 B = BELTA FORMBOARD FOUNDATIO1d/ELEVS. 07-26-16 2575--16 C CHORD - F1NAL ELEUSi. 11-15-16 r 3846-76_ C,.' •CHORD BEARING`. NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN I HF ESTABLISHED 100 YEAR . FLOOD - PLANE AS PER "FIRM" T0 G'RUSEN EVER, R.L.S. 4714 ZL>NE X" MAP # 12117C 0055 F. JAM a NJ. SC0 r7.LS j 4801 JUN ZQit CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ S Ll 6 Job Address: `-( Amyte (4kx Historic District: Yes No)K Parcel ID: 27-19-30-$TT-0000-0% 0 Residential ] Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW tS_ - THORNEBROOK LOT NUMBER: 2 Am'140-t. 1,960 ZRo..a Plan Review Contact Person: Daphne Clark ~ i{ Phone: 407-257-6940 Fax: a 9- W1 S Email: daphne —Permits Permits Permits. com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: Address: Fax: 407-257-6940 State License No.: CBC1257462 Architect/Engineer Information Phone: Fax: E-mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction slid zoning.14 G Signature of OyRer/Agent Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name 001, Signature of Notary -State of Flori Ddie G Fe22 -\ y puetrc \ GO .V l* P,' * , edirtJ e Owner/Agent is YFS Personally ®fin to Me or Produced ID N/A Type of ID 6 Signature of &ntractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's Name Q,• NdFF°°9 Signa ure of Notary -State of Florida VUBL c e 5 ' N N cee G 9p;d v Contractor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLYY Permits Required: Building 1 Electrical 1 Mechanical Plumbing[') Gas[-] Roof Construction Type: Total Sq Ft of Bldg: f 0 L— 47 3 • %C _5 t2 367-1 Occupancy Use: Flood Zone. AT T AcOf!D Min. Occupancy Loa4' - # of Stories: Z.t New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes Nod 20. of Heads--- Z, APPROVALS: ZONING: UTILITIES. ENGINEERING: iM kC, 1 1 FIRE: Plumbing - # of Fixtures Z.Z- Fire Alarm Permit: Yes NW WASTE WATER: BUILDING:S(I V -1 y COMMENTS: UL l U (0 ataLct'& 1V(-de od I 7 n g!=R WA S06 c s ghow i Revised: June 30, 2015 Permit Application Permit #: 16- 1700 Address: 428 Treasure Ln Structure Information Construction Type: VB Occupancy Type: R3 Roof Type: Shingle Flood Zone: None Number of Stories: 2 Number of Bathrooms: 3.5 Square Footage: 3 621 Plumbing Fixtures: 22 Fire Sprinkler System: No Fire Alarm: No Occupant Load: 19 City of Sanford Building and Fire Prevention Division 300 N. Park Ave Sanford, FL 32772 2016 Residential Permit Fee Calculation Form Effective February 2016 - August 2016 BP# 16-1700 428 Treasure Lane Type of Construction: `VB SQUARE FOOTAGE OF RESIDENCE LESS GARAGE: 1 31441square feet i SQUARE FOOTAGE OF GARAGE ONLY: I 477 square feet SQUARE FOOTAGE OF GARAGE AND RESIDENCE: 1 3 6211 square feet Dollar Valuation of Work: 375,466.57 State Fee: 114.59 Permit Fee 23,668.27 Application Fee: 25.00 Plan Review Fee: 1,126.40 Total Building Permit Fees: 3,934.26 Plumbing Fixture Calculation 16-1700 428 Treasure Lane Bath Tubs 3 Sinks 1 Drinking Fountain Solar Piping Disposal 1 Soda Fountain Dishwasher 1 Urinals Floor Drain Vacuum Breakers 1 Sewer Connection 1 Washing Machines 1 Ice Maker 1 Water Closets 4 Laundry Tubs Water Heaters 1 Lavatories 5 Water Piping 1 Pool Piping Iwater Softener Showers 1 Total Plumbing Fixtures - 22 s k is7'$ 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: 428 Treasure Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 27-19-30-5TT-0000-0200 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) e OFFICIAL USE ONLY z" 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: W floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 16-1700 Reviewed by: Michael Cash, CFM Date: July 11, 2016 q Application for Right -of -Way Use for Driveway,Walkway & Landscape oRio Y p 1877 _q Department of Planning & Development Services www.sanfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the `o attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's j; right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. V"`+ _0 / _ Know bebelow. M(JQ,j !////////t Callbeforeyou dig. 1. Project Location/Address: /Q N i/ latc- 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date // Completion Date ElEmergencyRepairs IA7 / 4. BriefDescriptionofWork: AWIW AW A14S S 9 This application is submitte Property Owner. Signature: Print Name: AMOK /WIA / kits Address: f u r 7'N /T /(141R, / zlr Phone: 407-&7- 6?4Q Fax- 01Q0`1t)f,@ e(nnl/J /:lii$IgJ/>f CO>'1'I Date: 6 6- V Maintenance Responsibilities/ Indemnification The Requestor; and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the perrnittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-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 Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney' s fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right- of-way. I have read and understand the above statement and by signing this application I agree to its terms. 1 hereby understand anc 491ee to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: 6A(_ 1 V This permit shall be posted on the site during construction. Please call 407. 688.5080, Ext. 5401. 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: September 2010 ROW Use Driveway.pdf s SCPA Parcel View: 21-19-30-5TT-0000-0200 http://parceldetai l.scpafl.org/ParceiDetai linfo.aspx?PLD=2119305TT0... Property Record Card Parcel: 21-19-30-5TT-0000-0200 Owner: TAYLOR MORRISON OF FL INC Property Address: 428 TREASURE LN SANFORD, FL 32771 i Parcpl Information Value Summary Parcel 21-19-30-5TT-0000-0200 Owner TAYLOR MORRISON OF FL INC I Property Address 428 TREASURE LN SANFORD, FL 32771 Mailing i 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 j Subdivision Name i THORNBROOKE PHASE 1 Tax District DOR Use Code S1-SANFORD 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 20 THORNBROOKE PHASE 1 1PB79PGS3TO7 Taxes I 2016 Working i 2015 Certified j I Values Values osUMarket CosUMarket NumberofBuildings O O I Depreciated Bldg Value I Depreciated EXFT Value Market) 48,500 43,500 i Land Value l JusUMarketValue" 48,500 43,500 Portability Adj j Save Our Homes Adj $0 0 j Amendment 1 Adj ' i P& G Adj $0 0 0II Assessed Value $47,850 43,500 Tax Amount without SOH: $885.29 I 2015 Tax Bill Amount $885.29 Tax Estimator Save Our Homes Savings: $0.00 j` Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 7,850 47, 850 ', 0 47,8501 Schools 4 : 0 ; 4$500 j City Sanford 47,850 0 47,85. I SJWM( Saint Johns Water Management) 47,850 0 47,850 j County Bonds 47,850 0 —_ 47,850 Sales Description Date _Look _1Page Amount _Qualified — Vac/Imp I! li No Sales ble Sales FindComparej CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: 2t Amfua (40' Historic District: Yes No)K Parcel ID: 27-19-30-STT-0000-Q,S 0 Residential [) Commercial Type of Work: New Addition El Alteration El Repair El Demo El Change of Use Move Description of Work: NEW SR-- - THORNEBROOK LOT NUMBER : 2Q A'mokt2't- &60 &,A/&All- 36Z/ ZR0--d Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOLITHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS `TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction 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'h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with allppplicable laws regulating construction 9dd zoning. 4 Signature of Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's Name Signature of Notary -State of Floridl, DAe 20 e2 Q2, tiPP PUBLIC G fir, \ v o go Owner/Agent is YM Personally ®Qvn to Me or Produced ID N/A Type of ID L / Signature o ontractor/Agent If Date JOHN ASA WRIGHT Print Contractor/Agent's Name Si a ureofNotgn ary-State of Florida PUBLIC rC;` Contractor/Agent is YES Personally Known to Me or Produced ID NIA 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: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: O & - WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot20ThornokeDapheneIIIAGLE Builder Name: TAYLOR MORRISON HOMES Street: / Permit Office: City, State, Zip: ' Permit Number:y 0 OOwner: Jurisdiction: 6a1D04- Design Location: FL, Orlando 14 , 5=p 1. New construction or existing New (From Plans) 9. Wall Types(2805.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1222.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 205.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1453.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1453.00 ft2 6. Conditioned floor area above grade (ft2) 2600 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. 11. Ducts R= ft2 R ft2 7. Windows(402.5 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 290.6 a. U-Factor: Dbl, U=0.34 197.43 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 229.4 SHGC: SHGC=0.29 b. U-Factor: Dbl, U=0.58 96.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 24.0 SEER:15.25 b. Central Unit 17.6 SEER:15.00 c. U-Factor: Dbl, U=0.34 78.85 ft2 SHGC: SHGC=0.26 13. Heating systems kBtu/hr Efficiency d. U-Factor: other (see details) 30.20 ft2 a. Electric Heat Pump 24.0 HSPF:8.70 SHGC: other (see details) b. Electric Heat Pump 17.8 HSPF:8.20 Area Weighted Average Overhang Depth: 6.610 ft. Area Weighted Average SHGC: 0.292 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2600.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1453.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1147.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 70.37 Glass/ Floor Area: 0.155 PASS TotalBaselineLoads: 71.79 7 7 I hereby certify that the plans and specifications covered by Review of the plans andCKETg4!> this calculation are in compliance with the Florida Energy Code. specifications covered by this indicates compliance calculationwith the Florida Energy Code. PREPARED BY: Before construction is completed r DATE: 5/23/_1.6 this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as de n is in compliance Florida Statutes. COD withtheFloridaEnergyCode. OWNE EN - - - vwnE BUILDING OFFICIAL: C'/- --- - DATE: - . _ DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 5/ 23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant JUN 16 2016 3f rn Page 1 of 5 I, FORM R405-2014 PROJECT Title: Lot20ThornbrookeDaphenelli Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2600 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON HOME Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691000 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1453 13512.9 2 Block2 1147 10323 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1453 13512.9 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1147 10323 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1st Floor 130.9 ft 0 1453 ft2 0.51 0 0.49 2 Floor Over Other Space 2nd Floor ___- _--- 1147 ft2 0 0.1 0 0.9 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1625 ft2 364 ft2 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 1453 ft2 N N 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) 2nd Floor 30 1453 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V O.rnt T_o Wall_T-ype Space R_Value Ft In F_t In Area R-V_alue Fraction-Absor.-Grade%o- 1 N Exterior Frame - Wood 2nd Floor 13 36 6 9 0 328.5 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 36 6 9 4 340.7 ft2 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 18 0 9 4 168.0 ft2 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 36 6 9 0 328.5 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 36 6 9 4 340.7 ft2 0 0 0.6 0 7 W Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft2 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 40 0 9 4 373.3 ft2 0 0 0.6 0 9 Garage Frame - Wood 1st Floor 13 22 0 9 4 205.3 ft2 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 46 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 2 Metal Low-E Double Yes 0.34 0.29 19.5 ft2 1 ft 0 in 11 ft 6 in None None 2 e 3 Metal Low-E Double Yes 0.34 0.26 10.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds None 3 e 3 Metal Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds None 4 e 4 Metal Low-E Double Yes 0.58 0.32 24.0 ft2 9 ft 0 in 0 ft 8 in None None 5 e 4 Metal Low-E Double Yes 0.34 0.26 38.9 ft2 9 ft 0 in 0 ft 8 in None None 6 e 4 Metal Low-E Double Yes 0.37 0.28 8.0 ft2 9 ft 0 in 0 ft 8 in None None 7 s 5 Metal Low-E Double Yes 0.34 0.29 15.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds None 8 s 6 Metal Low-E Double Yes 0.34 0.29 16.3 ft2 1 ft 0 in 11 ft 6 in None None 9 s 6 Metal Low-E Double Yes 0.34 0.29 19.4 ft2 1 ft 0 in 11 ft 6 in None None 10 w 7 Metal Low-E Double Yes 0.34 0.29 30.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds None 11 w 7 Metal Low-E Double Yes 0.35 0.31 22.2 ft2 1 ft 0 in 1 ft 6 in None None 12 w 8 Metal Low-E Double Yes 0.34 0.29 97.1 ft2 11 ft 0 in 0 ft 0 in None None 13 W 8 Metal Low-E Double Yes 0.58 0.32 72.0 ft2 11 ft 0 in 0 ft 0 in None None 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 477 ftz 384 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1986.3 109.05 205.08 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.7 24 kBtu/hr 1 HSPF:8.2 17.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 15.25 24 kBtu/hr cfm 0.75 1 SEER: 15 17.6 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft, DUCTS V/ # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 290.6 ft Attic 6 229.4 ft Attic 2nd Floor 72.65 ft Default Leakage Garage (Default) (Default) 57.35 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan Feb Mar A r Ma Jun X Jul Aug Se Oct Nov Dec Heating JanH Feb Apr I I May Junrj Jul Aulrj Sep Oct Nov Dec Ventin Jan lX Feb lMarlXMar Apr May Jun Jul Aug Se Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC4.29 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 d. U-Factor: other (see details) SHGC: other (see details) Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor Over Other Space c. N/A New (From Plans) 9. Wall Types Insulation Area a. Frame - Wood, Exterior R=13.0 1377.00 ft2Single-family b. Concrete Block - Int Insul, Exterior R=4.1 1222.70 ft 1 c. Frame - Wood, Adjacent R=13.0 205.33 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1453.00 ft2 2600 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 197.43Area ft2 a. Sup: Attic, Ret: Attic, AH: Garage 6 290.6 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 229.4 96.00 ft2 12. Cooling systems kBtu/hr Efficiency 78.85 ft2 a. Central Unit 24.0 SEER:15.25 b. Central Unit 17.6 SEER:15.00 Insulation R=0.0 R=0.0 R= 30.20 ft2 13. Heating systems a. Electric Heat Pump 6.610 ft. b. Electric Heat Pump 0.292 Area 14. Hot water systems 1453.00 ft2 a. Electric 1147.00 ft2 b. Conservation features ft2 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 inspect'gkIDtherwise, a new EPL Display Card will be completed based on installed Code com ' ures. Builder Signature: -^ Date Address of New Home: kBtu/hr Efficiency 24.0 HSPF:8.70 17.8 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot20ThornbrookeDaphenelllAGLE Builder Name: TAYLOR MORRISON HOMES Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691000 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/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form P405 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, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v4.0 5/23/2016 4:17:13 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot20ThornbrookeDaphenellIAGLE Builder Name: TAYLOR MORRISON HOMES Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691000 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: ELA: EgLA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Softwar Page 1 of 1 Manual S Compliance Report Job: Lot20ThornbrookeDaph... wrightsoft p ~ Date: 5/28/2015 Zone 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, z Projectlnformation x, For: TAYLOR MORRISON HOMES doling Eui mentM Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17289 Btuh Outdoor design WB: 76.3°F Latent gain: 2385 Btuh Indoor design DB: 75.0°F Total gain: 19674 Btuh Indoor RH: 50% Estimated airflow: 800 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: 25HBC524A"30+FX4DNF025L Actual airflow: 800 cfm Sensible capacity: 18848 Btuh 109% of load Latent capacity: 3439 Btuh 144% of load Total capacity: 22287 Btuh 113% of load SHR: 85% Entering coil DB: 75.3°F Entering coil WB: 62.6°F v ,,Heating Equipment a ? Design Conditions Outdoor design DB: 41.70F Heat loss: 16573 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HBC524A"30+FX4DNF025L Actual airflow: 800 cfm Output capacity: 22225 Btuh 134% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 800 cfm Output capacity: 5.9 kW 121 % of load Temp. rise: 66 OF The above equipment was selected in accordance with ACCA Manual S. Entering coil DB: 69.7°F Capacity balance: 33 OF Economic balance: -99 OF W11 htSOft" 2016-May-2316:05:45 1_,, Q Right -Suite® Universal 2017 17.0.03 RSU24011 Page 1 Aaa...phenelIIAGLE\ Lot 20ThornbrookeDaphenelIIAGLE.rup Calc = MJ8 House faces: E wrightsoftg Manual S Compliance Report Zone 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 HOMES Design Conditions Job: Lot20ThornbrookeDaph... Date: 5/28/2015 By: FJF Outdoor design DB: 92.5°F Sensible gain: 13780 Btuh Entering coil DB: 78.2°F Outdoor design WB: 76.3°F Latent gain: 2495 Btuh Entering coil WB: 64.0°F Indoor design DB: 75.0°F Total gain: 16274 Btuh Indoor RH: 50% Estimated airflow: 587 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: 25HBC518A"30+FB4CNP018L Actual airflow: 587 cfm Sensible capacity: 14290 Btuh 104% of load Latent capacity: 2767 Btuh 111% of load Total capacity: 17057 Btuh 105% of load SHR: 84% Design Conditions Outdoor design DB: 41.7°F Heat loss: 11218 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Carrier Model: 25HBC518A"'30+FB4CNP018L Actual airflow: 587 cfm Output capacity: 16522 Btuh 147% of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 587 cfm Output capacity: 3.2 kW 98% of load Temp. rise: 50 OF The above equipment was selected in accordance with ACCA Manual S. L wri htsoftx 2016-May-2316:05:45 9 Right -Suite® Universal 2017 17.0.03 RSU24011 Page 2 CCK ...phenelIIAGLE\Lot 20ThornbrookeDaphenelIIAGLE rup Calc = MJ8 House faces: E Component Constructions Job: Lot20ThornbrookeDaph... wrightsoft, P Date: 5/28/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES o e m Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 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 ff) - 17 (M Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain W Btuh/ft-F ft-°F/Btuh Btuh/W Btu Btu h/W Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 329 0.091 13.0 2.58 846 2.34 770 fnsh, 2"x6" wood frm, 16" o.c. stud e 320 0.091 13.0 2.58 824 2.34 750 s 314 0.091 13.0 2.58 807 2.34 735 w 308 0.091 13.0 2.58 793 2.34 721 all 1270 0.091 13.0 2.58 3270 2.34 2975 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 321 0.201 0 5.69 1827 4.35 1397 board int fnsh e 97 0.201 0 5.69 552 4.35 423 s 305 0.201 0 5.69 1734 4.35 1326 w 204 0.201 0 5.69 1161 4.35 888 all 927 0.201 0 5.69 5273 4.35 4034 Partitions 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2" x4" wood frm, 16" o.c. 187 0.091 13.0 2.58 483 1.44 270 stud Windows 2A-2om: 2 glazing, cir low-e outr, air gas, mti no brk frm mat, clr innr, n 19 0.340 0 9.62 187 12.0 233 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (6.3 ft s 19 0.340 0 9.62 187 13.4 260 window ht, 11.5 ft sep.); 6.67 ft head ht all 39 0.340 0 9.62 374 12.7 494 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 10 0.340 0 9.62 96 26.4 264 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.26); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.5 ft sep.), 6.67 ft head ht e 30 0.340 0 9.62 289 26.4 793 all 40 0.340 0 9.62 385 26.4 1057 10C-m: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 24 0.580 0 16.4 394 14.3 343 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, e 39 0.340 0 9.62 374 11.4 443 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.26); 9 ft overhang (6.3 ft window ht, 0.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 8 0.370 0 10.5 84 15.5 124 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.28); 9 ft overhang (8 ft window ht, 0.67 ft sep.), 6.67 ft head ht 2016-May-23 16:05:45 C wrightsoft' Right -Suite® Universal 2017 17.0.03 RSU24011 Page 1 phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 15 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29), 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.5 ft sep.); 6.67 ft head ht w 30 0.340 all 45 0.340 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, s 16 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (5.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2B-2fm: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 22 0.350 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 If overhang (3.7 ft window ht, 1.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 97 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 11 ft overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 72 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 0 9.62 144 10.6 159 0 9.62 289 28.8 864 0 9.62 433 22.7 1023 0 9.62 157 13.4 219 0 9.90 220 35.9 797 0 9.62 935 12.0 1167 0 16.4 1182 16.8 1213 11 DO: Door, wd sc type n 18 0.390 0 11.0 197 12.0 214 Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" 1460 0.032 30.0 0.91 1322 1.74 2535 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 131 0.989 0 28.0 3664 0 0 Wrl htSoft' 2016-May-23 16: ge 2gRight-Suile® Universal 2017 17.0.03 RSU24011 Page phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E o o 0 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btu h/ft1-IF ft2-°F/Btuh BtuhW Btu Btuh/W Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 112" gypsum n 321 0.201 0 5.69 1827 4.35 1397 board int fnsh e 97 0.201 0 5.69 552 4.35 423 s 305 0.201 0 5.69 1734 4.35 1326 w 204 0.201 0 5.69 1161 4.35 888 all 927 0.201 0 5.69 5273 4.35 4034 Partitions 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2" x4" wood frm, 16" o.c stud Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (6.3 ft s window ht, 11.5 ft sep.); 6.67 ft head ht all 10C-m: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.26); 9 ft overhang (6.3 ft window ht, 0.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.28); 9 ft overhang (8 ft window ht, 0.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 1 ft overhang (5.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 11 ft overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32), 11 ft overhang (8 ft window ht, 0 ft sep.), 6.67 ft head ht 187 0.091 13.0 2.58 483 1.44 270 19 0.340 0 9.62 187 12.0 233 19 0.340 0 9.62 187 13.4 260 39 0.340 0 9.62 374 12.7 494 24 0.580 0 16.4 394 14.3 343 39 0.340 0 9.62 374 11.4 443 8 0.370 0 10.5 84 15.5 124 16 0.340 0 9.62 157 13.4 219 97 0.340 0 9.62 935 12.0 1167 72 0.580 0 16.4 1182 16.8 1213 wri htsoft' 2016-May-2316:05:45 Q Right -Suite® Universal 2017 17.0.03 RSU24011 Page 3 ACCek ._phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E Doors 11 DO: Door, wd sc type Ceilings none) Floors 22A-tpl: Bg floor, light dry soil, on grade depth n 18 0.390 0 11.0 197 12.0 214 131 0.989 0 28.0 3664 0 0 htSOfty 2016-May-23 16:05:45 Wil 9 Right-Suile® Universai 2017 17.0.03 RSU24011 Page 4 ACCN ... phenelIIAGLE\ Lot 20ThornbrookeDaphenelIIAGLE.rup Calc = MJ8 House faces: E Component Constructions Job: Lot20ThornbrookeDaph... Wrlghtsof't¢ Date: 5/28/2015 I Zone 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 HOMES Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range ('F) - 17 ( M Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' Btu h/ft2-OF ft2-°F/Btuh Btu h/W Btu Btu h1ft2 Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 329 0.091 13.0 2.58 846 2.34 770 fnsh, 2"x6" wood frm, 16" o.c. stud e 320 0.091 13.0 2.58 824 2.34 750 s 314 0.091 13.0 2.58 807 2.34 735 w 308 0.091 13.0 2.58 793 2.34 721 all 1270 0.091 13.0 2.58 3270 2.34 2975 Partitions none) Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.26); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.5 ft sep.); 6.67 ft head ht e all 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.29); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.5 ft sep.); 6.67 ft head ht w all 2B-2fm: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3.7 ft window ht, 1.5 ft sep.); 6.67 ft head ht Doors none) Ceilings 1613-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors none) 10 0.340 0 9.62 96 26.4 264 30 0.340 0 9.62 289 26.4 793 40 0.340 0 9.62 385 26.4 1057 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 28.8 864 45 0.340 0 9.62 433 22.7 1023 22 0.350 0 9.90 220 35.9 797 1460 0.032 30.0 0.91 1322 1.74 2535 wri htsoft 2016-May-2316:05:45 9 Right -Suite@ Universal 2017 17.0.03RSU24011 Page 5 phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsoftq Project Summary Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Notes: RVSD 4/15/16 JA LS 5/23/16 JA Job: Lot20ThornbrookeDaph... Date: 5/28/2015 By: FJF 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 24420 Btuh Structure 25946 Btuh Ducts 3372 Btuh Ducts 5123 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 27791 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 31069 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3946 Btuh Ducts 934 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft2) 2600 2600 Equipment latent load 4880 Btuh Volume ft3) 26762 26762 Air changes/hour 0.41 0.21 Equipment total load 35949 Btuh Equiv. AVF (cfm) 183 94 Req. total capacity at 0.70 SHR 3.7 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. wri htsoft 2016-May-2316:05:45 Tw-g Right -Suite® Universal 2017 17.0.03 RSU24011 Page 1 A(a0l,...phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsofta Project Summary Zone 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Notes: RVSD 4/15/16 JA LS 5/23/16 JA Job: Lot20ThornbrookeDaph... Date: 5/28/2015 By: FJF Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 15784 Btuh Ducts 789 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 16573 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 1453 1453 Volume (ft3) 13622 13622 Air changes/hour 0.38 0.19 Equiv. AVF (cfm) 86 44 Heating Equipment Summary Make Carrier Trade CARRIER Model 25HBC524A*'30 AH R I ref 7017280 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.7 HSPF 24000 Btuh @ 47°F 27 OF 800 cfm 0.048 cfm/Btuh 0.30 in H2O Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 16466 Btuh Ducts 823 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 17289 Btuh Latent Cooling Equipment Load Sizing Structure 2385 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 2385 Btuh Equipment total load 19674 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Carrier Trade CARRIER Cond 25HBC524A"30 Coil FX4DNF025L AH R I ref 7017280 Efficiency 12.5 EER,15.25 SEER Sensible cooling 18000 Btuh Latent cooling 6000 Btuh Total cooling 24000 Btuh Actual air flow 800 cfm Air flow factor 0.046 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.88 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed Wrl htSOft° 2016-May-2316:05:45 g Right-Suile® Universal 2017 17.0.03 RSU24011 Page 2 ACCK_.phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsoft, Project Summary Zone 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 HOMES Notes: RVSD 4/15/16 JA LS 5/23/16 JA lnforfil Ions.. Weather: Orlando Intl AP, FL, US Job: Lot20ThornbrookeDaph... Date: 5/28/2015 By: FJF 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 8636 Btuh Structure 9480 Btuh Ducts 2583 Btuh Ducts 4300 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 11218 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 13780 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1560 Btuh Ducts 934 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ftz) 1147 1147 Equipment latent load 2495 Btuh Volume (ft3) 13140 13140 Air changes/hour 0.44 0.23 Equipment total load 16274 Btuh Equiv. AVF (cfm) 97 50 Req. total capacity at 0.75 SHR 1.5 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model 25HBC518A"30 Cond 25HBC518A"30 AHRI ref 7021917 Coil FB4CNP018L AHRI ref 7021917 Efficiency 8.2 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 13200 Btuh Heating output 17800 Btuh @ 47°F Latent cooling 4400 Btuh Temperature rise 28 OF Total cooling 17600 Btuh Actual air flow 587 cfm Actual air flow 587 cfm Air flow factor 0.052 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. htS0't 2016-May-2316:05:45 Wrl g Right-Suite(E) Universal 2017 17.0.03 RSU24011 Page 3 AcUll_.phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsoft' Right-M Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot20Th orn b roo keDaphenel Date: 5/28/2015 By: FJF 1 Room name Entire House Zone 1 2 Exposed wall 283.9 it 130.9 it 3 Room height 9.2 it 9.3 it 4 Room dimensions 5 Room area 2920.0 W 1460.0 it' Ty Construction U-value Or HTIVI Area (tt2) Load Area (ft2) Load number Btuh/tt20F) Btuh/ft2) or perimeter (it) 13tuh) or perimeter (it) 13tuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool IW 12C-Osw 0.091 n 2.58 2.34 329 329 846 770 0 0 10 t_" 13A-20cs 0.201 n 5.69 4.35 341 321 1827 1397 341 321 1827 1397 2A-2om 0340 n 962 12.02 19 0 187 233 19 0 187 233 V 12C-Osw 2A26m_.. 'J E_, Mb.340 e 9. 62 2:34 26.42 360 J 10 320 0 824 96 2"64' 0 0 0 0 0 VN13A-2ocs 0.201 e 5.69 4-35 1158 9/ 552 423 168 9/ 552 42d 1 OC-m 0.580 e 16.41 14.31 24 20 394 343 24 20 394 343 2A-2om 0.340 e 9.62 11.39 39 39 374 443 39 39 374 443 2A-2om 0.370 e 10.47 15-48 8 7 84 124 8 7 84 124 2 Os- 091 s 1, " : 2 ' 58 2.34 329 314 807• L--G 735 O 0 0 2A or 9.62 10-61 15 12 144 t59 0 0 V 13A-2ocs 0.201 s 5.69 4.35 341 305 1734 1326 341 305 1734 1326 G 2A-2om 0.340 s 9.62 13.40 16 0 157 219 16 0 157 219 G 2A-2om 0.340 s 9.62 13.40 19 0 187 260 19 0 187 260 12C79sw 0.091 w,. 2.58 2.34 360 308 793 721 0V1, 2k-26m,,, 0.340 w• 9:62 28.79 30 0 89 864 0 g&, o 0 0 0. 213,2f 350 9.90 35.90 22 0 220 797 0 0 0 0 13A-20cs 0.201 w 5.69 4.39 373 204 1161 888 373 204 1161 888 2A-2o 0.340 w 9.62 12.02 97 97 935 1167 97 97 935 1167 2A-2omd 0.580 w 16.41 16.85 72 72 1182 1213 72 72 1182 1213 1 "0 0.0 91 2.58 1.44 77777729 187 205 q1--D D-, 11 1 0.390 n 11.04 11.99 18 17777TW1777W 18 197 214 18 18 197j2C168-30ad 1"' 0.032 0.911 1.74 1460 1460 1322 2535 0 01 0 01 77 6 c) A ED excursion 1 3075, 2934 Envelope loss/gain 18746 19984 13116 11456 12 a) Infiltration 5673 1797 2668 845 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 5 1150 Appliances/other 3015 3015 Subtotal (lines 6 to 13) 24420 259461 15784 16466 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 24420 25946 15784 16466 15 Duct loads 14%1 20%1 3372 5123 5% 5% 789 823 Total room load 277911 31069 16573 17289 Air required (cfm) 1387 1387 800 800 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed Fk wrightsc3ft' 2016-May-23 16:05:45 14-1-Ck Right -Suite® Universal 2017 17.0.03 RSU24011 Page 1 phenellIAGLE\Lol2OThornbrookeDaphenellIAGLE.rup Calc = MJ8 House faces: E wrightsoftRight-M Worksheet Entire House DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name Zone 2 2 Exposed wall 153.0 It 3 Room height 9.0 it 4 Room dimensions 5 Room area 1460.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft2 °F) Btuh/ftz) or perimeter ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W - 12C-Osw - 0.091 n '; 2.58 2.34 329 329 846 saw : 770 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 G 2A-2om 0.340 n 9.62 12.02 0 0 0 0 1 1 r'y12CiOsw 2A- 2om 0. 091 0. 340 e e 2. 58 9. 62 2; 34 26: 42 360 10 320 0 824 96 750. 13A- 2ocs 0.201 e b.69 4.3b U U U U 10C- m 0.580 a 16.41 14.31 0 0 0 0 2A- 2om 0.340 e 9.62 11.39 0 0 0 0 2A- 2om 0.370 e 10.47 15.48 0 0 0 0 IA/ 12C-05w 2A 0. 091 s 2:58 2:34 1329 314 807 735 2om0.340 s 9.62 10.61 n'=-15. I'' 12 144'• 159 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 12C-Osw 0.091 w 2.58 2.34 360 308 793 721 2A tom 0.340 w 9.62 28.79 30 0 289 864 28 2f rn 0.350 w --5.69 9M 35. 90 22 0 220 797 13A-2ocs - 0.201 ---w 4.35 0 0 0 0 2A-2om 0.340 w 9.62 12.02 0 0 0 0 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 6 c) AED excursion 141 Envelope loss/ gain 5630 8528 12 a) Infiltration 3006 952 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 18636 9480 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 8636 9480 15 Duct loads 30 % 45 % 2583 4300 Total room load 11218 13780 Air required ( cim) 587 587 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rights oft- 2016-May-23 16:05:45 CPk Right - Suite® Universal 2017 17.0.03 RSU24011 Page 2 phenelllAGLE\Lol20ThornbrookeDaphenelllAGLE. rup Calc = MJ8 House faces: E wrightsoft' Right-JO Worksheet Zone 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: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name Zone 1 mstr rm 2 Exposed wall 130.9 it 28.5 it 3 Room height 9.3 it 9.3 it heat/cool 4 Room dimensions 1.0 x 249.8 it 5 Room area 1460.0 ft2 249.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ftz) or perimeter it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 1-2- -Osw 0.091 6"" 0.00 h, 000 k..a a , 0 c 0 0 0 IV, ' 1t" i0l a 0 0 0' W 13A-2ocs 0.201 n 5.69 4.35 341 321 1827 1397 0 0 0 0 L 2A-2om 0.340 in 9.62 12.02 19 0 187 233 0 0 0 0 12C Osw 0 091 e* 0.00 0.00 0 0 0 0 0 0 0 0 1 1 2A 2om 0 340 e' 0.00' 0.00 0 0 0 0 T„0 0 0 y 0 2A_ 2gm,....,<,. 4,0.340 e 0.00 0.00 0 0 0 0 ray ..0..._ 0 0' W 13A- 2ocs 0.201 a 5.69 4.35 168 97 552 423 0 0 0 0 10C- m 0.580 a 16.41 14.31 24 20 394 343 0 0 0 01 2A- 2om 0.340 a 9.62 11.39 39 39 374 443 0 0 0 0 2A- 2om 0.370 e 10.47 15.48 8 7 84 124 0 0 0 0 12C Osw : 0 091 s ,' 0.00 0.00 0 0 0 0 0 0 0 0 2A 2om is 0 340 s a _0)00 0.0 0 0 0 0 0 I' 13A- 2ocs 0.201 s 5.69 4.35 341 305 1734 1326 149 130 739 565 2A- 2om 0.340 s 9.62 13.40 16 0 157 219 0 0 0 OI 2A- 2om 0.340 s 9.62 13.40 19 0 187 260 19 0 187 260 12C Osw 0 091 w 0 00 0 00 0 0 0 0 0 0 0 0' 2A- 2om 26- 2fm e0340 w,0.00', 0:00 0;0 0 0 0 0 0- 0; 0350 w., 0:00; a•,0.00 mom,>0 0 0 : 0 0 ' 0 0'' 13A- 2ocs 0.201 w 5.69 4,35 373 204 1161 888 117 58 332 254i 2A- 2om 0.340 w 9.62 12.02 97 97 935 1167 58 58 561 700 2A- 2omd 0.580 w 16.41 16.85 72 72 1182 1213 0 0 0 0 6 c) AED excursion 29341 1 928 Envelope loss/gain 13116 11456 2616 2707 12 a) Infiltration 2668 845 580 184 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/ other 3015 600 Subtotal ( lines 6 to 13) 1 15784 16466 3196 3721 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 15784 16466 3196 3721 15 Duct loads 5% 5% 789 823 5% 5% 160 186 Total room load 16573 17289 3356 3907 Air required (cfm) 800 800 162 181 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft` Right-SuiteC Universal 2017 17.0.03 RSU24011 2016-May-23 1 :05:3 phenelllAGLE\ Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E Page wrightsoft' Right-JO Worksheet Zone 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: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name mslr loth mstr wic 2 Exposed wall 10.9 it 9.5 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 1.0 x 111.3 it 1.0 x 47.0 it 5 Room area 111.3 ft2 47.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btu ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W i 12G0sw , 0.091 n _ 0.00 0.00 0 0 D ig: - 0 MOV, 0 I -. 0 0 0' W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 I-G 2A-2om 0.31 n 9.62 12.02 0 0 0 0 0 0 0 0 1 1 12C-Osw 2A 2om 0.091r• 0.340 a e 0:'OQ 0.00 0.00 0.00 0 0 0 0 0 0 0 0'• 0 0 0 0 0 0' 0' I 3A s H 0 0 0 0 0 2A 2om _I 0.3 01-- a 10.47I 15.4839 01 0 0 2A 2om "':0.340 r^s" 0i00 , . 000 A €0 ,> _ =,0, 0 - .* 0 0 a_ 0.,.-0 €0 13A-2ocs 0.201 s 5.69 4.35 103 86 491 375 89 89 504 386 2A-2om 0.340 s 9.62 13.40 16 0 157 219 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 12C Osw 0.09 w• 0.00 0.00 0 ,. 0 0 0 0 0 0 0' 2A2om 0340 w; 0.00 0.00 ' 0 0 0 - 0 0 08 0 0 28-2fm,3:: 0.350 w 0.00 0.00 .: 0 .. b. 0 0 0 0 0 0' y 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-20m 0.340 w 9.62 12.02 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 6 c) AED excursion 19 8 Envelope loss/gain 1230 768 770 377 12 a) Infiltration 224 71 193 61 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1454 839 964 439 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1454 839 964 439 15 Duct loads 15% 5% 73 42 5% 5% 48 22 Total room load 1527 881 1012 461 Air required (cfm) 74 41 49 21 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft" 2016-May-2316:05:45 AGCP. Right -Suite® Universal 2017 17.0.03 RSU24011 Page 4 phenelllAGLE\Lof20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsoft' Right-J® Worksheet Zone 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: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name mstr we mstr wic int 2 Exposed wall 0 it 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 5.5 x 3.5 it 1.0 x 39.0 It 5 Room area 19.3 it' 39.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W '" :-rt12C-Osw 0.091 n i 0.00 0.00 0 0 r 0 0 0 0- W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 I 2A-2om 0.340 n 9.62 12.02 0 0 0 0 0 0 0 OI 12C Osw , 0 091 e 0.00 0.00 0 0 0 0 0 0• 0 O 11 2A 2om 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0' 2A 2om :. 0.340 ; e .' 0.00 0.00 a,w•0 0 0 •. 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 10C-m 0.580 a 16.41 14.31 0 0 0 0 0 0 0 0 2A-2om 0.340 e 9.62 11.39 0 0 0 0 0 0 0 0 2A-2om 0.370 e 10.47 15.48 0 0 0 0 0 0 0 0 12C-Osw' 0 091 s ;' 0 00 0.00 0 0 0 0 0 0 ' ' 0 0 C 2A-2om 0.340 s•1 <0:00 0'00 0. 0 0 0 _'' 0 0-" 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 12C-Osw ` 0 091 0.00 0.00-0 Y F0 0 0 0 0 . 0' 0 2om 0 340 w, w 0.00 0.00 0 0 0 rv<<< 0 0 0 0 0t2A7G282frn0350w0.00 0.00 APO 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2om 0.340 w 9.62 12.02 0 0 0 0 0 0 0 0 t--G 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 12C'Osw 0 091 2.58 1.44 0 0 0" 0 "" 0 0 0 A 11D0 0,390 n.; 11.04 11.99 0 0_ 0 0 0'6_ 0 0 0 r 1 aR-anart n n,49 n on n nn n n n n n n n n 1 Nvi 6 c) AED excursion 101 0 Envelope loss/gain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 5 Subtotal (lines 6 to 13) 0 5 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 0 5 15 Duct loads 5% 5% 0 0 5% 5% 0 0 Total room load 0 5 0 5 Air required (cfm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigFltSoft" Right -Suite® Universal 2017 17.0.03 RSU24011 2016-May-23 1 Page 5GP.... phenelllAGLE\Lot2OThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E g wrightsoft' Right-J® Worksheet Zone 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: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name family rm brkfst/kit 2 Exposed wall 16.0 ft 36.5 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 1.0 x 385.8 It 11.5 x 25.0 It 5 Room area 385.8 ft2 287.5 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (W) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-0sw 0.091 n•3 0 00 W 0 0-" 0 A' 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 233 214 1216 930 2A-2om 0.340 n 9.62 12.02 0 0 0 0 19 0 187 233 12C Osw z 0 091 e' 0.0o 0.00 0 0 0 0 0 0 0 0 1 1 2A 2om 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0' n o.., n znn n nn n nn n n n n n n n n 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 10C-m 0.580 a 16.41 14.31 0 0 0 0 0 0 0 0 2A-2om 0.340 e 9.62 11.39 0 0 0 0 0 0 0 0 2A-2om 0.370 e 10.47 15.48 0 0 0 0 0 0 0 0 12C Osw = 0 091 5 a 0:00 0.00 0 0 0' 0 0-, 0 e =o 0 2A=2om-' 0.340 s`E 0.00 1000 0 0 0 0' 0' 3.0.:. 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-20m 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 12C-Osw 0 091 w' 0:00 0.00 0 0 0- 0 0 0 0 0 2A-2om ': 0.340 w 0.00 0.00 s 0 0 0 0 0 0 0 0 2B;2f m 0.350 w, 0.00 0.00 0 0 0 0 0 0 0 0' 13A-2ocs 0.201 w 5.69 4.35 149 77 440 336 107 68 389 298 2A-2om 0.340 w 9.62 12.02 0 0 0 0 39 39 374 467 t-C 2A-2omd 0.580 w 16.41 16.85 72 72 1182 1213 0 0 0 0 61 c) AED excursion 11457 597 Envelope loss/gain 2069 3006 3188 2526 12 a) Infiltration 326 103 743 235 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 0 0 Appliances/other 600 1 1200 Subtotal (lines 6 to 13) 2395 4399 3931 3961 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2395 4399 3931 3961 15 Duct loads 15 5 % 120 220 5 % 5 % 197 198 Total room load 2515 4619 4128 4159 Air required (cfm) 121 214 199 192 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2016-May-2316:05:45 ALGA Right -Suite® Universal 2017 17.0.03 RSU24011 Page 6 phenel IIAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsoft' Right-J® Worksheet Zone 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: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name pwdr util 2 Exposed wall 0 it 0 it 3 Room height 9.3 It heat/cool 9.3 it heat/cool 4 Room dimensions 6.0 x 6.5 it 1.0 x 45.3 it 5 Room area 39.0 ft2 45.3 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area (ft2) Load number 131uh/it2 °F) 131uh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C Osw , r' 0.091 n 000 O OD 0 0 0"" 0 0 0 s0 0' y/ 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2om 0.340 n 9.62 12.02 0 0 0 0 0 0 0 0 11 12C-Osw• 2A 2om 2A-2om-.... 0.091 0.340 0.340340 e e, 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 0_" 0• 0 0= 0 0 0 0 0 S 0 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 0 0 0 0 IOC-m 0.580 a 16.41 14.31 0 0 0 0 0 0 0 0 2A-2om 0.340 e 9.62 11.39 0 0 0 0 0 0 0 0 2A-2om 0.370 e 10.47 15.48 0 0 0 0 0 0 0 0 i 12C Osw ;; 2A-2om' 0:0910.340 ss 0.00 0.00 0:00 0.60 0 0 0 0 0 0 0 0 0 w 0 0 0 0 0 O 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 13.40 0 0 0 0 0 0 0 0 12C-Osw" 0 091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 2B'2fm 0 340 0.350 w w' 0.00 0.00 0.00 0.00 0 0„' 0 DO0>.:r0 0 s 0 0 0 O: 0 0 0 0', 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.62 12.02 0 0 0 0 0 0 0 0 G 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 12C.Osw : 11DO-`.;" 0 091 0390 n 2.58 11.d4 1:44,, 11.99 0 0 0 0 0 O_,:0 Q0 56 0 56 0' 144 0 81= 0 C 168-30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F , 3,22A-tpl " ' 0.989 2799 0:00 '`. 39 0 0 D 45 0;----0 r x0' L 1 a: 6 c) AED excursion 0 13 Envelope loss/gain 0 0 144 68 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 600 Subtotal (lines 6 to 13) 0 5 144 668 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 144 668 15 Duct loads 5% 5% 0 0 5% 5% 71 33 Total room load 0 5 151 702 Air required (cfm) 0 0 7 32 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig h tsoft- 2016-May-23 16:05:45 Right -Suite® Universal 2017 17.0.03 RSU24011 Page 7 phenelllAGLE\Lol20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsoft' Right-JO Worksheet Zone 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: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 13A-2ocs 021 5.69 4- --- 971 552 423 10C 1641 1431 24 20 394 343 A 342m .84..7 443 2A-2om 0.370 e 10.47 15.48 8 7 84 _ 124 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft` Right -Suited Universal 2017 17.0.03 RSU24011 2016-May-23 1 :05:455 phenelllAGLE\Lol20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E 9 wrightsoft' Right-M Worksheet Zone 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name Zone 2 rm 4 2 Exposed wall 153.0 It 25.5 If 3 Room height 9.0 It 9.0 It heat/cool 4 Room dimensions 1.0 x 152.5 It 5 Room area 1460.0 ft2 152.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/it2) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W ,,, : 12C Osw 0.091 n 2.58 2:34 329 329 e.i 846 770 .A 131 131 336 V)/ 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 0 091 e' 2.58 2 34 360 320 s ,4 824 750 ' 99 197 11 2A tom' 0 340 e- 9.62 26 42 10 0 961 264 0 0 0 0 2A 2om # 0 340 M2 26.42 30 0, 289 r `- 793 15 0 J 44 396' 13A-2ocs 0.201 e a 0.00 0.00 0 0 0 0 0 0 0 0 10C-m 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.370 e 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw , ,, 0.091 s '• 2.58 2.39 329 314 807 735 0 0 0 0 0.340 s _ 9.62 1061 1512 144 159 - 0 0 y . 0_0- 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V 13H-LUcs U.CUI W V.UU U.uu u U U U u U V u 2A-20m 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 12C 0sw 0 091 0.00 ; 0.00 . • 0 ;, 0 0 0 ' 0" 0 0 'i 0 0 11DOr< ? s a_ _ __ 0.390 n.., . » 0.00 --0.00 _.__ 0 ._ . - _- -=0 _. 0_>:_ ..., 0 I_ ...0 _0 _ ......-0'. C 16B-30ad 0.032 0.91 1.74 1460 1460 1322 2545 153 153 138 26.5 6 c) AED excursion 141 2 Envelope loss/gain 5630 8528 835 1162 12 a) Infiltration 3006 952 501 159 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 8636 9480 1336 1320 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 8636 9480 1336 1320 15 Duct loads 30% 45% 2583 4300 30% 45% 399 599 Total room load 11218 13780 1735 1919 Air required (cfm) 587 587 91 82 Calculations aoDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft' 2016-May-2316:05:45 AGGP. Right -Suite® Universal 2017 17.0.03 RSU24011 Page 9 phenelllAGLE\Lot2OThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsoft' Right-M Worksheet Zone 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name loft den 2 Exposed wall 16.5 it 26.5 it 3 Room height 9.0 it heat/cool 9.0 It heat/cool 4 Room dimensions 1.0 x 446.8 It 12.5 x 14.0 It 5 Room area 446.8 ft2 175.0 ft2 Ty Construction number U-value Btuh/ft? °F) Or HTM Btuh/ft2) Area (w) or perimeter ft) Load Btuh) Area (ft2) or perimeter it) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 W 12C Osw '' 0:091 n. 2i58 2.34,•, f 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 L--G 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 1 1 12C Osw " 2A 2om 2A 2om "- 0.091 E 0.340 0.340 e. e ; e 2.58 9.62 9.62 2.34 26.42 26.42 e 149 0 15 134 0 0 s, , < 344313 0 144 F. 0 396 113 10 0 103 0 0 264 96 240 264 13A-2ocs 10C-m 0.201 0.580 e e 0.00 0.00 0.00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2om 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.370 e 0.00 0.00 0 0 0 0 0 0 0 12C Osv; 2A 2om ' 0. 091 0. 340 s s' 2. 58 9. 62 0 2. 34 10. 61= _. 0 0 0 0 0 0 R 0 0 126 1$ 111- 12 286 144 260 z 159' 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 2A- 2om 0. 340 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G G' 12C Osw 2A 2om , p2B-2fm 0. 091 0 340 0 350 w w., w ' 2 58 9. 62 9: 90 2 340 2879 35M a0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 ' Ut/ 13A-2ocs 2A- 2om 0. 201 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2omd 0.580 w 0.00 0.001 0 0 0 0 0 0 0 0 61 c) AED excursion 1 28 136 Envelope loss/gain 893 1457 949 1092 12 a) Infiltration 324 103 521 165 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1217 1559 1469 1256 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1217 1559 1469 1256 15 Duct loads 30% 45% 364 707 30% 45% 439 570 Total room load 1581 2267 1909 1826 Air required (cfm) 83 97 100 78 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wri htsoft'" 2016-May-2316:05:45 9 Right -Suite@ Universal 2017 1Z0.03 RSU24011 Page 10 phenelllAGLE\ Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E g wrightsoft' Right-JO Worksheet Zone 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name bth 2 rm 2 2 Exposed wall 9.0 it 26.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 5.5 x 9.0 it 12.5 x 13.5 it 5 Room area 49.5 ftz 168.8 ftz Ty Construction U-value Or HTM Area (w) Load Area (W) Load number Btuh/ft2 °F) Btuh/W) or perimeter (it) Btuh) or perimeter II) Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 I W 12C-Osw' s r.,. ± 0.091 n,'' 2 58 2:34 s0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 t-C 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 0 091 e 2=58 2 34 0 0 0 O 0 0 0 0' 1 1 2A 2om 0 340 e 9.62 26 42 0 0 0 0 0- 0 0 0 2A.2dm• x•, 0 340 9.62 26:42 0 0 0 0 r =.. 0 I 0 0' W 13A-2ocs 0.201 e__ a 0.00 0.00 0 0 0 0 0 0 0 0 10C-m 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.370 e 0.00 0.00 0 0 0 0 0 0 0 0 lOsw 0 091 a 2.58 2.34, 81 81 209 190 122 t 122 313 285 L - G 2A" 2o 0.340m s 9.62 10.61 0 0_ 0 0 0 p p 13A-20cs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.0 w, , 2-, 2.58 2.34 0 0 0 k 0 113 98 251 228 2A-2om 0 340 w 9.62 28.79 w'o 0 a 0 E 0 15 0 144 432 28-2f m 0.350 w 9.90 35.90 0 0 0 0 0 e, : 0 D; 0 Uhl 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2omd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw' r 0 091 e e '0.00 0.00 0 0 N 0 r 0 0 0 I 0 O 11 DO . 0 390 Win..': 0.00 0__00 0 0 O 0 0 0 0 r• 1 CR_'2n r1 n n17 not 1 7d In Fn dri AF 1 r.Q 1 rq 1 6 c) AED excursion 32 89 Envelope loss/gain 253 243 861 1327 12 a) Infiltration b) Room ventilation 177 0 56 0 511 0 162 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 430 299 1372 1489 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 30 % 45%1 0 0 0 430 129 0 0 0 299 136 30 % 45%1 0 0 0 1372 4101 0 0 0 1489 675 Total room load Air required (cfm) 559 29 435 19 1782 93 2164 92 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft' Right -Suite® Universal 2017 17.0.03 RSU24011 2016-May-23 1P6:055:45 phenelllAGLE\Lot2OThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E g wrightsoft' Right-JO Worksheet Zone 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name open to below rm 3 2 Exposed wall 16.5 It 24.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 16.5 x 16.0 ft 11.0 x 13.0 It 5 Room area 264.0 ft2 143.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n i 258 234 0"` 0 0 0 117 s ^ :117 301 274' t-G 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw ` 0 091 e, 2.58 2.34 0 0 0 0 0 0 0 0 1 1 2A 2om 0 340 a 9.62 26.42 " 0 0 0 0 0 0$ n 0 0 2A-2om r 40 e•.= 9 62 26.42 : 0 p 0 a , 0 0 s 0 0 .- Q' 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 G 10C-m 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0LAG2A-2om 0.370 e 0.00 0.00 0 0 0 0 0 0 0 0 1 l 12C Osw2A" 0 091 sz 2.58 2:34 0 0 0 0 0 0 0 Ot G 2om 0.340- s". e , , 9 6 10 61 0 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 GGG 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-0sw 0.091 w 2.58 w2 39 149 126 325 296 99 84 216 197 12A-2om 0 340 vv 9.6228.79 a 0 0 0 0 15 0 144 432 w 9.90 y 35.90 t. 22 0 220 797 0 0 0 . 0'. Uf! 13A-2ocs 0350 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 sw 0. 00 0 1 00 0 390 n ^. 0 00 0°00 w.. 0 n: 0 0 0 ate_ 0 e, 0'. C 1613-30ad 0.032 0.91 1.74 264 264 239 458 143 143 130 248 F... 29a-tnt n qaa n nn 2 n nn n n n n n n o r:n 6 c) AED excursion 186 99 Envelope loss/gain 784 1737 791 1250 12 a) Infiltration 324 103 471 149 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1108 1840 1263 1399 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1108 1840 1263 1399 15 Duct loads 1 30 % 45 % 331 834 30 % 45 % 378 635 Total room load 1440 2674 1641 2034 Air required (cfm) 75 114 86 87 Calculations woroved by ACCA to meet all reauirements of Manual J 8th Ed F44" wrightsoft' Right -Suite( Universal 2017 17.0.03 RSU24011 2016-May-23 1P6:055:15 MCA...phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E 9 wrightsoft' Right-M Worksheet Zone 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot20ThornbrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name bth 3 2 Exposed wall 9.0 ft 3 Room height 9.0 It heat/cool 4 Room dimensions 1.0 x 60.5 ft 5 Room area 60.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft2 °F) Btu h ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WAN',_` `'' 12C Osw n 2158 2.34 81 81 209 190 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 2A-2om 0.340 n 0,00 0,00 0 0 0 0 11 t___G 12C-Osw 2A-2om I 0.091 0.340 s' e 2 58 9,62 2.34 26.42 0 0 0 r „0 0 0 0 0 vv 1JA-zocs u.zu1 e u.uu J.uu u u u u 10C-m 0.580 e 0.00 0.00 0 0 0 0 2A-2om 0.340 e 0.00 0.00 0 0 0 0 2A-2om 0.370 e 0.00 0.00 0 0 0 0 12C Osw - 0.091 s '< 2.58 2.34 0 0 0 0 11 L_m(' 2A 2om s • 9.62 10.61 0 0 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 G G 12G'Os 2A-2om 2BE2fm .,.1 0.091 0.340 0:350 s w w 2.58 9.62 9.90 2.340 28.79 35.90 0 0. 0 0 0 0 0 a :'s.....0 0 0 0 s 13A-20cs 0.201 w 0.00 0.00 0 0 0 0 2A-2om 0.340 w 0.00 0.00 0 0 0 0 2A-2omd 0.580 w 0.00 0.00 0 0 0 0 12C Osw . 0 091 0.00 0:00 0 0 01 0 0 r. 1rR_gna i n nlq n 4> d a1 a 55 ins 61 c) AED excursion 1-34 Envelope loss/gain 263 261 12 a) Infiltration 177 56 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 440 317 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 440 317 15 Duct loads 1 30% 450/6 132 144 Total room load 572 460 Air required (cfm) 30 20 Calculations aDoroved by ACCA to meet all reauirements of Manual J 8th Ed w rig h tsoft- 2016-May-23 16:05:45 AGCP. Right -Suite® Universal 2017 17.0.03 RSU24011 Page 13 phenelllAGLE\Lot2OThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E wrightsoft Duct System Summary Zone 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.164 in/ 100ft Actual air flow 800 cfm Total effective length (TEL) Job: Lot20ThornbrookeDaph... Date: 5/28/2015 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.164 in/100ft 800 cfm 146 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk brkfst/kit h 2064 100 96 0.169 6.0 Ox0 VIFx 36.7 105.0 SO brkfst/kit-A h 2064 100 96 0.164 6.0 Ox0 VIFx 40.9 105.0 st1 dining h 3885 188 118 0.182 8.0 Ox0 VIFx 27.1 105.0 St1 family rm c 4619 121 214 0.181 8.0 Ox 0 VIFx 27.4 105.0 st2 mstr bth h 1527 74 41 0.205 5.0 Ox 0 VIFx 11.9 105.0 st2 mstr rm c 3907 162 181 0.185 8.0 Ox 0 VIFx 25.0 105.0 st2 mstr we c 5 0 0 0.208 4.0 Ox 0 VIFx 10.5 105.0 st2 mstr wic h 1012 49 21 0.193 4.0 Ox 0 VIFx 19.2 105.0 st2 ' mstr wic int c 5 0 0 0.200 4.0 Ox 0 VIFx 15.0 105.0 st2 pwdr c 5 0 0 0.290 4.0 Ox 0 VIFx 12.8 70.0 util c 702 7 32 0.310 4.0 Ox 0 VIFx 7.4 70.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk SO Peak AVF 387 310 0.164 492 12.0 0 x 0 VinlFlx st2 Peak AVF 406 457 0.181 582 12.0 0 x 0 VinlFlx 1 wri htsoft= 2o,6-May-23 16:age 1gRighl-Suite® Universal 2017 17.0.03 RSU24011 Page 1 ACCK...phenelllAGLE\Lol20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House faces: E Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 800 800 0 0 0 0 Ox 0 VIFx wri htsoftE 2016-May-2316:05:47 g Right -Suite® Universal 2017 17.0.03 RSU24011 Page 2 ACCK...phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MA House (aces: E wrightsoft" Duct System Summary Zone 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 HOMES Job: Lot20ThornbrookeDaph... Date: 5/28/2015 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.168 in/ 100ft 0.168 in/100ft Actual air flow 587 cfm 587 cfm Total effective length (TEL) 143 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 h 559 29 19 0.308 4.0 Ox 0 VIFx 7.8 70.0 loth 3 h 572 30 20 0.178 4.0 Ox 0 VIFx 29.7 105.0 st3 den h 1909 100 78 0.304 6.0 Ox 0 VIFx 9.0 70.0 loft c 2267 83 97 0.276 6.0 Ox 0 VIFx 16.9 70.0 open to below c 2674 75 114 0.282 6.0 Ox 0 VIFx 15.0 70.0 rm 2 h 1782 93 92 0.320 6.0 Ox 0 VIFx 5.0 70.0 rm 3 c 2034 86 87 0.170 6.0 Ox 0 VIFx 36.1 105.0 st3 rm 4 h 1735 91 82 0.168 6.0 Ox 0 VIFx 38.0 105.0 st3 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st3 Peak AVF 207 188 0.168 592 8.0 0 x 0 VinlFlx Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 587 587 0 0 0 0 Ox 0 VIFx wri htsoftE 2016-May-2316:05:47 fICCA9 Right -Suite® Universal 2017 17.0.03 RSU24011 Page 3 phenelllAGLE\Lot20ThornbrookeDaphenelllAGLE.rup Calc = MJ8 House laces: E FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 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. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. i R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (MandatoryNI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance, and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. i R403.4.4 Water heater efficiencies (Mandatory). Water heater efficiencies i 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 60oC). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. i R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 7 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.5.1 Whole -house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meet the efficacy requirements of Table R403.5.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. 7 R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2 No ventilation or air-conditioned system make air shall be provided to conditioned space from attics, crawlspaces, attached closed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed spaces(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum or R-19, space permitting, or R-10 otherwise. 7 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 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: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. 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. R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. 7 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. 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. 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. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 5/23/2016 4:17 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 20' 1 21' 1 31' SY WINDOW CALL-0UTS C7 26' 0 5H W M W 22 5H 32 514 w W B 514 W 33 SH 23 514 33 5H 0 0 Z d12 3 14 SH W 34 5H 24514 34 5H 55H IR 35 5H25SN 35514 16 SH VZ 36 5H 26 5H 36 5H JIC GL. VERIFY MA5aW OFENW6 FOR ALL 13004, N z MOW SIZES AND WTALLATION MAY VARY PER MWACIURER AND 5PECFICATIONS. R3fR TO FLOOR PLANS FOR STYLE OF UN M USED (SINGLE RM-SK CASaW- CSMT, OR I'VED GLA%- Ffs) ALL E1845OCT ESCAPE AAD REECE OPSWA NULL Ccny Im RHO PER F=R - 5114 HMO (20141 s** s s s s 42X42 A/C SLAB BY BLDR MIN PAD PAD 2' FROM WALL I TDn TDn TDIt AFF. AFF. BOIT. CF LHIa BOTi. CF LtdEL AFF - ISf:R TO NfET I AT S'-0' AFF. AT 8'-r AM tA1 FOR MAN ROCR FLAN W DFfl510FS I GG YfRFY ALRILIC I Wrr. OF LMEL ON LANA LANAI 40'-o'00'-Or 2.0 TON W/5KW 2240V 1PH I AT B'4 AFF. I 9'-4' PLY. HT. 18x10 plen Z L I 20x12 rad AHU HANGING IN GARAGE I I s-ATE HD. A7 00 scale 1/8'=1'0' some TQP. AG. xDETz 90 3" bath duct to roof cap w/fan Nutone 696RNB LFDERCOWIER1q' 4 AFF. fiOTL OF L—hm ---- AT W-e AFF. I I I u rDn I e'4• 2.*st M. AT V-V I srORr s'4 BRI ST ICPT, TILE 9'-C FLA CLa 4I MASTER SUITE 8• FAMILY ROOM 10x6 95, H wcd 17'-9'xt5'-t' 9'-4' MT CLa 14x8 sw 15'-9"x18'-11' 2-STORY VOLUME N'K coxmnOP Ul 6' 14x8 180 lw d 18x18 r xotEALLM9aOR am aw ii o j I A E AT 45' MHO) DFLOCRABV. 14' AukCFSE a FL AEt 12' CHEN 1 K - -4' RA CLaB I av e" II 16 Ijy x4I1 II _ _ I 8 4 W`'Wds:Rim 1 ®L 6 *0 I WALLGAL WL WMTFM BOTTCM AT 112F GARAGE I 20'-'-8''-O' L — J 94' PLT. HT. 515P1' ATTIC ACCESS r---------------------I I LLE CF GARXf CDCR N OFDI PCSRrH I I I I I I I I I I I I I K-0x1-00x GAR 6E 0= PAYER DRYf / IEAD YWJC Must have a minimum clearance of' 4 Inches around the air handL 10x6 1;§d i I R.AI EIMLE AT 8'4 14x8 lwcd Rol 120 I t-0 TO W-b' DI ING 9' i 1 I ICPt. 9'-4' FLAT CLa 18x18 rag Y-4' II I Ias II g 2-2b NI 1D. AT V-V olryer dryer ductoroofcapH^T'fi7D ve AT '4'aFF. 6' IPAY8t9 9'-4' 9'-4' PLT. HT. i J_ tchen vent roof cap FLAT IFAM BRAT IF.O AT B'4' AFF. AT V-V AFF. TT NE REV) Transfer ducts/grilles sized In compllance with Florlda Residential Building Code - M1602,4 Balanced Return Air, exceptions 1-3. Bulkier must provide unrestricted I Inch undercut on doors to habitable rooms. HATCHING LEGEND WALATE uuL MAIN FLOOR 1453 5F. UPPER FLOOR 1141 S.F. TOTAL LIVING: 2600 SF. the State Energy code. ALl duct has an r=6 insulation value. Vs O N E LLf' N Qs - CO O O W MOO lead CC w FIX MAIZE LOT L O C O x SUED 05-1 I s I S i M} QQfWILZI W O r nW nWewsrnredareri ntiaaiaH • m.sz.uoo 1 N i vwwn v.vsi T W W H Ln Ln m Ln O Ln LU O W C, a C Z M W z LU a F-1 CI Ln d c LLJ zo 11 0 cv LEI o= CO O C CL I_ a L N i E- Ln LL_ c Rating9 z 0 N m 260C Z Q Mw< Q O m 0- _J Q 0 CC 0 1.5 TON W/5KW @240V 1PH 18x10 PPLen platforn by bldr scale ,1/8'=1'0' J---------------- ------------ - I Buitcleer must provide a half door I I for ahu closet I I KAM RP*lE KILL Na.L 36Sl 3 - 70F3P61 G AT AT 6W. ATT- T s IIII ABv. MAN FF. t E. BEDROOM 2 11'-11' 10'-6' B•-0' T DLO. 90 1Ox6 lwcd 6-0b-0 231- Pass E 6' r 3" bath duct L20 j 6 xl to roof cap x WC w/ fan Z s Nutone 696RNB O ilE I I M 4 ar. 2- 4b-6 FKT 6' LA 10x6 lwcel 80 12x12 4. DEN 11'-11' c13•- Y 9'- 0' FLAT CLO. b6 WEROR J FRAM NLL (URO) 2-brb-0 LO.TO 010) e• 115 1Ox6 Iwcd 12x12 rag 12 rag RurG 8' A 1IRa1 i i T-0' wV41 II II 42• H 6'0 RAIN 95 10x6 Iwcd L 15- 9 x12•- 3' V- O' MT CLa BEDROOM 3 1C'- 'z10'-2' B'- 0 FAT CLa 85 10x6 lwcd 10 ra 6" Rb Tta 6DUER BATH 3 u. J SZO6' BI-PAM IM 80 wcd rag BED OOM 4 10'- 8• 2'-6' B'-D' FAT OLD. 260 61 3050 SR 3M 6L I HD-ATr-2• W. AT T-2• I W. AT T-2' I I I s EGFEx I I I I I I I I I I I I I I I I r- I I I I I I I I I I I I I I I I I I I I I I AA I I I I I I I I I R6$ t TO 5V ffr I I 28i FaR TFpFR anOR Must have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has an r=6 Insulation value, CLEAR OPE M HE&95 N weLG WTS, UIET€ M OP8W OF A WH= I5 LOCATED MOFE 1HW 72 WM A FHM CP AE OR 63EACE LELM 1HE LC ff 11E CLEAR OF DM OF DE UM %A Wth OF 24 N36 A30VE THE RGO F ROOM N IIACH M MOD 15 LOCATE. OF SECTM ff RaOB 61aLL NOT F EIM OF ALLOII PAMACIE OF A 4 NCH DINETER WN 90 OFEWWA AF E LOCATE UNIN 2410 FNFIED FLOOR PER FWK - 51H ERIOI O OW rALL PFBe CN DEVICES AD 18t 04M FRNMD, 5411 CaEtT 2202 THE RFaIF MM OF ASTM F" PER FSCR ADN)R502 3" bath duct to roof cap w/fan Nutone 696RNB N m Q z 0 N W w \ \ ly- Ln C) \ in z a I —I I — I F— I L LI it LLJ M 0 j ()! CD z CD QQo= Cl- - cU l— f in I Rating z O } N Co w > z o z p w J Q F— co Q I O =) Q m IZ —J Cn 0 0 DESCRIPTION AS FURNISHED: Lot 20, THORNBROOKE PHASE I, as recorded in Plat. Book .79, ."Pages 3 thru 7, Public Records of Seminole . County, Florida, PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc.. RECORD COPY TRACT H.(FUTURE DEVELOPMENT) N 0001.0' 44" W 50.00' c0.ov LOT 20 tD.ov 3.5'x3.5' AC (2-TYP.) 6.33' 5.00' 5.00 40.0' o LANAI . o 5.00' 15.0' p ^0 11:2 5.00' 40.0' RECESS FOR. POCKET SLIDER Czj PROPOSED. RESIDENCE M p MODEL: DAPHNE-111 p p .. CLASSIC -A p LOT 21 O 2 CAR GARAGE LEFT LOT 19 CO CO 18.0' s:oo' ENTRY ro ro 18.0' i. WALK 5.00 22.0' . 16' DRIVE . 25.20 25,20' apd(a-1 --- --- — Al PkUVLU II LANS ? 10' UTIL. ESL-VI, w43,52' n, _ g 5, CONC. WALK . (PC) E N G. Q E 7` T. I ON LOT AREA CALCULATIONS: 1 ( LOT 61000 SQ,FT.. LIVING . 7,453 SO.FT. GARAGE - 477 SO, F1. N 000 1 0' 44" W ENTRY =. 144 SO.FT. LANAI - 4,00 SQ:Fr. yv\ Il O ` 1 Cal l S 5O. OO' _BREEZEWAY= N/A SQ.FT. DRIVEWAY 403 SQ.FT:AIC .. TREASURE' LANE WALKWAY PAD = 25. so.Fr, WALKWAY - 49. SQ: FT IMPERVIOUS= 49:5 50' RIW) TRACT 1 = 2,972 SQ-171. G SOD = -1028 SO -FT. UTILITY AND ACCESS. R/W F OT AREA CALCULATIONS: Q R/ W .. = 560 SQ.FT. APRON = .110 SQ:FT: . PROPOSED FINISHED SPOT GRADE ELEVATION *`PLOT PLAN ONLY* SIDEWALK _ 190 SQ. FT. BUILDING SETBACKS: SOO = 190 SQ.FT. PER DRAINAGE PLANS (NOT A SURVEY) . FRONT = 25' TOTAL AREAS.: PROPOSED DRAINAGE FLOW REAR 15' PROPOSED INFORMATION SHOWN AREA - 61550 SQ.FT.-. SIDE. = 5: 0' BASED ON SUPPLIED PLAN" . DRIVEWAY 513 SO.F T. LOT GRADING TYPE A AND/OR INSTRUCTIONS PER SIDEWALK 320 SQ:F F, PROPOSED F. F. PER PLANS = 23.3' SIDE CORNER 10' CLIENT NOT FIELD VERIFIED SOD 3.218 SQ:FT. CR USETNM T Y.E j? - S'COTT LAC, ASSOC, INC. LAND ;SUR VE..YORS, . LEGEND - LEGEND P .PLAT POL POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 : (407)-277-3232 FAX '(407)-658-1.436 F FIELD TYP, TYPICAL NOTES. I.P.. • IRON PIPE PAIC. • POINT DF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY I.R. • IRON ROD PZP- • POINT DF CIIMPOWD CURVATURE - THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER. 5J-17 OF THE FLORIDA ADMINISTRATIVE CODE. C.M. CONCRETE MONUMENT RAA •RADIAL SET I. R. • 1/2' IAL •/BLB 4596 NA. • NON -RADIAL. 2, UNLESS EMBOSSED WITH SURVEYOR'S SEAL THIS SURVEY IS -NOT VALID. ANDIS PRESENTEDFOR INFORMATIONAL PURPOSES ONLY. REC. RECOVERED W.P. WITNESS POINT J. THIS SURVEY WAS 'PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE. MAY BE. OTHER.RESTRICTIONS - P,O.B POINT OF BEGINNING CALL. • CALCULATED OR -EASEMENTS THAT AFFECT THIS PROPETi1Y.. - PA,C. • POINT OF COMMENCEMENT A.M.P• PERMANENT REFERENCE MONUMENT - Q CENTERLINE- FF. '• FINISHED FLOOR ELEVATION 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOGTED UNLESS OTHERWISE SHOWN. N&D = NAIL & DISK B.SL. • BUILDING SETBACK LINE' S. THIS SURVEY IS PREPARED FOR ;THE SOLE BENEFIT OF THOSE-COMFTED TO AND'SHOULO NOT. BE'RELIED. UPON, BY ANY OTHER ENIITY: . R/W • RIGHT-OF- WAY' B.M. • BENCHMARK 6. DIMENSIONS SHOWN MR THE.LODAAON OF IMPROVEMENTS, HEREON SHOULD: NOT BE LSEO TO RECONSTRUCT BOUNDARY LINES , . ESMT, • EASEMENT B.B. • BASE BEARING 7. BEA.RINGS,. AC BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEHIND (8.8:), DRAIN. DRAINAGE UTII. • UTILITY8. ELEVATIONS, ! F SHOWN. ARE BwED QN. NATIONAL GEODETIC VERTICAL DATUM OF.-:1929, UNLESS.. OTHERWISE NOTED CLFC. • CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION No:' 4506. WD.FC' VODD FENCE - - " C/B • CONCRETE' BLOCK - SCALE t-- i' :20 - DRAWN BY P.C, • POINT IF CURVATURE - .: .. LV11E RT. • POINT DF TANGENCY CERITFlED- BY: - - - - - DESC. • DESCRIPTION - - . R • RADIUS PLOT PLAN 05-20-18 1748 /6 L • ARC LENGTH _ D = DELTA - C •CHORD .. . GH. •CHORD BEARING NORTH - THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN es THE ESTABLISHED 100 YEARFLOODPLANEASPER 'FIRM' GRUSEAyGEYER, R.LS.. 1. 4714ZONE wMAP a 12117C 6055F. ..SCO R.LS 4801 RECORD COPY 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP HOME OWNER Taylor Morrison Homes HOUSE PLAN Daphene III 2600 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 7800 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 8000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER CSANIOR4,; 5000 VA 1 DISPOSAL (1/3 HP) 500 VA 1 MICROWAVE/HOOD CIRCUIT Q Q 1500 VA VA SUBTOTAL OF GENERAL LOAD 33000 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23000 VA x . 4 9200 VA TOTAL NET GENERAL LOAD 19200 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19200 VA NET TOTAL HEAT 18020 VA TOTAL LOAD 37220 VA CALCULATED LOAD FOR SERVICE 37220 VA / 240 V= 155.08 AMP c 200 AMP SERVICE JUN 16 20,, i C= C" 3" WASTE STACK FROM BATH 2 TERMINATING TO 1ST FLOOR 0 3" WASTE STACK FROM BATH 3 TERMINATING TO 1ST FLOOR T-1 i I j TAYLOR MORRISON THORNBRODKE S.F. i HOUSE TYPE: DAPHENE III LOT '2() 1ST FLOOR fT it o r-11 THORNBROOKE S.F. LOT ao it LL FROM BATH 3" WASTE TERMINATING TO IST FLOOR TERMINAT Lumber design values are in accordance with ANSI/TPI 1 section 6.3 Nil These truss designs rely on lumber values established by others. MiTek RECORD COPY RE: TB0020 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0020 Model: Daphene Lot/Block: 20 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE' 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name I Date 1 IT8724996 IC01 5/30/016 118 IT8725013 I HR02 I 5/30/016' 12 I T8724997 1 CO2 1 5/30/016 119 I T8725014 1 H R03 1 5/30/016 13 I T8724998 I CO3 1 5/30/016120 I T8725015 f J01 f 5/30/016 14 I T8724999 I C04 1 5/30/016 121 T8725016 I J02 1 5/30/016 1 15 I T8725000 I F01 1 5/30/016 122 I T8725017 I J03 1 5/30/016 16 I T8725001 I F03 1 5/30/016 123 I T8725018 I J04 1 5/30/016 17 I T8725002 I F04 1 5/30/016 124 I T8725019 I J05 1 5/30/016 18 I T8725003 I F05 1 5/30/016 125 I T8725020 I J06 1 5/30/016 1 19 I T8725004 I F06 1 5/30/016 126 I T8725021 I J07 1 5/30/016 1 110 I T8725005 I F07 1 5/30/016 127 I T8725022 J08 1 5/30/016 1 11 I T8725006 I F08 1 5/30/016 128 I T8725023 I J09 1 5/30/016 112 I T8725007 I F09 1 5/30/016 129 I T8725024 J R01 1 5/30/016 113 I T8725008 I F10 1 5/30/016 130 I T8725025 J R02 1 5/30/016 114 I T8725009 I F11 1 5/30/016 131 I T8725026 J R03 1 5/30/016 115 I T8725010 I F12 1 5/30/016 132 I T8725027 J R04 1 5/30/016 116 I T8725011 I F13 1 5/30/016 133 I T8725028 J R05 1 5/30/016 117 I T8725012 HR01 1 5/30/016 134 I T8725029 J R06 1 5/30/016 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. a 16_170 0 BPS A '44O 0 33'.. STATE OF ::441-- T' A, i FS • 4.0 R p. N Thomas A. Albant PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 Albani, Thomas 1 of 2 RE: TB0020 - Site Information: Customer Info: Taylor Morrison Project Name: TB0020 Model: Daphene Lot/Block: 20 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. I Seal# I Truss Name Date 35 IT8725030 JR07 5/30/016 136 I T8725031 J R08 1 5/30/016 137 I T8725032 J R 10 1 5/30/016 1 138 I T8725033 J R 11 1 5/30/016 1 139 I T8725034 J R 12 1 5/30/016 1 140 I T8725035 I R 13 1 5/30/016 1 141 I T8725036 J R 14 1 5/30/016 142 I T8725037 J R 15 1 5/30/016 1 143 I T8725038 J R16 1 5/30/016 1 144 I T8725039 RF01 1 5/30/016 1 145 I T8725040 I RF02 1 5/30/016 1 146 I T8725041 V01 1 5/30/016 1 147 I T8725042 I V02 1 5/30/016 1 2 of 2 Job Truss Truss Type Qty Ply T8724996 TB0020 Cot GABLE 1 1 Job Reference (optional) ounoers resraource, i ampa. -am wy. Hama .w . OM I D: 81s 7p2vjcca4j B9D L55wDPz_POS- - rpk52KFfj W bDwhd3nauS5NZzR PFTZekSO4K2gzCGXC o)y Scale = 1:21.3 1-4-0 2-8-05-4-0 6-8-8 8-0-010-8-0 12-0-0 12-7-12Ilto1-4-0 1-4-0 1-4-0 1-4-8 1-3-8 1-4-0 1-4-0 1-4-0 0-7-12 Plate Offsets (X Y)-- l5:0-1-8 Edqe) (17:0-1-8 Edqe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress fncr YES WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 66 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 12-7-12. lb) - Max Grav All reactions 250 lb or less at joint(s) 22, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ` not erect truss 8) "This T ONUDotumanufactured products designed sas an individual building component. The suitability and use of this component for any % ONS A. 44 f,, particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 & , S' •qGENF •'2 No 3938Q o-10 1ONA` 1111 Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekS connectors. this design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parareters ad Ixoperly Incorporate this design into the overall Bracing Indicated Is to [Duckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" building design. prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and Uacing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfibite, 218 N. Lee Street, Suite 312, Alexadda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8724997 T60020 CO2 GABLE 1 1 Job Reference (optional) ounoers rn sioowce, is-P., runts y, nunua aa000 0N8 1 2 3 4 24 23 I D:BIs7p2vjcca4jB9DL55wDPz_POS-Si N6JNLtQ1 eSr4GgdU67_IwkirlUCOstggptaHzCGXB Scale = 1:20.4 5 3x4 = 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 3x4 = 1-4-0 2-8-0 4-0-0 5-4-0 6-8-8 8-0-0 9-4-0 10-8-0 12-0-0 12-4-1Q 1-4-0 1-4-0 1-4-0 1-4-0 1-4-8 1-3-8 1-4-0 1-4-0 1-4-0 -4-1 Plate Offsets (X Y)-- 5:0-1-S,Edgej, [17:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20 % F, 11 % E BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-4-10. lb) - Max Uplift All uplift 100 lb or less at joint(s) 12 Max Grav All reactions 250 lb or less at joint(s) 22, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ,, „ r, 7) 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 %tt, /11 be attached to walls at their outer ends or restrained by other means. `,, Mp,S A. q 8) CAUTION, Do not erect truss backwards. Q e j 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any `,,`,• G•E•N $:•, 9 rrr particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ft No 39380 _2, 74140 Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekQ connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameiers and properly incorporate this design into the overall individual truss members only. Additional temporary and permanent bracing III MiTek" building design. (racing Indicated is to prevent buckling of web and/or chord is always required for stability and to prevent collapse with possible personal injury and pfopedy damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Sulfe 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8724998 TB0020 CO3 GABLE 1 1 Job Reference (optional) tsumers rvstsource. Tampa, ream uny, riorroa zs bo 0 H-8 1 2 4 43 42 41 3 4 5 6 i.o4v s ny ' o • ' nR '>„G>, ' eye ID:8Is7p2vjcca4jB9DL54 Pz_POS-wExUWjLWBLmJTErOBCdMXWSvQF5jxT61vKZQ6jzCGXA 3x4 = 3x6 FP= 3x4 = 7 8 9 10 11 12 13 14 15 16 17 18 19 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6 FP= 3x4 = 3x4 = Scale = 1:40.2 20 21 0 23 22 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-8 10-8-0 12-0-0 13-4-0 1- -0 16-0-0 17-4-0 18-8-8 20-0-0 21-4-0 22-8-0 _ _24-0-024-5-12 1 4-0 1-a-0 1-a-o 1-0-0 1-a-0 1-41 1-a-8 1-3-9 1-a-0 1-a-0 + 1-a-0 1-4-o 1-a-0 1-a-8 1-a 1-a-o 1-4-o t-4-o or-5-12 Plate Offsets (X Y)-- [7:0-1-8 Edge](16:0-1-8 Edge], f28:0-1-8 Edge) (35:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 22 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 122 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 24-5-12. lb) - Max Uplift All uplift 100 lb or less at joint(s) 22 Max Grav All reactions 250 lb or less at joint(s) 42, 22, 41, 40, 39, 38, 37, 36, 35, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22. /, 1 1 1 1 I,! 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ,%r, I1.* 7) 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 -A p,S A. q ,'0 be attached to walls at their outer ends or restrained by other means. B, 9 Q 8)CAUTION, Do not erect truss backwards. ,.`.•G•ENS'•.•i 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any articular building is the responsibility of the building designer per ANSI TPI 1 as referenced b the building code." P 9 P Y 9 9 p Y 9 NO 39380.._2;____ TA F EOR i,S %0 N A; fGC Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not N a hues system. Before use, the building designer roust verity the applicability of design parameters and properly incorporate this design into the overall buckling Individual truss chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated is to prevent of web and/or Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromtrussPlateInstitute, 218 N. Lee Streel, Suite 312. Alezandda. VA 22314. Job Truss Truss Type Qty Ply T8724999 TB0020 C04 GABLE 1 1 Job Reference (optional) y, 0H8 1 2 3 22 21 IF, — -- -1-1 '..ay — I I. I I D:8ls7p2vjcca4jB9DL55wDPz_POS-wExUWjLW BLmJTErOBCdMXW SvUF5hxT71 vKZQ6jzCGXA Scale = 1:19.2 4 5 6 7 8 9 10 0ao 20 19 18 17 16 15 14 13 12 11 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 11-8-4 1-4-0 1-4-0 1-4-0 1-4-0 1-4-o 1-4-0 1_ _6 1 4-0 1 1-0-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 57 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 purlins, except BOT CHORD 2x4 SP N0.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS, All bearings 11-8-4. lb) - Max Grav All reactions 250 lb or less at joint(s) 20, 11, 19, 18, 17, 16, 15, 14, 13, 12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -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 3-1 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. bif this for q component.ngsuitality and use any 8) ned as an individual 1per productissibilliitysA particularbuldingtheespoofhebuildingdesignerANSITPI1asreferencedbyhebuildingcodee." PS 0E• NSFe'9 j: No 39380 __•. S 0 A f E C? . N A, %%%% Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss sysiern. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additlonal temporary and pei rnanent bracing MITek` buildingdesign. prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of pusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply T8725000 TB0020 F01 FLOOR 12 1 Job Reference (optional) ounaws rnsrouwue, .—P., ram -y, rwnua a. j2 1 0-1-8 H i 2-6-0 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 1 2 nP -uy — i ayc I I D:8ls7p2vjcca4j B9D L55wDPz_POS-wE xU Wj LW BLmJTErOBCdMX W So2Fy9xPm 1 vKZQ6jzCGXA 1-10-12 1.5x3 II 1.5x3 II 3 4 018 Scale'= 1:21.8 1.5x3 II 3x4 = 1.5x3 = 5 6 3x4 = 3x4 = 3x6 = 12-7-12 Plate Offsets (X Y)-- f8'0-1-8 Edciel (9:0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.15 7-8 >991 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) -0.26 7-8 >566 240 BCLL 0.0 Rep Stress Incr YES W B 0.31 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 66 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 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) 7=672/0-3-8, 10=678/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1356/0, 3-4=-1356/0, 4-5=-1356/0 BOT CHORD 9-10=0/923, 8-9=0/1356, 7-8=0/939 WEBS 2-10=-1077/0, 2-9=0/575, 5-7= 1084/0, 5-8=0/562 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 3-1 Od (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 buildingparticularbuildingistheresponsibilityofthebuildingdesignerperANSITPI1asreferencedbythe code." fit, PS A 44 11o'p No 39380 FE Thomas A. Aibani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. this design is based only upon parameters shown, and Is for an Individual building component, not r a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Indicaled Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building design. &acing prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateinsfihute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T8725D01 Job TB0020 F03 FLOOR 6 1 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2 1 0-1-8 2-6-0 1.5x3 II 1.5x3 - 1.5x3 = 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:00 2016 Page 1' I D:8ls7p2vjcca4j B9 DL55wDPz_POS-OQUsk3M8yeuA40QCkv8b4j?_cfl tgs8A8_I_f9zCGX9 1-9-2 1.5x3 II 1.5x3 II 3x4 = Scale = 1:21.4 1.5x3 II 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) 0.13 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) 0.24 9-10 610 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 10=667/0-7-4, 7=667/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1316/0, 3-4— 1316/0, 4-5=-1316/0 BOT CHORD 9-10=0/906, 8-9=0/1316, 7-8=0/906 WEBS 2-10=-1057/0, 2-9=0/548, 5-7=-1057/0, 5-8=0/548 PLATES GRIP MT20 244/190 Weight: 64 lb 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- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to wails at their outer ends or restrained by other means. 51 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 I I111111.4 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ,O-A p,S A. No 39380 _ E 0R,O• O N A- %. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. IR moil, Design valid for use only with Mllel<8 connectors. This design is based only upon parameters shown, and is for an Individual building component, not — - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent Wckling of Individual truss web and/or chord members only. Additional lemtorary and permanent bracing MiTek' is always required for slabllltyand to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725002 TB0020 F04 Floor Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 11.5x3 II 3x4 = 2 3x4 = 3-3-0 7,640 s Apr 19 2016 Mi ek Industries, Inc. Fri May 27 16:4 /:00 21116 rage 1 I D:Bls7p2vjcca4j B9 DL55wDPz_POS-OQUsk3M8yeuA40QCkv8b4j?_KfOkguYA8_I_f9zCGX9 31.5x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Ver1(TL) 0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 4=596/Mechanical, 5=596/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=0/425 WEBS 2-4=-598/0, 2-5=-598/0 Scale = 1:11.3 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20 %F, 11 %E Structural wood sheathing directly applied or 3-3-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Refer to girder(s) for truss to truss connections. 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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 317 lb down at 1-7-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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." r, 'III its AlO 'c•jv S ' • .9 00 No 39380, TAfE :L• ON % Thomas A. Albans PE No.39360 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-3=-270(F=-170) Concentrated Loads (Ib) Vert: 2=-317(F) May 30,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer roust verify the applicability of design parameters and properly Incorporate this design into the overall building design. tracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NliTek" Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsBtute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725003 TB0020 F05 Floor 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 10 3x4 = f.b4U s Apr i v 2ulb MI l ek Industries, Inc. Fri May 2/ i5:47:00 20i6 rage 1 I D:8ls7p2vjcca4j B9DL55wDPz_POS-OQ Usk3M6yeuA40QCkv8b4j?_dfK4gvDA8_I_f9zCGX9 3 3x4 = 1.5x3 Scale = 1:12.6 30 = 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) 0.05 7-8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) 0.07 7-8 932 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No,2(ffat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=317/0-5-4, 5=317/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-289/0 BOT CHORD 7-8=0/289, 6-7=0/289, 5-6=0/289 WEBS 2-8=-335/0, 3-5=-434/0 PLATES GRIP MT20 244/190 Weight: 35 lb 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- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 41 Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." No 39380 Sw T_ fE :V Z. N Ai Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tnm systern. Before use, the txriiding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall only. Additional temporary and permanent bracing MiTek" building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, dellvery, erection and bracing of trusses and Imss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8725004 TB0020 106 Floor Girder 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 6 5 0-1-8 H 1f- 3-0 3x4 II 1.5x3 = 1.5x3 = 6x8 = 3x6 1-10-4 7,640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:01 2016 Page 1 I D:8ls7p2vjcca4j B9 DL55wDPz_POS-sc2 FxPNmjy00iY?PI dfrcxY2b2ZB PA1 KMe2XBczCGXB 2-0-0 4x6 11 3x6 11 4x6 I I 2-0-0 0-r1 8tale = 1:22.4 3x6 II 4x6 1.5x3 = 3x4 = 5x6 = 1.5x3 11 5x6 = 3x6 = 3x6 = 2-9-0 4-10-4 12-11-12 1 2-9-0 2-1-4 8-1-8 Plate Offsets (X,Y)-- j4:0-3-0,Edgej (13:0-1-8,Edgel, (17:0-1-8 0-0-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.94 Vert(LL) 0.15 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) 0.23 11-12 >672 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 9 n/a rVa BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 90 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.l (flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=972/0-3-8, 14=1011/0-5-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1954/0, 3-4=-1954/0, 4-5=-2820/0, 5-6=-2820/0, 6-7= 1778/0 BOT CHORD 13-14=0/787, 12-13=0/1954, 11-12=0/1954, 10-11=0/2273, 9-10=0/1256 WEBS 7-9=-1526/0, 7-10=0/809, 6-10=-766/0, 6-11=0/674, 5-11 =-1 232/0, 4-11=0/1328, 2-14=-1186/0, 2-13=0/1758, 3-13=-1170/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (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. ,, t/ 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 596 lb down at 6-2-0 on top chord. ,ttl // The design/selection of such connection device(s) is the responsibility of others. %%% -n NS A. 44 4,.. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). %% 0 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any ,r\`Z`,•\Ci•E•N S•,• particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." No 39380 ' TA rE 0 N A Thomas A. Aibani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert:9-14=-10, 1-8=-100 Concentrated Loads (lb) Vert: 5=-596(F) May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. _ Design valid for use only with MI1ek8 connectors. This design Is based only upon parameters shown. and Is for an IndMdual btiilding component, not a truss System. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual Inks web and/or chord members only. Additional temporary and permanent bracing NliTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tntsses and truss systems, see.ANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaltable from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T8725005 TB0020 F07 FLOOR 3 1 Job Reference (optional) buiiaers--ource, Tampa, —Y.ri.i.a..- 0-1-8 i i 2-6-0 2 1 3x4 = 2 I D:Bls7p2vjcca4jB9 DL55wDPz_POS-sc2FxPNmjy00iY?PI dfrcxY6_2dp Pl6KMe2XBczCGX8 ri 2-2-12 i 1.5x3 II 1.5x3 II 3 4 of Scale = 1:22A 1.5x3 11 3x4 = 1.5x3 = 5 6 13 0 1P 3x4 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.18 7-8 853 360 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) 0.29 7-8 521 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP NO2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=690/0-3-8, 10=697/0-5-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1421/0, 3-4=-1421/0, 4-5=-1421/0 BOT CHORD 9-10=0/952, 8-9=0/1421, 7-8=0/968 WEBS 2-1 0=-1 111/0, 2-9=0/622, 5-7=-1118/0, 5-8=0/608 PLATES GRIP MT20 244/190 Weight: 67 lb 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 3-1 Od (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." % Ar+q, No 39380.._2.. 17. T FE1101 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek© connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725006 T80020 F08 FLOOR 3 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 0-1-8 H , 2-6-0 , 1-3-0 16 15 1 2-0-4 1 1.5x3 11 1.5x3 II 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:02 2016 Page 1 1 D:Bls7p2vjcca4j B9D L55wD Pz_POS- _pcd9100 UG8tKhabsKA4984EdSxbSkhTbl n5j2zCGX7 2-6-0 Scale = 1:28.5 1.5x3 11 6BB tZ 19 11 10 9 16-4-12 Plate Offsets (X Y)-- j11`0-1-8 Edgej j12`0-1-8 Edqej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.22 10-11 >870 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77. Vert(TL) -0.32 10-11 >598 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 85 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, except BOT CHORD 2x4 SP No.t(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=888/Mechanical, 14=888/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1656/0, 3-4=-2297/0, 4-5=-2297/0, 5-6=-2297/0, 6-7=-1680/0 BOT CHORD 13-14=0/1 277,12-13=0/2022, 11-12=0/2297, 10-11=0/2032, 9-10=0/1280 WEBS 7-9=-1494/0, 7-10=0/635, 6-10=-560/0, 6-11=0/529, 2-14=-1491/0, 2-13=0/601, 3-13=-581/0, 3-12=0/625, 4-12=-330/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (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. % MPCJ q I, 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any % 0 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." :,r\'r,•\G •N S•. i/ i i No 39380, ST_ fE r :•U - Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not - a truss systern. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfihute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725007 T80020 F09 FLOOR 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 i 2-6-0 i 1-3-0 1 1.5x3 11 1-10-8 1.5x3 II 1.5x3 11 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:02 2016 Page 1 1 D:8ls7p2vjcca4j B9 DL55wD PZ_POS-Lpcd9100 UG8tKhabs KA4984EwStA8klTbin5j2zCGX7 2-6-0 2-6-0 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) 0.22 10-11 888 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.32 10-11 602 240 BCLL 0.0 Rep Stress Incr YES W B 0.42 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 14=880/0-4-0, 9=880/Mechanical Scale = 1:28.1 1.5x3 11 PLATES GRIP MT20 244/190 0m Weight: 83lb FT=20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1637/0, 3-4=-2258/0, 4-5=-2258/0, 5-6=-2258/0, 6-7=-1659/0 BOT CHORD 13-14=0/1264, 12-13=0/1994, 11-12=0/2258, 10-11=0/2007, 9-10=0/1266 WEBS 2-14=-1476/0, 7-9=-1477/0, 7-10=0/625, 6-10=-552/0, 2-13=0/592, 3-13=-568/0, 3-12=0/605, 4-12= 327/0, 6-11=0/510 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks tc be attached to walls at their outer ends or restrained by other means. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A. E Ns No 39380, f E Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. N Design valid for use only with MITelct connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a ti Uss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall only. Additlonal temporaryand permanent bracing MiTek` buildingdesign. Bracing Indicated Isla prevent buckling of Individual lass web and/or chord members is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8725008 TB0020 Flo Floor Girder 1 i Job Reference (optional) ouuaers rirsraource, i ampa, ,an, -y, nonoa aa000 1 1-7-14 i 1-7-14 1 i 1-3-0 3x6 11 6x8 = 3x6 I 6x8 11 1 2 3 4 4x6 = I.o- .1p, I — I—.— -- --," 1 -- 1a1.1 I D:8ls 7p2vjcca4jB9D L55wD Pz_POS-p?A?M500FZG kxr9nQ 1 hJhMdRts H Ft3TcgyXeFUzCGX6 2-2-4 Scale = 1:27.5 6x8 = 3x6 11 3x6 I I 6x8 3x6 I 5 19 6 7 8 20 9 i 1r; 16 14 13 12 11 10 3x6 FP= 5x8 = 5x6 = 1.5x3 II 1.5x3 11 5x6 = 5x8 = 4x6 = 3-6-0 2-6-12 2-6-0 1-3-0 2-5-4 Plate Offsets (X Y)-- 10:Edge 0-1-81 (18:Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.11 12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.17 12 910 240 BCLL 0.0 Rep Stress Incr NO W B 0.90 Horz(TL) 0.04 10 n/a ri/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No,2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) 'Except' 10-16: 2x4 SP M 31(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=2310/Mechanical, 17=2726/3-8-0, 18=-612/3-8-0 Max Upliftl8=-834(LC 7) Max Grav10=2311(LC 4), 17=2779(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/2313, 3-4=0/2313, 4-5= 1078/0, 5-19=-3127/0, 6-19=-3127/0, 6-7=-4238/0, 7-8=-3176/0 BOT CHORD 17-18=-1062/0, 16-17=-1030/235, 15-16=-1030/235, 14-15=0/2085, 13-14=0/4238, 12-13=0/4238, 11-12=0/4238, 10-11=0/2107 WEBS 2-18=0/1401, 2-17=-1651/0, 4-15=0/1899, 4-17=-2189/0, 5-15= 1869/0, 5-14=0/1616, 6-14=-1677/0, 8-11=0/1656, 8-10=-3175/0, 7-11=-1599/0 PLATES GRIP MT20 244/190 Weight: 109 lb FT = 20 % F, 11 % E Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,15-17. NOTES- (7) floor nsred for this design. A. to girder(s) der(s) fortruss to ttrrussconnectioeen2) Referanced 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 18. NS r ,. G E'N e, 9 0 S•, 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. i, i. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. No 39380 ._ i 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOADCASE(S) Standard Dead Floor Live Lumber Increase=1.00, Plate Increase=1.00 TA E '•fL V 1) + (balanced): Uniform Loads (pif) Vert: 10-18= 10, 1-19=-100, 19-20=-544(F=-444), 9-20=-100 O R ` '• ,` is •' • • • • • •' IN A Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an incilvldual building component, not a Inrss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate This design into the overall i building design. Bracing Indicated Is to prevent fxlckling of Individual IMSS web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereciton and bracing of trusses and truss systerns, seeANSI/iPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from 1rl1sS Plate Institute, 218 N. Lee Street. Suite 312, Atexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725009 TB0020 Ft 1 Floor 1 1 Job Reference (optional) Builders FiralSource, Tampa, Plant City, Florida 33566 11.5x3 II 2 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:03 2016 Page 1 I D:Bls7p2vjcca4j B9 DL55wD Pz_POS-p?A?M500FZGkxr9nQ 1 hJ hMdaEs RytH2cgyXeFUzCGX6 31.5x3 11 3x4 = 3x4 = Scale = 1:11.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) 0.00 5 — 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 20 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-0 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) 4=176/0-4-0, 5=176/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (3) 1) "Semi -rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 2) 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. 3) "This manufactured product is designed as an 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." 111111111111111 No 39380 i y . i R _ 5, NA Thomas A. Albani PE No.39380 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Nil' Design valid for use only with MITek® connectors. This design is based only upon lylrameiers shown, and Is for an Individual building component, not -- — a truss system. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always requlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fathIcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from lass Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725010 T60020 F12 FLOOR 5 1 Job Reference (optional) tsui aers rvstl ource, r ampa, t-iam cny, rronaa soot 0-1-8 2-6-0 1-3-0 1.5x3 II 1.5x3 = 3x6 = 4x6 = 46 = r.—si P, - evio.-nwusmes, .". rnry y— --v -- Faye I D:8ls7p2vjcca4j B9D L55wD Pz_POS-H BkNZR PeOtObZ?kzzICYEZAb2GZxca9m3cGBowzCGX5 1.5x3 II 1.5x3 II 3x6 FP= 2— iScale = 1:43.3 4x6 = 4x6 = 1.5x3 II 0 24 23 22 21 20 19 18 17 16 15 14 3x6 = 4x6 = 4x6 = 3x12 MT20HS FP = 4x6 = 4x6 = 3x6 = 1.5x3 SP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.48 18-19 617 360 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) 0.75 18-19 395 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.14 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) `Except` TOP CHORD 9-13: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.1(flat) 'Except` BOT CHORD 14-20: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 14=1353/0-4-0, 24=1353/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2815/0, 3-4=-4095/0, 4-5= 4937/0, 5-6=-5371/0, 6-7=-5371/0, 7-8=-5371/0, 8-9=-4937/0, 9-10=-4937/0, 10-11=-4095/0, 11-12=-2815/0 BOT CHORD 23-24=0/2047, 22-23=0/3552, 21-22=0/4622, 20-21=0/5230, 19-20=0/5230, 18-19=0/5371, 17-18=0/5230, 16-17=0/4622, 15-16=0/3551, 14-15=0/2048 WEBS 2-24=-2389/0, 12-14=-2390/0, 12-15=0/1218, 11-15=-1170/0, 11-16=0/863, 10-16=-837/0, 10-17=0/501, 8-17=-522/0, 8-18=-242/640, 7-18_ 329/68, 2-23=0/1218, 3-23=-1170/0, 3-22=0/863, 4-22=-837/0, 4-21=0/501, 5-21=-520/0, 5-19=-240/639, 6-19= 330/67 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 131 lb FT=20%F, 11%E Structural wood sheathing directly applied or 4-0-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-21. NOTES- (8) `,t111111111111, 1) Unbalanced floor live loads have been considered for this design. No. A A, 2) All plates are MT20 plates unless otherwise indicated. , 0 e'9 rri 3) All plates are 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 20 = 11% ••' 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. No 3 9 38_0..--. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks tom be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.".S T - F E rV; 0 R O, N1 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wlih MiTek® connectors. ]his design Is based only upon parameters shown, and Is for an individual Wilding component, not a truss system. Before use, the building designer roust verity the applicability of design parameters and properly Incorporate this design into the overall only. Additional temporary and permanent bracing MiTek` building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and txaci g of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T8725011 TB0020 F13 FLOOR 6 1 Job Reference (optional) Builders FitalSource, Tampa, Plant City, Florida 33566 2 1 0-1-8 H 1 280 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.5x3 I r.e4u s Apr 1y zulo mi ek inousrnes, inc. Fri May zr r 0:4 C04 20 i6 rage i I D:8ls7p2vjcca4j B9 DL55wDPz_POS-HBkNZR PeOtObZ?kzzICYEZAamGe7cgRm3cGBowzCGX5 i 1-3-0 1.5x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.19 9-10 737 360 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) 0.34 9-10 407 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 10=629/0-7-4, 7=629/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1139/0, 3-4=-1139/0, 4-5=-1139/0 BOT CHORD 9-10=0/83918-9=0/1139, 7-8=0/846 WEBS 2-10=-979/0, 2-9=0/446, 5-7=-988/0, 5-8=0/564, 4-8=-339/0 Scale = 1:20.2 1. 5x3 II 3x4 = PLATES GRIP MT20 244/190 Weight: 60 lb FT = 20 % F, 11 % E Structural wood sheathing directly applied or 2-2-0 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." 1 JJJJ J` MPS A, No 39380.. T, E : 11 Jl JJ,O N Al E ` Thomas A. Aibani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0"015 BEFORE USE. Nil" DesignvalidforuseonlywithMilekOconnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Additional temporary and permanent bracing MiTek" buildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systerns, se.eANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8725012 Job T80020 HR01 DIAGONAL HIP GIRDER 2 1 Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries. Inc. Fri May 27 15:47:05 2016 Page 1 I D:Bls7p2vjcca4jB9 DL55wDPz_POS-IN I InnQGnB W SB9JAXSknnnip3gyML9Tv HGOIKNzCGX4 1-5-0 6-2-11 9-9-5 1-5-0 6-2-11 3-6-10 Scale = 1:23.1 2x4 11 3X0 — 3x6 = 9-9-5 9-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) -0.17 5-8 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 5-8 >228 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014fFP12007 Matrix-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=380/0-8-2, 5=554/Mechanical Max Horz 2=217(LC 4) Max Uplift2=-109(LC 4), 5= 253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9= 1056/0, 2-3=-490/145 BOT CHORD 2-5=-293/444 WEBS 3-5=-479/351 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; 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 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 S A, fit between the bottom chord and any other members. 0O S O1 • '44 G•E•N4) Refer to girder(s) for truss to truss connections. 9SAC`••, 2j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 253 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. NO 39380, 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 1k particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 • •/// LOAD CASE(S) Standard T_ . E 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) R *• \ `% 5! N Al E ` Trapezo ert: oads2=40 ( pit) F=27 B=27-to-9=35 F=25 B=25 9=-5 F=25 B=25-to-4=-132 F=-39 B=-39 , 6=0 F=10, B=10-to-5=-49(F=-14, B=-14) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Individual truss members only. Addlfional temporary and permanent bracing a MiTek" building design. Bracing Indicated is to prevent buckling of web and/or chord Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T8725013 TB0020 HR02 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-5-0 7.640 s Apr 19 2016 Mt I ek Industries, Inc. Fri May 27 15:47:05 2016 Page i I D:SIs7p2vjcca4j B9D L55wDPz_POS-IN I InnOGnB W SB9JAXSknnnip_gzGL9gv H GOIKNzCGX4 9-9-5 2-8-1 2x4 11 3x6 - 3x8 = Scale = 1:21.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.59 BC 0.77 WB 0.15 Matrix-M) DEFL. in Vert(LL) -0.15 Vert(TL) -0.47 Horz(TL) 0.01 loc) I/dell Ud 5-8 >771 240 5-8 >246 180 5 n/a rVa PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=387/0-10-15, 5=547/Mechanical Max Horz 2=143(LC 4) Max Uplift2= 143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1026/28, 2-3=-592/226 BOT CHORD 2-5=-312/558 WEBS 3-5=-600/387 NOTES- (8) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=o.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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. 0 I S A. /J# A4B 4) Refer to girder(s) for truss to truss connections. Ot P G•E•N '9S'•, // 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. NO 39380 -_•. 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." 0 LOAD CASE(S) Standard T- . E V 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 le •• O R 1 0••• S ` i;Ss 0 N A E Trapezoidal Loads (plf) Vert: 2=40(F=27, B=27)-to-9=35(F=25, 6=25), 9=-5(F=25, B=25)-to-4_ 132(F=-39, B= 39), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) Thomas A. Albani PE No.39380 Mflek USA, Inc. FL 0ert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@) connectors. This design is based only upon parameters shown, and is for an Individual building component. not —"- a truss system. Before use. the building designer must verify the alANIcabilily of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary pandpermanentbracingIVIiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of Cusses and truss systems, seeANS1/1PI1 Quality Criteria, DSB-89 and &CSI Building Component 6904 Parke East Blvd. Safety Information avallable from Taus Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725014 TB0020 HR03 ROOF SPECIAL GIRDER 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:06 2016 Page 1 I D:8ls7p2vjcca4j B9DL55wDPz_POS-Das8_7 RvYU fJpJuM5AFOJ_F4v3US4dL3W wl IspzCGX3 1-5-0 0-9-13 Scale = 1:6.8 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=287/0-8-0, 4=5/Mechanical, 3=-162/Mechanical Max Horz2=39(LC 4) Max Uplift2=-253(LC 4), 3=-162(LC 1) Max Grav2=287(LC 1), 4=9(LC 3), 3=150(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 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; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CJ A. fit between the bottom chord and any other members. ` OMP6) Refer to girder(s) for truss to truss connections. % '9 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 2 and 162 lb uplift at , ,•' G•E N S'.•.• i/ i joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. No 39380. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any k particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." rE .' 0 N A , Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® conneclors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer roust verify the applicability of design parameters and properly Incorporate this design into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing WOWbuildingdesign. Bracing indicated prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of misses and miss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavaltabtefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8725015 TBOO20 J01 JACK -OPEN 8 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:06 2016 Page 1 I D:8ls7p2vjcca4jB9DL55wDPz_POS-Das8_7RvYUfJpJuM5AFOJ_F6r3UN4dL3WwllspzCGX3 1-0-0 0-10-15 1-0-0 0-10-15 2X4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014lTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-12/Mechanical, 2=123/0-6-0, 4=8/Mechanical Max Horz2=39(LC 12) Max Uplift3=-12(LC 1), 2=-59(LC 12) Max Grav3=12(LC 8), 2=123(LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.9 0m O PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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. t%% J I I fill4) Refer to girder(s) for truss to truss connections. S A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3 and 59 lb uplift at joint `` O1 P • 44jB I2. 6) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. , •', G•E•N SAC'' 92 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." No 39380 i y Rfir 3 ' T- FE C? Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not N Not atrusssystern. Before use, the building designer must Verify the applicability of design parameters and properly incorporate this design into the overall individual truss members only. Additional temporary and permanent bracing MiTek" buildingdesign. Bracing Indicated Is to prevent buckling of web and/or chord is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavallabtefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8725016 Job T60020 J02 JACK -OPEN e 1 Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:06 2016 Page 1 I D:8ls 7p2vjcca4j69D L55wD PZ_POS-Das8_7RvY UfJpJuM5AFOJ_F6U3TJ 4dL3 W wl IspzCGX3 1-0-0 2-10-15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=180/0-6-0, 4=26/Mechanical Max Horz 2=82(LC 12) Max Uplift3=-54(LC 12), 2=-60(LC 12) Max Grav3=54(LC 1), 2=180(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 1 "=1' PLATES GRIP MT20 244/190 Weight: 11 to FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a 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. % Cj A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3 and 60 lb uplift at joint `% O P Abe I 9 6) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4V •'\ G•E N S`••, 2j 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." No 39380 ST__ FE • {L: Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building design. Bracing Indicated pfcvent of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply T8725017 TB0020 J03 JACK -OPEN 8 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MIIek Industries, Inc. Fri May 2/ 1bAru7 2uti rage 1 I D:8ls7p2vjcca4j B9D L55wD Pz_POS-hmQ W CSSX I onAQTSYftm FsCoCKTmgp4bClaVsOFzCGX2 1-0-0 4-10-15 1-0-0 4-10-15 2x4 = LOADING (psf) SPACING- 2-0-0 CS'_ TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fFP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=247/0-6-0, 4=46/Mechanical Max Horz2=126(LC 12) Max Uplift3=-106(LC 12), 2=-68(LC 12) Max Grav3=115(LC 1), 2=247(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.1 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(TL) -0.07 2-4 >823 180 Horz(TL) -0.00 3 n/a r1/a Weight: 17 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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. %- p5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 68 lb uplift at joint ``%COMPS A' A B i, 2. 9 6) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ,,••, C'•E•N S C••.2j 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any i particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." : No 39380 ' TA E 11 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer rnusl verify the applicability of design parameters and properly incorporate this design into the overall Additional temporary and permanent bracing MiTek' building design. Bracing indicated is to prevent buckling of Individual hiss web and/or chord members only. is always required for stability and to prevent collapse with posslbie personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of pusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type city Ply T8725018 TB0020 J04 JACK -OPEN 28 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 16:47:07 2016 Page 1 I D:81s7p2vjcca4jB9D 1_55wD Pz_POS-hmO W CSSXI onAQTSYftm FsCo83Tjyp4bClaVsO FzCGX2 1-0-0 7-0-0 1-0-0 7-0-0 3x4 = 7-0-0 Scale = 1:22.2 LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.62 BC 0.50 WB 0.00 Matrix) DEFL. in Vert(LL) 0.10 Vert(TL) -0.25 Horz(TL) -0.00 loc) 1/defl Ud 2-4 >814 240 2-4 >321 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=162/Mechanical, 2=321/0-6-0, 4=80/Mechanical Max Horz 2=172(LC 12) Max Uplift3=-132(LC 12), 2=-80(LC 12) Max Grav3=162(LC 1), 2=321(LC 1), 4=123(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a 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. % S A. 1 4) Refer to girder(s) for truss to truss connections. `v , A( y ) g p P 9 P 1 P 1 %% ..... - 5 Provide mechanical connection b others of truss to bearing late capable of withstanding 132 lb uplift at 3 and SO lb uplift at 0 .• 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. i 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any No 39380 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." TAKE w, Thomas A. Albert PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall buckling individual truss chord members only. Additional temporary and permanent bracing MiTek" building design. Bracing Indicated is to prevent of web and/or Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and hiss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromtrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8725019 TB0020 Jos JACK -OPEN 4 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:08 2016 Page 1 I D:8ls 7p2vjcca4j B9D L55wD Pz_POS-9yzuPoS936v 120 ICbH UOPKRRtAPYXrLz EEPxizCGX 1 1-0-0 1-10-15 1-0-0 1-10-15 0 2x4 = Scale = 1:7.7 1-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTPI2007 Matrix) Weight: 8 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=33/Mechanical, 2=142/0-8-0, 4=18/Mechanical Max Horz 2=47(LC 8) Max Uplift3=-28(1_C 12), 2=-87(LC 8) Max Grav3=33(LC 1), 2=142(LC 1), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a 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. %%J111I 11 111114) Refer to girder(s) for truss to truss connections. S A, 111 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 ` OMP Abe2. 6) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. :,••.., G•E•N 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any i particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." = NO 39380. 10 ST_ rE : V C? Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not tl a truss system. Before use. the building designer roust verify the applicability, of design parameters and properly incorporate this design into the overall is to buckling Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing i MiTek" Wilding design. Bracing Indicated prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725020 TB0020 J06 JACK -OPEN 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:08 2016 Page 1 I D:8ls7p2vjcca4j B9DL55wD Pz_POS-9yzuPoS936v 12c 1 ICb H UO PKRvt9sYXrLzEEPxizCGX1 1-0-0 2-10-15 1-0-0 2-10-15 - - - - 2x4 = 2-10-15 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 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(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 111b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-42(LC 12), 2=-108(LC 8) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a 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. O S A. 44 1105) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 108 lb uplift at joint `.% O P A B I,, 2. %% ,Z••,.•GE•NS•. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. , 4C`'•, 2/ 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." = No 39380 TA E IIN Ati c% Ca . Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30, 2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. 06 mail, Design valid for use only with Mnek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer roust verify the applicability of design parameters and property incorporate this design into the overall Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design. gracing prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, se.eANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T8725021 T80020 J07 JACK -OPEN 4 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 1-0-0 1-0-0 2x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:08 2016 Page 1 I D:8ls7p2vjcca4j B9DL55wD Pz_POS-9yzuPoS936v 12c 1 ICb HUO PKOAt73YXrLzEEPxizCGX 1 4-10-15 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0-27 Vert(LL) 0.02 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.06 2-4 869 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1 11 /Mechanical, 2=250/0-8-0, 4=45/Mechanical Max Horz 2=91(LC 8) Max Uplift3= 88(LC 12), 2=-118(LC 8) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a 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 for truss to trussgirder(s) connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 118 lb uplift at joint A S A, P ALB 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0.• GE'NS•, q . C`'•• 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any No 3938_0particularbuildingistheresponsibilityofthebuildingdesignerperANSITPI1asreferencedbythebuildingcode." LA r E C? 10 S N A11 E• 1 . Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component, not - - a 11Lr5S systern. Before use, The building designer roust verify The applicability of design parareters and properly incorporate this design into the overall ppbuildingdesign. Bracing Indicated Is to prevent buckling of Individual taus web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of tmsses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T8725022 TB0020 J08 JACK -OPEN 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 3x4 = 7,640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:09 2016 Page 1 ID:8ls7p2vjcca4jB9DL55wDPz_POS-d9XGd8TngP1 ugmcxmlojxdtUtHOkH_5VCu_yT8zCGXO 7-0-0 7-0-0 7-0-0 Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.23 2-4 >340 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix) Weight: 23Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=160/Mechanical, 2=324/0-8-0, 4=77/Mechanical Max Horz 2=121(LC 8) Max Uplift3=-112(LC 12), 2=-135(LC 8) Max Grav3=160(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a 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. ,% A Abe5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplift at `%% A .cJ joint 2. `••• G E•Ns •. '9 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ,1 `••, // 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." No 39380 0 • a- -t • T_AfE :VZ i10 S'`gi0 N A - S lh` Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not N a truss system. Before use, the Wilding designer must verify the applicability of design parareters and properly incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord mernhers only. Additional temporary and permanent bracing MiTek' building design. prevent of is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trtm Plate Instlhtle, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty Ply T8725023 TB0020 Jog JACK -OPEN 12 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:09 2016 Page 1 I D:8ls7p2vjcca4j B9 DL55wD Pz_POS-d9XGd8Tnq P 1 ugmcxml of xdtbyH VBHzaVCu_yT8zCGXO 1-0-0 0-8-0 3x4 = 2x4 II 0-8-0 6 Scale = 1:7.1 LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.14 BC 0.00 WB 0.10 Matrix) DEFL. in Vert(LL) 0.01 Vert(TL) 0.00 Horz(TL) 0.00 loc) I/defl Ud 1 n/r 120 1 n/r 90 n/a n/a PLATES GRIP MT20 244/190 Weight: 4 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=331/0-8-0, 4=-253/0-8-0 Max Horz 2=23(LC 16) Max Uplift2=-208(1_C 8), 4=-253(LC 1) Max Grav2=331(LC 1), 4=167(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-237/288 WEBS 3-4=-313/255 NOTES- (8) 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 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry S A. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ` OIOP • 44B3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. ,,•Ci•E N S• 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. No 39380, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2 and 253 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 T_A E 1VparticularbuildingistheresponsibilityofthebuildingdesignerperANSITPI1asreferencedbythebuildingcode.";M (V Z fit 1 11 lilt" Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent bxrckting of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and imss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsBtute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty ply T8725024 T80020 R01 HALF HIP GIRDER 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47102016 Page 1 I D:8ls7p2vjcca4jB9DL55wDPz_POS-6L5eq U U Pbj 91 HwB7KOJyUgQeohj EON LeRYj W?azCGX? 1-0-0 7-0-0 9-10-8 1-0-0 7-0-0 2-10-8 Scale = 1:20.7 4x6 = 2x4 11 3x4 = J 3x6 = 7-0-0 2-10-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.06 2-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.15 2-6 >764 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=885/Mechanical, 2=607/0-8-0 Max Horz 2=123(LC 4) Max Uplifts= 328(LC 4), 2=-240(LC 4) Max Grav5=960(LC 18), 2=607(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1071/292 BOT CHORD 2-6=-315/95315-6— 308/903 WEBS 3-6=-115/814, 3-5=-1170/400 NOTES- ( 10) 1) Wind: ASCE 7-10; VUIt=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 1 11111, 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11 A S A ON '44 in 3-6-0 tall by 2-0-0 will 4) This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a rectangle wide 9 i GENS.•• fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. i NO 39380. 6) Providemechanicalconnection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 5 and 240 lb uplift at joint 2. 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 lb down and 184 lb up at 7-0-Cr "tJ on bottom chord. The design/selection of such connection device(s) is the responsibility of others. TA rE fV 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6).- 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O r \ 0. particular LOAD CASE( S) Standard 10 SS; O N 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 fill,A Uniform Loads ( plf) Thomas A. Albant PE No.39380 Vert: 1- 3=-54, 3-4=-120(F=-66), 2-6=-20, 5-6=-44(F=-24) Mffek USA, Inc. FL Cert 6634 Concentrated Loads ( lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 6=- 475(F) Date: May 30, 2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an indlAdual Wilding component, not Bel' a trusssystem. Before use, the building designer must verify the applicab lity of design parameters and property incorporate this design into the overall truss members only. Additional temporary and permanent bracing MiTek" Wilding design. Bracing indicated Is to prevent buckling of Individual web and/or chord Is always required for stal:llity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, storage- delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety InformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Sulle 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8725025 TB0020 R02 HALF HIP 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:10 2016 Page 1 I D:SIs7p2vjcca4j B9 DL55wDPz_POS-6L5eq U U Pbj 91HwB7KOJyUgQfhhgXOP7e RYj W ?azCGX? 1-0-0 6-3-3 9-0-0 9-10-8 1-0-0 6-3-3 2-8-13 0-10-8 ' N7 0 3x4 = 2x4 11 3x6 = 3x8 = Scale = 1:22.0 Plate Offsets (X Y)-- j4:0-2-0 0-2-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.23 2-6 >490 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.59 2-6 >190 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=343/Mechanical, 2=425/0-8-0 Max Horz2=152(LC 8) Max Uplift6=-128(LC 8), 2=-162(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/212 BOT CHORD 2-6=-304/383 WEBS 3-6=-406/355 NOTES- (8) 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 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `` OMP, •E• N '9 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 ; ,•', C' S••, fit between the bottom chord and any other members. i 5) Refer to girder(s) for truss to truss connections. No 39380..__. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 6 and 162 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." •A.T E • : rrrrnn Thomas A. Aibani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. qp Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use, the building designer roust verify the applicability of design parameters and properly Incorporate this design into the overall Individual truss members only. Additional temporary and permanent bracing MiTek` building design. Bracing Indicated Is to prevent buckling of web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabdcatlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type city Ply T8725026 TB0020 R03 MONOPITCH t0 t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:11 2016 Page 1 I D:8ls7p2vjcca4jB9DL55wDPz_POS-aXf11 qV1 Mt Hcv4mKujgBO2ygP40klsLogBT3XOzCGX_ 1-0-0 6-3-3 9-10-8 1-0-0 6-3-3 3-7-5 Scale = 1:22.2 2x4 11 3x6 = 3x8 = 9-10-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.23 2-5 >489 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.59 2-5 >190 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 42lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=343/Mechanical, 2=425/0-8-0 Max Horz 2=162(LC 8) Max Up1ift5=-134(LC 12), 2=-159(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/198 BOT CHORD 2-5=-305/384 WEBS 3-5=-410/359 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 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 l%J 1111111112) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. %%eft S A , I 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 OIfitbetweenthebottomchordandanyothermembers. G•E N .y 4) Refer to girder(s) for truss to truss connections. ,•'V SAC`••, 2/ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 5 and 159 lb uplift at 0 joint2. No 39380. 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." — TA FE {</ C? Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parise East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicabllity of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual taus web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdoation, storage, delivery, erection and bracing of pusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabtle from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T8725027 TB0020 R04 ROOF SPECIAL 4 1 Job Reference (optional) t5uuaers tlrsibource, i ampa, viam cny, Honaa a:ibbb nova s rrpr ra zu. o — ex mousuies, m rn may u , xv , , zv io rage , ID:8ls7p2vjcca4jB9DL55wDPz_POS-aXf11 qV1 M1 Hcv4mKujgBO2ytd4_Olj DogBT3XOzCGX_ 1-0-0 7-0-0 11-0-0 15-0-0 22-0-0 1-0-0 7-0-0 4-0-0 4-0-0 7-0-0 Scale = 1:40.4 4x6 = 3x4 = 3x4 = 3x8 = 3x8 = 7-0-0 11-0-0 15-0-0 22-0-0 7-0-0 4-0-0 4-0-0 7-0-0 Plate Offsets (X,Y)-- 2:Edge,0-0-81, (3:0-4-5,0-1-111, 17:0-4-5,0-1-111, (8:0-0-0,0-0-81, 110:0-1-12,0-3-81, 12:0-1-12,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.24 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.66 10-11 >390 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.56 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-13,9-10: 2x4 SP No.3, 3-7: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=887/0-8-0, 2=964/0-8-0 Max Horz 2=120(LC 16) Max Uplift8=-88(LC 13), 2=-129(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1492/325, 3-4=-4020/536, 4-14=-1933/193, 5-14=-1822/247, 5-15=-1822/247, 6-15=-1933/193, 6-7= 4036/547, 7-8=-1492/333 BOT CHORD 2-13=-208/1243, 12-13=-220/1494, 3-12=-328/3513, 11-12=-325/3563, 10-11=-334/3577, 7-10=-336/3525, 9-10=-233/1512, 8-9=-218/1257 WEBS 3-13= 1857/328, 5-11=-171/1251, 7-9= 1876/341, 4-11=-1932/382, 4-12= 142/1299, 6-11— 1946/392, 6-10=-151/1313 NOTES- (8) 111/1111111, 1) Unbalanced roof live loads have been considered for this design. ,% 2) MW FRS (envelope) gable3end onesecond gust) and C-C Exterior(2) 1 on e; cantilever Deft andright exposed ;C?Cfforr members B d forces &pMW FRS %` OG E NA e9''j, for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60,•• `SF••, 3) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 39380 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 88 lb uplift at joint 8 and 129 lb uplift at joint - 2. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. : y'; -A r E ' •' L 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any 'e,.y r' particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." .0 '• R Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upon parameters shown, and is for an Individual bulldhig component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Indicated Is to Wckiing Individual Iruss web and/or chord members only. Additional temporary and permanent bracing MiTek buildingdesign. Bracing prevent of Is always required for stability and to prevent collapse with posslNe personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information ovdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725028 TB0020 R05 COMMON 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 1-0-0 7-8-9 7.640 s Apr 19 2016 MiTek Industries, Inc, Fri May 27 15:47:12 2016 Page 1 I D:8ls7p2vjcca4j B9DL55wDPz_POS-2kD PFAVf 7KPTXELW RQMQZFV?C UKnU H NxurCc3TzCG W z 11-0-0 14-3-7 22-0-0 1 23-0-0 3-3-7 3-3-7 7-8-9 1-0-0 4x6 = Scale = 1:40.7 Io 4x6 = - 4x6 = 6x8 = 22-0-0 22-0-0 Plate Offsets (X,Y)-- 18:0-4-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.22 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.60 2-8 >429 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.29 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 97lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 2=861/0-8-0, 6=861/0-8-0 Max Horz2=115(LC 16) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1202/483, 3-4=-945/430, 4-5=-945/430, 5-6=-1202/483 BOT CHORD 2-8=-296/981, 6-8=-299/981 WEBS 4-8=-340/749, 5-8=-324/299, 3-8=-324/299 NOTES- (7) 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; MWFRS forreactions shown) Lumberbend zone and C-C 60 plate Extegrip DOL2)1zone; cantilever left and right exposed ;C-C for members and forces & MW FRS .60 ,,,,, ^` PS A+'44 '',, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 0 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 ,``r \ G•E•IN S • • '9 i fit between the bottom chord and any other members. ••'• 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at = No 39380 joint 6. 5' 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any — jj particularbuildingistheresponsibilityofthebuildingdesignerperANSITPI1asreferencedbythebuildingcode." rf1 E ' i 00 O N Thomas A. Alban! PE ND.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" preventIS always required for stability and to prevent collapse with posslhle personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and In15S systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725029 TB0020 R06 GABLE 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:13 2016 Page 1 I D:Bls7p2vjcca4jB9DL55wDPz_POS- W wnnS W W I ueXJ80wi?8tl5T29ZugmDit57VyAbvzCG W y 1-0-0 7-8-9 11-0-0 14-3-7 22-0-0 23-0-0 1-0-0 7-8-9 3-3-7 3-3-7 7-8-9 3x4 = 4x6 = 5x8 = Scale = 1:40.7 3x4 = 3 ?E" 0 11-0-0 22-0-0 11-0-0 11-0-0 Plate Offsets (X Y)-- 9:0-0-0 0-0-01 (10:0-0-0 0-0-01,f11:0-0-0,0-0-01,(17:0-4-0,0-3-01,f24:0-0-0,0-0-01(26:0-0-0,0-0-01,j26:0-0-0,0-0-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.11 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.32 19-20 >801 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 132 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1411/0-8-0, 12=1411/0-8-0 Max Horz2=115(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2079/0, 3-4=-1912/0, 4-5=-1883/0, 5-6=-1680/0, 6-7=-1493/0, 7-8=-1493/0, 8-9=-1680/0, 9-10=-1883/0, 10-11= 1912/0, 11-12=-2079/0 BOT CHORD 2-20=0/1673, 19-20=0/1673, 18-19=0/1673, 17-18=0/1673, 16-17=0/1673, 15-16=0/1673, 14-15=0/1673, 12-14=0/1673 WEBS 8-17=-698/0, 7-17=0/1043, 6-17=-699/0, 5-18=0/299, 9-16=0/299 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. >>tt li,1111111111/1, 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; ` -f p,S A. q .. MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,% O\ ••e J% 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,r\`r,• \ GEN S'F'. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. NO 39380 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20-Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; fit between the bottom chord and any other members. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.'. $ T-A r E 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i'M - 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any '• R , Q _•`• \, particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." lss ' • • • • • • • •' • \ G ` LOAD CASE(S) Standard N A 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Thomas A. Albani PE No.39380 Vert: 1-27=-54, 7-27=-104(F=-50), 7-28=-104(F= 50), 13-28=-54, 2-12=-20 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FLSafetyInformationavailablefromTrussPlateInstihute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 33610 Job Truss Type Qty PlyTruss T6725030 T80020 R07 Monopitch 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7-10-8 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Fri May 21 15:4 /:13 2016 Page 1 I D:8ls7p2vjcca4j B9DL55wDPz_POS-W wnnS W W I ueXJBOwi?8tf5T2C IupC Do457VyAbvzCG W y 3x4 11 2x4 II Scale = 1:18.7 1-0-8 112 0 7-10-8 1-0-8 0-1-8 6-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.05 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.13 3-4 >629 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=213/Mechanical, 4=359/0-3-0 Max Horz4=114(LC 12) Max Uplift3=-85(LC 12), 4=-124(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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. ,,' l I I I I still 4) Refer to girder(s) for truss to truss connections. ,`r, cJ A. /I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 lb uplift at joint OMP 44 I 4. ,,•,.•G•E•rjS•. 9 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. , ••, 2j 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." No 3.9380 Z T,- fE OJ s'O N A%0%` Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nol a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall to buckling Individual truss and/or chord members only. Additional temporary and permanent bracing MiTek" building design. Racing Indicated Is prevent of web is always required for stabilityand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavallabiefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Atexandda, VA 22314. Job Truss Truss Type city Ply T8725031 TB0020 R08 MONOPITCH 9 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:14 2016 Page 1 1 D:8ls7p2vjcca4j B9DL55wD PZ_POS-_6L9gsXwfyfAmXVuZrOuegaN F19QyFKEM9hj7LzCG W x 1-0-0 7-10-8 1-0-0 7-10-8 Scale = 1:18.7 3x4 II 2x4 11 1-0-8 0-1 1r2r0 1-0-8 -8 7-10-8 6-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.05 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.12 4-5 >645 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) I Weight: 29 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=208/Mechanical, 5=418/0-3-0 Max Horz 5=133(LC 8) Max Uplift4=-83(LC 12), 5=-178(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a 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. S A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 4 and 178 Ito uplift at joint MP • q(e I O5. ,Z., •.•\G'E•Ns •. 9 T, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. C`••, Y/ 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any r particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." No 39380. T_AfE v C? . S,S "O N A` Thomas A. Albani PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an individual building component, not -- - - a IruSS system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725032 TB0020 R10 HIP GIRDER 2 e G Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47A 5 2016 Page 1 I D:8ls7p2vjcca4j B9D L55wDPz_POS-SJ uXtBYYQ Fnl Oh457Zv7Au7RgiMVhYDNap RHg ozCG W w 1-0- 7-0-0 13-5-2 20-0-0 26-6-14 33-0-0 40-0-0 1-0- 0 7-0-0 6-5-2 6-6-14 6-6-14 6-5-2 17-0-0 i I-0-0 5x6 = 6.00 F 12 3x4 = 2x4 11 3x6 = 3x4 = 5 6 7 8 5x6 = Scale = 1:70.7 3x6 = 17 16 15 14 13 12 11 3x6 = 2x4 4x6 = 3x8 = 3x8 = 2x4 1I 3x8 = 4x6 = 7-0-0 13-5-2 20-0-0 26-6-14 33-0-0 40-0-0 7-0-0 6-5-2 6-6-14 6-6-14 6-5-2 7-0-0 Plate Offsets (X,Y)-- f3:0-3-0,0-2-01f8:0-3-0,0-2-01,f13:0-3-8 0-1-81,f15:0-3-8,0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.49 14 >972 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.92 14-15 >517 180 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 383 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied. 3- 6,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. BOT CHORD 2x4 SP No.2 'Except" 12- 16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=3180/0-6-0, 9=3180/0-6-0 Max Horz2=-77(LC 9) Max Uplift2= 1132(LC 5), 9= 1132(LC 4) Max Grav2=3269(LC 18), 9=3269(LC 17) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6681/2365, 3-4=-8869/3336, 4-5=-9839/3700, 5-6=-9839/3700, 6-7=-9839/3700, 7- 8= 8869/3336, 8-9=-6681/2365 BOT CHORD 2-17=-2072/5939, 16-17=-2068/5902, 15-16=-2068/5902, 14-15=-3276/8966, 13- 14— 3240/8931, 12-13=-2022/5844, 11-12=-2022/5844, 9-11=-2026/5881 WEBS 3-17_ 114/908, 3-15=-1439/3557, 4-15=-1413/876, 4-14— 454/1143, 5-14=-787/585, 7- 14=-455/1143 7-13=-1413/876 8-13=-1439/3557 8-11=-114/908 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: follows: 2x4 1 0-9-0 G E•N S • ••.9/ji Topchordsconnectedas - row at oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. No 3 938 Q, -._• ' 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply k connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. Wind: ASCE Vuit=139mph Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.1811 4) 7-10; (3-second gust) MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 T - E 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will jj( •• R `Q•_•`• \, 1 ss ' • • • •' % mchordandanyotherfitbetweenthe8) Provide truss to bearing capable of withstanding 1132 lb uplift at joint 2 and 1132 lb uplift at N A` E connection (by others) oft plate mechanicalconnectionIII joint 9. 9) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cent 6634 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 lb down and 223 lb up at 6904 Parke East Blvd. Tampa FL 33610 33-0-0, and 676 lb down and 223 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the Date: responsibility of others. 11) " This manufactured product is designed as an individual building component. The suitability and use of this component for any May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Not atrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaltable from truss Plate Instthde. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725032 TB0020 R10 HIP GIRDER 2 e G Job Reference (optional) Guilders HrsIbource, 1 ampa, Plant (Ay, Honda 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-8=-120(F=-66), 8-10= 54, 2-17=-20, 11-17=-44(F=-24), 9-11=-20 Concentrated Loads (lb) Vert: 17=-475(F) 11=-475(F) 7.640 s Apr 19 2016 M, I ek Industries, Inc. I-n May 21 1 bA [:1 b 2016 Page 2 1 D:8ls7p2vjcca4jB9 DL55wD Pz_POS-SJ uXtBYYQFn1 Oh457Zv7Au7RgiMVhY DNapRHgozCG W w WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14I7-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MITek0 connectors. This design is based only upon parameters shown. and is for an individual Wilding component, not a firm system. Before use, the building designer must verify the appllcabillty, of design parameters and properly Incorporate this design into the overall WOWbuildingdesign. Bracing Indicated is to prevent Wckling of individual truss web and/or chord mernbeis only. Addlllonal temporary and permanent bracing IV11 OW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabie from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725033 TB0020 R11 HIP 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 6-6-6 9-0-0 15-11-9 6-6-6 2-5-10 6-11-9 5x6 = 6.00 F12 3x4 = 5 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:16 2016 Page 1 1 D: 81s 7p2vj cca4j B9 DL55wDPz_POS-wVSw5XYABZv u?reHgGQMj5ge55gTQ3jXpTAgCEzCG W v 24-0-7 31-0-0 33-5-10 40-0-0 1-0- 8-0-14 6-11-9 2-5-10 6-6 -0- 3x4 = 3x6 = 6 7 5x6 = 8 Scale = 1:70.7 3x6 = 16 15 14 13 12 3x6 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 9-0-0 20-0-0 31-0-0 40-0-0 9-0-0 11-0-0 11-0-0 9-0-0 Plate Offsets (X,Y)-- 14:0-3-0,0-2-01, 18:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.28 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) 0.82 12-14 >577 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 191 Ito FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1529/0-6-0, 10=1529/0-6-0 Max Horz 2=-96(LC 13) Max Uplift2= 318(LC 9), 10= 318(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2735/976, 3-4=-2537/939, 4-5=-2259/863, 5-6=-3164/1141, 6-7= 3164/1141, 7-8=-2259/863, 8-9=-2537/939, 9-10=-2735/976 BOT CHORD 2-16=-745/2356, 15-16=-960/3068, 14-15=-960/3068, 13-14=-961/3068, 12-13= 961/3068, 10-12=-752/2356 WEBS 4-16=-284/916, 5-16— 1044/429, 5-14=0/295, 7-14=0/295, 7-12=-1044/429, 8-12=-284/916 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 11111!!/l, PCS A. 2) lnPCDpDhfC eg% MWFRS esecond gust) 2 xsp`EN SA`i' leftC-Cformembeforces &MWFRS right andenvelope} gablezoneC-C Exterior(2) for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 No 3938 3) Provideadequatedrainagetopreventwaterponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. s 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 2 and 318 lb uplift at joint 10. T_A E v — • • (V7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. This 8) manufacturedproduct is designed as an 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 f3 StS •'' • • • •'' \ 111p N Ai Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30, 2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi1ekG connectors. Ihls design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabie from Truss plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725034 TBOD20 R12 HIP 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.B4U S Apr la 2Ulb MIIeK InrluStnes, Inc. Fri May z/ 1D:4/:lb zub rage 1 I D:Bls7p2vjcca4j Bg DL55wD Pz_POS-wVSw5XYABZvu?reHgGQMj5gfY5hyQ4jXpTAgC EzCG W v 1-0- 7-8-4 11-0-0 17-2-7 22-9-9 29-0-0 32-3-12 40-0-0 41-0- o- 7-8-4 3-3-12 6-2-7 5-7-3 6-2-7 3-3-12 7-8-4 -o- Scale = 1:70.7 Sx6 = 3x4 = 3x6 = 3x4 = 5x6 = 4 1 a 7 8 3x6 = 16 11 — " 'J — — 12 3x6 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 11-0-0 1 9-0-0 9-0-0 -- 11-0-0 Plate Offsets (X Y)-- f2:0-2-12 0-1-8] f4:0-3-0 0-2-01 f8 0-3-0 0-2-01 f10:0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.31 2-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.87 2-16 >545 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.17 10 n/a rl/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-6,6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-1 oc bracing. BOT CHORD 2x4 SP No.t `Except` WEBS 1 Row at midpt 5-16, 7-12 13-15: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1529/0-6-0, 10=1529/0-6-0 Max Horz2=115(LC 16) Max Uplift2=-300(LC 12), 10=-300(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2654/987, 3-4=-2408/923, 4-5=-2117/852, 5-6=-2596/1018, 6-7=-2596/1018, 7-8=-2117/852, 8-9=-2408/923, 9-10=-2654/987 BOT CHORD 2-16=-741/2299, 15-16=-752/2560, 15-17= 752/2560, 17-18= 752/2560, 14-18=-752/2560, 14-19= 753/2560, 19-20=-753/2560, 13-20=-753/2560, 12-13=-753/2560, 10-12=-748/2299 WEBS 3-16=-302/284, 4-16=-273/857, 5-16=-689/296, 7-12=-689/296, 8-12= 273/857, 9-12=-302/284 NOTES- (8) AI S 111 1`'' v`PS A. 1) Unbalanced roof live loads have been considered for this design. II; Exp B; Encl., GCpi=0.18; A N 5'F•.• // i 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS, i for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 NO 39380. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fl w` fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 2 and 300 lb uplift at LA E : joint 10. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. This this for R 1 . I . • • • • • ,` 8) manufactured product is designed as an individual building component. The suitability and use of component any tS N A, particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syslel n. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing of trusses and tnrss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T8725035 TB0020 R13 HIP 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Apr 19 2016 MI lex Industries, Inc. F May 21 15:4fl 12016 rage 1 I D:8ls7p2vjcca4j B9 DL55wD Pz_POS-Ph01ItZoytl Id? DTE_xbGJCr7V 1 g9XSg27--.1___-_ 1-0- 7-0-5 13-0-0 20-0-0 27-0-0 32-11-11 40-0-0 1-0- 0 7-0-5 5-11-11 7-0-0 7-0-0 5-11-11 7-0-5 -0 5x6 = 2x4 11 5x6 = Scale = 1:707 3x6 = w w •- iv 12 11 " — 'v 3x6 = 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 9-3-11 13-0-0 20-0-0 27-0-0 30-8-5 40-0-0 9-3-11 3-8-5 7-0-0 7-0-0 9-3-11 Plate Offsets (X Y)-- f4:0-3-0 0-2-01 j6:0-3-0 0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.36 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.80 10-12 >594 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-11-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1529/0-6-0, 8=1529/0-6-0 Max Horz2=134(LC 12) Max Uplift2= 324(LC 12), 8=-324(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2734/1011, 3-4=-2531/997, 4-5=-2265/944, 5-6=-2265/944, 6-7=-2531/997, 7-8=-2734/1011 BOT CHORD 2-14=-775/2357, 14-15=-523/1924, 13-15=-523/1924, 13-16_ 523/1924, 12-16=-523/1924, 12-17=-525/1924, 11-17_ 525/1924, 11-18=-525/1924, 10-18=-525/1924, 8-10=-782/2357 WEBS 3-14=-304/312, 4-12=-170/595, 5-12=-430/289, 6-12= 170/595, 7-10=-304/312, 4-14=-168/575, 6-10=-168/575 NOTES- 8 1) Unbalanced roof live loads have been considered for this design. 1111111111111, A PS 44 TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. 11; Exp B; Encl., GCpi=0.18; e i2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; % forces & MW FRS ,•' G E N S'q// 00MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 0 No 3 9 3 80, 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 2 and 324 lb uplift at r E L. joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured is designed as an individual building component. The suitability and use of this component for any fi`. - . Rproduct particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 p N AL 1111//1111101 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1070372015 8EFORE USE. Design valid for use only with MITek® connectors. This design is Irked only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall Individual truss chord members only. Additional temporary and permanent bracing MiTekbuildingdesign. Bracing Indicated Is to prevent buckling of web and/or is always required for staNfity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavallable (Tom Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T8725036 TB0020 R14 HIP 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:18 2016 Page 1 I D:81s7p2vjcca4j B9D L55wD Pz_POS-tuagV DaQjA9cF9ogohSgoW I1 yvLyuzj qH nfxG7zCG W t 11-0- 7-0-5 15-0-0 20-0-0 25-0-0 32-11-11 40-0-0 1-0-0 1-0- 7-0-5 7-11-11 5-0-0 5-0-0 7-11-it 7-0-5 -0-d 5x6 = 2x4 11 5x6 = 6.o0 12 Scale = 1:72.0 3x6 = 14 to IJ 12 10 II IU 3x6 = 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 9-3-11 15-0-0 20-0-0 25-0-0 30-8-5 40-0-0 9-3-11 5-8-5 5-0-0 5-0-o 9-0-11 Plate Offsets (X,Y)-- 3:0-4-0,0-3-01,(4:0-3-0,0-2-01,j6:0-3-0,0-2-01,17:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.39 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.80 10-12 >590 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. 3-4,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1529/0-6-0, 8=1529/0-6-0 Max Horz 2=153(LC 16) Max Uplift2=-345(LC 12), 8=-345(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2739/1045, 3-4= 2569/1033, 4-5=-2022/861, 5-6=-2022/861, 6-7= 2569/1033, 7-8=-2739/1045 BOT CHORD 2-14=-812/2381, 13-14=-464/1820, 13-15=-464/1820, 12-15=-464/1820, 12-16=-465/1820, 11-16=-465/1820, 10-11=-465/1820, 8-10= 818/2381 WEBS 3-14=-370/373, 4-14= 243/671, 6-10— 243/671, 7-10=-370/373, 4-12=-99/480, 5-12=-277/193, 6-12=-99/480 NOTES- (8) 1) Unbalanced s have been considered for this design. 2) Windt r ASCE7-10; oof vVultad139mph (3 second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; ,,,MPS Alf 14 MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS %% e i for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ` .,•'\G•E•N S`•. i i 3) Provide adequate drainage to prevent water ponding. i 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. No 39380, 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 lb uplift at joint 2 and 345 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. '; TA E 7U 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O F1 i,ss,f0 N AL rfilli Thomas A. Aibani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. lhls design Is based only upon parameters shown, and Is for an Individual building component, not a truss systern. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WAN MiTek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANS1/iPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725037 TB0020 R15 HIP 2 1 Job Reference (optional) Builders RrstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:19 2016 Page 1 I D:Bls7p2vjcca4jB9DL55wDPz_POS-L482jZb2 U U HTsJ NsMO_3LkH BQJj IdPKzV RP UpZzCG W s 1-0 7-0-5 13-9-5 17-0-0 20-0 2 23-0-0 26-2-11 32-11-11 40-0-0 1-0- 0- 7-6-5 6-9-0 3-2-11 3-0-0 3-0-0 3-2-11 6-9-0 7-0-5 -0- 6.00 12 5x8 % 3x8 11 5x8 Scale = 1:71.5 3 m14. 6 3x6 = 10 I is 16 " " iw 3x6 = 3x4 = 4x6 = 3x6 = 4x6 = 3x4 = 17-0-0 20-0-0 23-0-0 30-8-5 40-0-0 9-3-11 7-8-5 3-0-0 3-0-0 7-8-5 9-3-11 Plate Offsets (X Y)-- j6:0-2-1 0-3-11 18:0-2-1 0-3-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.44 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.96 14-16 >492 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.15 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 209Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc puffins. 6-8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-10-2 oc bracing. BOT CHORD 2x4 SP No.t WEBS 1 Row at midpt 5-16, 9-16 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1529/0-6-0, 12=1529/0-6-0 Max Horz 2=171(LC 16) Max Uplift2=-363(LC 12), 12=-363(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2746/1047, 3-4=-2538/1021, 4-5=-2431/1033, 5-6=-1734/794, 6-7=-1562/745, 7-8=-1562/745, 8-9=-1734/794, 9-10=-2431/1033, 10-11=-2538/1021, 11-12=-2746/1047 BOT CHORD 2-18= 809/2371, 17-18=-525/1862, 17-19=-525/1862, 16-19=-525/1862, 16-20=-527/1862, 15-20=-527/1862, 14-15=-527/1862, 12-14=-816/2371 WEBS 3-18=-337/331, 5-18=-192/610, 5-16=-493/322, 9-16=-493/321, 9-14=192/610, 11-14=-337/331, 7-16=-342/971 NOTES- 8 1) Unbalanced ttttillll//, t A ' 4Ce,,iTCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; 2) Wind: ASCEr7-10; Vu t=1139mph (3 second gust) Vasd=108mph; r•P qENSic'•• 2 MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS ,•', for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 i No 3 9380. •• 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 2 and 363 lb uplift at joint 12. r r E v 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 building is the responsibility of the building designer ANSI TPI 1 as referenced by the building code." Q (j \ G\ ` iSS'/pparticularper N III llilt ttt` Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall design. Bracing Indicated is to twckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekbuildingprevent is always required for stability and to prevent collapse with posslbte personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8725038 TB0020 R16 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:20 2016 Page 1 I D:8ls 7p2vjcca4jB9D L55wD Pz_POS-pGiQwvchFoPK USy2v6V I txgMkj3zMpf6k582L?zCG W r 13-9-5 16-1-4 20-0-0 1-10-1 26-2-11 32-11-11 40-0-0 1-0 6-9-0 4%-15 1-10-12 1-10-12 4-3-15 6-9-0 7-0-5 -0- i1 0 Scale = 1:71.5 3x6 % 3x6 II 3x6 zz6.00 12 3x6 = — I is 16 11 3x6 = 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 9-3-11 18-1-4 20-0-0 21-10-12 30-8-5 40-0-0 9-0-11 8-9-9 1-10-12 1-10-12 8-9-9 9-3-11 Plate Offsets (X Y)-- 6:0-3-0 Edqe) (8:0-3-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.43 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.94 16-18 >504 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.15 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 204 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-16, 9-16 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1529/0-6-0, 12=1529/0-6-0 Max Horz2=183(LC 12) Max Uplift2=-374(LC 12), 12=-374(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2743/1055, 3-4=-2536/1030, 4-5= 2429/1041, 5-6=-1727/801, 6-7=-1518/760, 7-8=-1518/760, 8-9=-1727/801, 9-10=-2429/1041, 10-11=-2536/1030, 11-12=-2743/1055 BOT CHORD 2-18=-816/2367, 17-18=-538/1869, 17-19=-538/1869, 16-19=-538/1869, 16-20=-539/1869, 15-20=-539/1869, 14-15=-539/1869, 12-14=-822/2367 WEBS 3-18=-327/325, 5-18=-186/601, 5-16=-567/365, 9-16=-567/365, 9-14=-186/601, 11-14=-327/325, 7-16=-407/1084 NOTES- 8 1) Unbalanced roof live loads have been considered for this design. 111111/,, IAPSA. , Vult=139mph Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp B; Encl., GCpi=0.18; B i2) Wind: ASCE 7-10; (3-second gust) % •.`•' C-C Exterior(2) left and right exposed for members and forces R MW FRS •' G E N S 4, MW FRS (envelope) gable end zone and zone; cantilever ;C-C for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 i No 393803) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at T rE joint 12. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. OF< 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any building is the the building designer ANSI TPI 1 as referenced by the building code." I ss •' • • •'' •\ ` particular responsibility of per Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an IndlAdual Wilding component, rlat a truss system. Before use, the building designer must verify the appllcaUtly of design parameters and properly incorporate this design into the overall Biactng Indicated Is to buckling individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTekbuildingdesign. prevent of IS always required for stability and to prevent collapse with possihle personal Injury and property danage. for general guidance regarding the fabrication, storage, delivery, erection and tracing of trisses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. FLSafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. 33610 Job Truss Truss Type Qty Ply T8725039'. TB0020 RF01 FLOOR 1 f2 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:21 2016 Page 1 I D:8ls7p2vjcca4j B9 DL55wD Pz_POS-HSGpSFcJ?5XB6cXFTpOXQ9N VL6SV5D uGzlubtRzCG W q 2-1-8 4-6-2 6-5-14 8-5-10 10-10-4 _ 12-11-12 2-1-8 2-4-10 1-11-12 1-11-12 2-4-10 2-1-8 2x4 11 3x8 = 3 3x8 = 2x4 11 3x8 = 6 3x8 = Scale = 1:22.4 2x4 11 4x6 = 3x8 II 2x4 11 7x10 = 2x4 II 3x8 11 4x6 = 2-1-8 4-6-2 6-5-14 8-5-10 10-10-4 12-11-12 2-1-8 2-4-10 1-11-12 1-11-12 21 2-1-8 Plate Offsets (X Y)-- 2:0-3-8 0-1-8) (3:0-3-8 0-1-8) (5:0-3-8 0-1-81 j6:0-3-8 0-1-8) (9:0-4-12 0-1-8) (11:0-5-0 0-4-121,(13:0-4-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.22 11 >705 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.32 11 >477 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 141 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puffins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=2762/0-5-4, 8=2762/0-3-8 Max Grav 14=2967(LC 3), 8=2967(LC 4) FORCES. (lb) - Max. Comp -/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5428/0, 3-4=-8335/0, 4-5=-8335/0, 5-6=-5428/0 BOT CHORD 13-14=0/5428, 12-13=0/5428, 11-12=0/5428, 10-11=0/5428, 9-10=0/5428, 8-9=0/5428 WEBS 2-14=-6420/0, 2-13=0/2897, 3-12=-1698/0, 3-11=0/3544, 4-11— 546/0, 5-11=0/3544, 5-1 0=-1 698/0, 6-9=0/2897, 6-8=-6420/0 NOTES- (8) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-11 2x4 - 2 rows staggered at 0-2-0 oc. CASE(S) Ply to2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD section. ply A. connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. BPS3) Unbalanced floor live loads have been considered for this design. Q G•E•N sF' 4) Girder carries tie-in span(s): 12-5-0 from 0-0-0 to 12-11-12 A•. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to: No 39380 .-_•: be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1029 lb down at 6-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This individual building The of this component for any8) manufactured product is designed as an component. suitability and use w TA I EparticularbuildingistheresponsibilityofthebuildingdesignerperANSITPI1asreferencedbythebuildingcode." i •• LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 p fi O '• N l • •' • •+.. • • • • • • Q 1/ S/ JONA Uniform Verttll 7plf)100, 8-14=-288(F=-278) E . Concentrated Loads (Ib) Thomas A. Albani PE No.39380 Vert: 11=-596(F) MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10703/2015 BEFORE USE. Design valid for use only with Mllek(b) connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabillty of design parameters and properly incorporate this design into the overall indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T8725040 TB0020 RF02 FLOOR 1 e G Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:21 2016 Page 1 I D:8ls7p2vjcca4j B9D L55wD Pz_POS-HSGpBFcJ?5XB6cXFTpOXQ9NYb6P75BiGzlubtRzCG W q 2-2-4 - 5-7-12 8-3-7 10-11-2 13-6-13 16-2-8 19 -8-0 21-10-4 2-2-4 3-5-8 2-7-11 2-7-11 2-7-11 2-7-11 3-5-8 2-2-4 Scale = 1:38.0 5x8 = 2x4 2x4 II 3x6 = 3x8 = 3x6 = 3x4 = 2x4 II 2x4 I 5x12 = 2 3 4 5 6 7 8 9 10 2x4 II 7x10 = 3x6 = 3x4 = 400 MT20HS — 3x4 = 3x4 = 800 = 4x6 ll 2x4 11 2-2-4 5-7-12 8-3-7 10-11-2 13-6-13 16-2-8 19-8-0 21-10-4 2-2-4 3-5-8 2-7-11 2-7-11 2-7-11 2-7-11 3-5-8 2-2-4 Plate Offsets (X Y)-- 11:Edge 0-3-81 (12:0-3-8 0-4-81 119:0-3-8 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.47 14-15 548 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0-74 14-15 350 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 233 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD 6-10: 2x4 S P M 31 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-19,10-12: 2x4 SP No.1 REACTIONS. (lb/size) 20=1766/0-7-4, 11=4601/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-2654/0, 1-2=-4371/0, 2-3=-4371/0, 3-4_ 4371/0, 4-5= 8272/0, 5-6=-10597/0, 6-7=-10597/0, 7-8=-8810/0, 8-9=-8810/0, 9-1 0=-881 0/0, 10-11=-5416/0 BOT CHORD 18-19=0/4371, 17-18=0/8272, 16-17=0/9523, 15-16=0/9523, 14-15=0/9523, 14- 21 =011 0597, 13-21=0/10597, 13-22=0/8810, 12-22=0/8810 WEBS 2-19=-748/0, 9- 12=-760/0, 4-17=0/1488, 7-14=0/404, 1-19=0/5218, 10-12=0/10324, 4-18=-4372/0, 5-17=-1406/0, 7- 13=-2018/0, 5-14=0/1212 Structural wood sheathing directly applied or 3-8-2 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0- 0 oc bracing, Except: 6-0-0 oc bracing: 19-20. NOTES- (9) 1) 2-ply truss to be connected together with 10d (0.131 "xX) nails as follows: Top as follows: 2x4 - 1 Bottomchords chords connected as ( follows: 2x6 r 2 rows staggered at 0-7-0 oc. A NS i A. Webs connected as follows: 2x4 - 1 row at 0- 9- 0 oc, Except member 12-9 2x4 - 2 rows staggered at 0-2-0 oc. , e 4# 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply , ,r,`2`,•\ ii•E•N S'•, 92/ ij, connections have been provided to distribute only loads noted as ( F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. No 39380. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 6 = 20%, joint 16 = 20% _--- 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. o TA E 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2309 lb down at 19-8-0 on bottom • • chord. The design/selection of such connection device(s) is the responsibility of others. '• 0 R 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any Sl7 ' • • • • • • • • •G , particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." fO , AI I it LOAD CASE(S) Standard Thomas A. Albani PE No.39380 1) Dead + Floor Live ( balanced): Lumber Increase=1.00, Plate Increase=1.00 Mr7ek USA, Inc. FL Cert 6634 Uniform Loads (pit) Vert: 1-10=-100, 20-21=-10, 21-22=-450( F=-440), 11-22=-10 6904 Parke East Blvd. Tampa FL 33610 Date: May 30, 2016 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design is based only upon parameters shown, and is for an Individual building component, not rat a truss system. Before use, the building designer roust verifytheapplicabilityofdesignparametersandproperlyincorporatethisdesignIntotheoveralldesign. Bracing indicated is to buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing MiTek` building prevent Is always required for stability and to preventcollapsewith possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sec-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ava910INe, from Trr15S Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 a, Job Truss Truss Type Oty Ply T6725040 T80020 RF02 FLOOR 1 nL Job Reference (optional) Builders FirslSource, 1 ampa, Plant City, Florida 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=-2309(F) f.ti4U S Apr 1-9 LU16 MI I eK Industries, Inc. Fri May Lf 1 t,:,q vei euib vage L I D:8ls7p2vjcca4j B9D L55wD Pz_POS-HSGp8FcJ?5XB6cXFTpOX09NYb6P75BiGzlubtRzCG W q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(3) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not - a tntss systern. Before use, the building designer roust verify the applicability of design parameters and properly Incorporate this design into the overall Not building design. Bracing Indicated is to prevent buckling of individual trios web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 4r p Job Truss Truss Type Qty Ply T8725D41 TB0020 Vol Valley 1 1 Job Reference (optional) Builders FIr51Source, Tampa, Plant Gly, Florida 33566 2-5-4 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:21 2016 Page 1 I D:8ls7p2vjcca4j B9D L55wDPz_POS-HSGpBFcJ?5XB6cXFTpOXQ9Nf26ZW 5Q3GzlubtRzCG W q 4.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 1 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.01 1-3 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=72/0-3-8, 4=45/1-0-0 Max Horz 4=30(LC 8) Max Uplift3=-44(LC 8), 4=-1 O(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:6.9 PLATES GRIP MT20 244/190 Weight: 6lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (6) 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 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60plate 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 Ib uplift at joint 3 and 10 Ib uplift at joint , , 4. 5) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ,,%O-n PJ A q4 d'.. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any .9 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." : ••, C' E N S`+•, 2 ,, i No 39380 TA E Rip,,•• 1111111 Thomas A. Alban! PE No.39380 MITek USA, Inc. FLCert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not Mal" a truss system. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated Is to buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bacing MiTek" prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 k b 41, Job Truss Truss Type city Ply T8725042 TB0020 V02 Valley 1 1 Job Reference (optional) Builders FirsiSource. Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri May 27 15:47:22 2016 Page 1 I D:8ls 7p2vj cca4jB9D L55wD Pz_POS-IfgBLbdxm Pg2j m6R 1 XXmzMvgYW uggtM PBPd8PuzCG W p 4-4-13 r 4-4-13 a 0 2x4 2x4 II Scale = 1:12.2 0-02 4-4-1 1-0-7 - 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) 0.00 3 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 16lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No-3 REACTIONS. (lb/size) 1=117/5-4-0, 5=216/5-4-0 Max Horz 1=65(LC 8) Max Upliftl=-25(LC 8), 5=-76(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable 01 withstanding 25 Ib uplift at joint 1 and 76 Ib uplift at joint , 5. 5) Non Standard bearing condition. Review required. %,O6) "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 ,•' ,\ G•E N S`''92/ ,, particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." NO 39380. _- o- i V • r[ • i T_ FE Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 30,2016 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. this design is based only upon parametersshown, and is for an individual building component, not a truss syslern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing incilcated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` preventIs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tnrss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 t y Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated, Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0' V1 a, For 4 x 2 orientation, locate plates 0-'/ib' 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, Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/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. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) I 2 3 TOP CHORDS 0 c O 2 U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an 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 stack 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 wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 1 W. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. BEARING HEIGHT 5GHEDULE 40-00-00 S 9r m m m m m m m m m m m m m m m m m m m m m2 r [if LY Lr w 0L IL rr If 0 0 f of w Lr -1 -1 ZQ Ali.......... J 05 CS)J0 is I i 1 J 06CD— I m mm JO is J07 m s J0 J08 7 00 00 7 00 00 J0JOBHI co FO NQ d' N N Licu N Mm F0 F0 m 15-09-08 I1 05 F0 m FO mm FO 7 F0 N F N F09 CDCDmF0 m zr D F09 a, m FO D mNM F FO CD j H2 m mF0 m m m m mIiL lCS) m03 F0 m 12- 08-08 3-03-0 FO CD N CS) N m CDw CS) OD CD— m m m CS) F0 L m F04 m m CDFO H2 CD m OD FO m m Ln m m FO D C0 R0— T mHIR0 RECESS mi m m FOR HHU i X m R0 m i m I ROR07 m R0 m m m m m m m m m m N R0 m mROc ODm 20- DEEP FLOOR TRUSSES @ 24- M O. C. FIELD ADJUST SPACING FOR PLUMBING AND A/C CHASES R0..................._.........................._................... RoEL m y e" po, a, m CS) m M am rn m rn m a, Z m m mm m m m m 22- 00-00 18-00-00 RECORD COPY TV JUN 16 V _ 20'- 3/4 Hanger List H1 HTU26 H2 THA422 NOTES: 1.) REFER TO HID 91 (RECOMMENDATION5 FOR HANDLING IN5TALLATION AND TEMPORARY DRAGING.) REFER TO ENGINEERED DRAWING5 FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENT$. 3.) ALL VALLEY5 ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4.) ALL TRU55E5 ARE DE5I6NEO FOR 2' o.c. MAXIMUM 5PACIN6. UNLE55 OTHERWISE NOTED. 5.) ALL WALL5 5HOWN ON PLACEMENT PLAN ARE CON5IDERED TO BE LOAD BEARING, UNLE55 OTHERW15E NOTED. 6.) 5Y42 TRU55E5 MU5T BE IN5TALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HAN6ER5 TO BE 51MP5ON HTU26 UNLE55 OTHERW15E NOTED. ALL FLOOR TRU55 HANGER5 TO BE 51MP50N THA422 UNLE55 OTHERW15E NOTED. D.) DEAMMEADERILINTEL (HDR) TO BE FUM15HEO BY BUILDER. SHOP DRAWING APPROVAL TM5 LAYOUT 15 THE 50.E 501JRCE FOR FABRICATION OF TRU55E5 AND VOID5 ALL PREVI0U5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF TH15 LAYOUT M15T BE RECEIVED BEFORE ANY TRU55E5 WILL BE BUILT. VERIFY ALL CONDITION5 TO IN5URE A6AN5T CHAN6E5 THAT WILL RE511T IN EXTRA CHAR6E5 TO YOU. 1, 4-l" Dclrwr hu Taylor Morrison Homes YODEL: Daohene III A Lot xx DDAN er: 2- 16-16 Rick 4- Product Approval Specification Form p0 Permit # # 6 l DING ID Project Location Address 428 Treasure Lane SANS®IR As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please prove e 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) 1.Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.02,09 Horizontal Slider Casement Double Hun Fixed MI WINDOWS 81X63 FIN FRAME FL18644.01 Awning Pass Through Projected Mullions MI Windows 2302 ser. Vertical Mullion — Block and Frame FL18504.6-R2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.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 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online t— ON t' 0k0 Page I of 3 Q 1Nts. w Leda Dqparrrol8CIS Home Log 1n User Registration Hot Topics Submit Surcharge j Stats & Facts I Publications I FBC Staff BCIS Site Map Links I Search Businesg, ProfeSsbblial - Product Approval USER: Public User Regulation PaatluCt AfI fro al h`ente > Proifutt Q, AOoti TL+I Scarf; > aRoication LISt > Application Detail 4M FL # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer 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 Therma- Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants. com Vivian Wright rickw@rwbldgconsultants. com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute Ryan J. King, P.E. Validation Checklist - Hardcopy Received Standard 101/ I.S.2 ASTM E1886 ASTM E1996 ASTM E330 TAS 201, 202, 203 Method 1 Option A 06/ 13/2015 06/ 28/2015 Year 1997 2002 2002 2002 1994 https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved of 07/05/2015 FL # Model,.Number or Name Description 15225.1 a. "Classic -Craft" and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" I without Sidelites. Inswing and Outswing 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 15225.1-68 (68 Door Products), INST 15225.1-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation instructions. (Note - Glazing Shall comply with ASTM E1300- 04) Certification Agency Certificate FL15225 10 C .CAC 15225;1 NAMI certs:odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FL15225 R3 II INST 15225:1=6$ A_df fl ti5225 R3 II iN T i52 5 t $O f. F 1 5$3 I.LN`L _223$M41.f Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports TL152?5 R3 At Eval 152,Z i 68 odf FL1572$ R3 AE EVAL 15225 1 80iodf FL15225 R3 AE EVAL. ).52jk§R_W94f. Created by Independent Third Party: Yes 15225.2 b. "Construction Series" and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15225 R3 C C&C 15215-2 NAMVCL'rts.rFdf' Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.2-68 (6'8 Door Products) and INST FI 15225 R3 II IN$1 15225.2-68;odf: 15225-68M (6'8 Door Products Direct to Masonry) for FU5223_RqJI INST 15225-66M.pdf installation instructions. (Note - Glazing Shall comply with Verified By. Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports F i 22 113•AE-EVAL15225.2-68;odf. R3 AE EWAL15 Am.ndf. Created by Independent Third Party: Yes 15225.3 c. "Fiber -Classic" and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI 15225 113 C CAC 15225 3 NAMI certs.ydF Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.3-68 (6'8 Door Products), INST FL 51225R _IIIN_ST, 5,Z533$p lrf 15225.3-80 (8'0 Door Products) and INST 15225-68M (6'8 R3 II dNST 15225 3 80 ndf Door Products Direct to Masonry) for installation FL15225 R3` II INST M25-68M.odfRflR instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "J" part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS225 R3 AE EVAL 15225:3-5$:adf Benchmark Door Panels.) FL15225 R3 AE EVAL 15225.3-SO.odf FLIS225 R3` AE EVAL I5 , 58M odf Created by Independent Third Party: Yes 15225.4 d. "Premium Series" and Benchmark by Therma-Tru" 6/8 and 8/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No E 1ILM5 -81 C CAC 15225.4 NAMI certs.I?df: Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4 68 (6'8 Door Products), INST FLL5Z2. L _ IN T3 22S 4 68.D f 15225.4-80 (8'0 Door Products) and INST 15225-68M (6'8 E115 iz3 It INST 15225-4 SO,ridf Door Products Direct to Masonry) for installation FIB 52Z5 R3 It INST 1522.5-£t-M;Q instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FL15M R3 AE EVAL 15225A-fi8.adf FL15225 93 AE EVAL.15225A-_80:P& F 15225 R3 AE EVAL 1!i225-68M'.odf Created by Independent Third Party: Yes 15225.5 e. "Smooth -Star and "Benchmark l 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" I without Sidelites. Inswing and Outswing hops://www.iloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate. Approved for use in HVHZ: No FL15225 R3 C &tA22S NAMI r r t1 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 15225.5 68 (6'8 Door Products), INST F r2` - R N 112 5.5-68 odf: 15225. 5-80 (8'0 Door Products) and INST 15225-68M (6'82 Rya-INST 1_f::. Door Products Direct to Masonry) for installation FJ 2i_!3 !t-tClSL15? 68M Qd( instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. ( This product approval requires the use of "J" part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FL15225 R3 AE EVAL 15225.5-68,1)df Benchmark Door Panels.) FL15225 R3 AE EVAL 1522S,5 liQ,1 f' FL15225 RIAE EVAL 15225-68M'odf' Created by Independent Third Party: Yes 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 FLt593.5 Alt CA( 15 5•$ NAMS'terCS.f' 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 FL15225R141 [LV .-T-az :52 6ug 15225.6-80 ( 8'0 Door Products) for installation instructions. FLIS225 R1 11 INST 1$2256-80°odr. Note - Glazing Shall comply with ASTM E1300-04) Verified By:'Lyndon F. Schmidt, P.E.'43409 Created by Independent Third Party: Yes Evaluation Reports f(_'5 R AF_ EVAL15_22S.6-80;pdf Created by Independent Third Party: Yes 1,k NCitk Contact Us ::; 1940 Ngttil iRphr4P t4r RS - Il fidssQe"FE 32399 PBOr1ac 850^4aiu 1'. The State of Florida Is an AA/EEO employer. Fopyr4oht ^241a 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 mail to this entity. Instead, contact the office by phone or by traditional mail, If you have any questions, please contact 850,487.1395. *Pursuant to. Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if .you are a licensee under Chapter 455, F.S., please click here Product Approval Accepts: Credi WIWOWEI https://wxvw. floridabuilding.org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-R5 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within N AMI's Certified Product Listing at www.Nai iieerti(icationaom. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos[Neg Rated Comments X I/S Opaque TO" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-257F Single X O/S Opaque TO" x 810" 47/47 No NCTL-210-1940-1.2.3.4/TTF-257F Single XX I/S Opaque 6'0" x 8'0" 40/40 No NCTL-210-1940-1.2.3.4/TTF-257F Double Standard Aluminum Astragal XX O/S Opaque CO" x 8'0" 40/-40 No NCTL-210-1940-1.2.3.4/TTF-257F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4=F-257F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 810" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-257F Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 5'4" x 8'0" 40/-40 No ETC-01-741-10593.0/L-2173/TTF-257F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 8'0" 40/-40 No ETC-01-741-10593.0/L-2173/TTF-257F Sin le w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 8'0" 40/-40 No ETC-0I-741-10593.0/L-2173/TTF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 890" 40/-40 No ETC-01-741-10593.0/L-2173/TTF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 8'0" 47/-47 No ETC-0 I -741-10593.0/L-2173/TTF-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astra al OXXO O/S Opaque Door 8'45'x 8'0" 47/-47 No ETC-01-741-10593.0/L-2173/TTF-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astra al National Accreditation & Management Institute, Inc./4794 George Washington hlemorta v/Hayes, VA 23072 Tel: (804) 684-5124/Fax: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-R4 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/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 NAN11's Certified Product Listin at vw.Namicerdfication.eom. NAMI's Certiftation Program is accredited by The AmericAn National Standards Institute AtiSI . Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos[Neg Rated Comments X 1/S Opaque 3'0" x' 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F Single XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/TTF-253F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-254F Double Standard Aluminum, Astragal XX I/S Opaque 6'0" x 6'8" 47/47 No ETC-01=741-10703.0/L-2097/17F-253F Double Coastal Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 47/47 No ETC-0I-741-10703.0/L-2097=F-254F Double Coastal Aluminum Astragal m OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/'i-I'F-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 Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4"x 6'8" 47/47 No ETC-01-741-10593.0/L-2097/TTF-253F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, Inc./4794 George Washington Memoria L y/Hayes, VA 23072 Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberCtassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product 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 nI A NA If.. !'..r M .4 Drn.t..nf 1 1et nn nt -- Nl.—m Portifinnfinn rnm NAMi's C'art;iiracenn.Prnorant is accredited by The American National Standards Institute (ANSI). Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated Comments X I/S Glazed 3'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/TTF-256F Single X O/S Glazed 3'0" x 618" 47/47 No NCTL-210-1940-1.2.3.4/17F-255F Single XX I/S Glazed 610"x 6W' 40/40 No NCTL-210-1940-1.2.3.4/"[TF-256F Double Standard Aluminum Astragal XX O/S Glazed 6'0" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4=F-255F Double Standard Aluminum Astragal XX I/S Glazed 6'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.41TTF-256F Double Coastal Aluminum Astragal XX O/S Glazed C0" x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4=F-255F Double Coastal Aluminum Astra al . OXO/OX/XO I/S Glazed Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215IITTF-256F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Glazed Door 5'4"x 6'8" 40/-40 No ETC-01-741-11008.0/L-215]/TTF255F Single w/Sidelites Glazed Sidelites OXXO I/S Glazed Door 8'4" x 618" 40/-40 No ETC-01-741-11008.0/L-215I/TTF-256F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Glazed Door 8'4" x 6'8" 40/-40 No ETC-01 -741-11008.0/L-215 I /TTF255F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Glazed Door 8'4" x 618" 47/47 No ETC-01-741-11008.0/L-2151/TTF-25617 Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Glazed Door 8'4" x 6'8" 47/-47 No ETC-01-741-11008.0/L-2151/TTF255F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, Inc./4794 George Washington Memorta .ytttayes, VA zwiz Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION. Company: Therma-Tru Corporation Certification No.: NI005331-115 108 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 within N a N119s Certiriari Prnriurt 11ttina at NA11I's Certification Prog-ram is accredited by The American National Standards Institute (ANSI}, Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Ne Rated Comments X 1/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096=F25IF Single XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF252F Double Standard. Aluminum Astragal XX O/S Opaque 690"x 6'8" 40/-40 No ,. ETC-01-741-10702.0/L-20967TTF251F Double _ Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 551-55 No ETC-01=741-11008.0/L=2151/ITF252F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 551-55 No ETC-0 I -741-11008.0/L-215 I =F25 I F Double Coastal Aluminum Astragal OXO/OX/XO IS Opaque Door 5'4" x 6'8" :' 40/40 No ETC-01-741-11008.0/L-2151/TTF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215IMF251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 814" x 6'8" 40/-40 No ETC-01-741-11008.6/L-2151/TTF252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4"x 6'8" 40/40 No ETC-01-741-11008.0/L-215]=F251F " Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO IS Opaque Door 8'4" x 6'8" 551-55 No ETC-01-741-11008.0/L-215InTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8W' x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/TTF25] F Double w/Sidelites Glazed Sidelites. Coastal Aluminum Astragal, National Accreditation & Management Institute, Inc./4794 George Washington ;Memoria y/.Hayes, VA 23U72 Tel: (804) 684- 5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: THERMAITRU THERMA TRU DOORS 1 IS INPUB—AL DR., EDDXRTON, OH 43517 Smooth -Star" and 'Benchmark by Therma-Tru" 6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes I. This product anchoring drowing has been developed in compliance with the 5th Edition 2014) Rorida Building Code (FBC) excluding the'High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shag be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installation instructions of ANSI/AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 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 this drawing shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by this drawing are subject to further engineering analysis. TABLE OF CONTENTS _. SHEET f DESCRIPTION 1 Typical elevations, design pressures & general notes _. 2 Buck anchoring __.. 3 Frame anchoring 4 Frame anchoring & bill of materials 5 Horizontal & vertical cross sections 6 Vertical cross sections 105.50' MAX. OVERALL E I 1 I I F 9.1 t l I I Os:_.7i I II I} Il 1 11 II II 5 A( rY I7 i 1li II II 1 1 li I i I {$ ii ii i j', P DOUBLE W/ SIDELiTES OXXO MAX DESIGN PRESSURE 55.0 55.0 37.50" MAX. OVERALL WIDTH SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 SINGLE W/ SIDELITES OXO MAX DESIGN PRESSURE 40.0 -40.0 7I W' flnY DOUBLE XX MAX DESIGN PRESSURE 55.0 -55.0 LOCK NARDWARE IAFG A SERIES KWIXSErSIGNATURE SERIES Mn KMKSEr SIGNATURE SERIES 780 DEAD605 53.00" MAX. OVERALL WIDTH 2 J 5 5 SINGLE W/SIDELITE OX MAX DESIGN PRESSURE 40.0 -40.0 4+ W UO Wz O Q0 ti0 zW OZ q=!n > ¢ V Ins d o i W m W a Q_ a u c N.7.S. owa ar: JK NMI 4 4' 4" om10 I I MULLION I MULLION 19 i, * ? t zo an d MASONRY 4 II SHOWN FOR MASONRY d LI. SHOWN FOR 1! MASONRY REFERENCE Ii REFERENCE ! U TYP. HEAD OPENING i'I OPENING o = m z OPENING TYP. : HYP. JAMBS HEAD{; HEAD''I1 Il E& 9 JAMBS & JAMBS l l d `o a k I) I rJ .Nw M11 f 2X BUCK !'I _ 2X BUCK 2X BUCK II II II 8 p MULLION I I m y i t SHOWN FOR I, m y REFERENCE '11 ° 0 iti1 ai 0 a o SINGLE DOOR SINGLE W/SIDELITE SINGLE W/SIDELITES =w ^ u BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING m a m U D KO 4 a I N m . 41 4; MASONRY (I I MULLION b, 11 SHOWN FOR ( MULLION I a P zo OPENING TYP. HEAD A TYP, .11 REFERENCE N SHOWN FOR I I JAMBS 11\-ASTRAGAL 1IInHEADREFERENCENOTESys N SHOWN FORREFERENCE JAMBS it 1. 2X buck min. S.G. 20.55. 2X BUCK 2X BUCK CON.RME ANCHOR UCGtE5: u . I ConaoJeanchor kocdNans at the comers may be adusted to maintain the min. r I 1w.: ASTRAGAL l.. edge dWonce to mortarjoints. kicat;ons noted "MAX. ON CENTER" must be adjusted, to 01 I 1 SHOWN FOR 11,. o c 2. Canorefe trnctwr as iatcorxrete anchors I:I!I REFERENCE jI.. O maintain the min. edge d4tance.to mortarjeunh, oddtkire to the 'MAX. ON CENTER" dimenaon ore not wu:,-eded. rod may be requied arTiLwe, 3. Concrete anchor table: I I. i1 I I. ANCHOR ANCHOR MIN. M!N .CLEARANCE, MIN. CIEARANCf S12E; EMSE13MENJ" TO"MASOlIR1 TO ADJRGEdlT 7YP£• EDGE iTW m TAPCON 1/4" 1-1/4" T 4" ELCO 0 1/4" 1-1/1C 1" 4"_. ULTRACON Sctr: N.T.S. o JK DOUBLE DOOR 4 mix. a LFS MASONRY DOUBLE W/SIDELITES o—Hc Ho, ¢ BUCK ANCHORING BUCK ANCHORING N OPENING FL-15225.5-68 .a N SHEET 2 OF... 6 D" "E ` 3" 2 N a IN PAIRS C I TYP. - 3- f-i I 1 1 1 1 1 i MULLION ei;. r.r O N I ~ a wzIL T Q °' n SHOWN FOR ; - a _ o cwiWREFERENCEY N a N y A W12X. BUCK INSTALLATION 9 W/IX- BUCK INSTALLATION 46I TTYP, HEAD &JAMBS O r 6O SEE 18 < 16 DETAIL "4" 0 1 SEES T o L Qn 11 !7f 16 DETAIL N ulCL n a 0vU SEE DETAIL "2 i P 0. i I tillt 6 z W/2% BUCK E 9 aINSTALLATION N t o d . 4 (aW/IX BUCK - i' INSTALLATION TYP. HEAD & w O1 a o o= t,. JAMBS j;. Mi p.•% ao SEE 00 ozDETAIL "1 o\ C_ I) •E" •Cr, .0 "A -B- -A" c"-"C" SINGLE DOOR W/SIPEll7E VIEW "E'E VIEW "D"-"D" SINGLE DOOR w/SIOELITE VIEW "B"-"B" SINGLE DOOR VIEW "A A SHOWN W/ OPTIOXAL CORRUGATED FASTENERS. ffEM 130 (7m ALL SiDEUTE TO DOOR JAMB CONNECTIONS) W/2x BUCK SIDELfTE NOTES: 'ST.ALLATION 2 1. iho sidelite is direct set into the jamb with (12) #8 x 7' pfh. wood screws. There are (4) at each verticaliamb, from the top down at 13.5, 31 ", 48.5' & 66". There are (2) at the header at 4" from B.' W/I X BUCK 11 - the outside corners of the frame. There are (2) at the sill, 4" from the outside comers. INSTALLATION 2. For optional sidelite construction with staples, sidelite is direct set into the jamb with (4) 7/5"X 1-3/4" 16 ga. staples along each jamb (6" from ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: DETAIL "6' DETAIL "'2" I. Concrete anchor locations of the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted os "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors W/2X BUCK may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. INSTALLATION 8. 3. Concrete anchor table: W/.1 X BUCK ANCHOR ANENQR MlN., MIN• CLEARANCE MIN. CLEARANCE TYPE EMBEDMENT TO MASONRY TO ADJACENT JBGE. EDGE ANCHOR ITW 1/4" 11/4 7 4" TAPCON nW TAPCON® 3/16- 1-1/4" 3" 1 INSTALLATION i2 -1 - C' 7 ; D:iu "? Zi 2 ? sr N.T.S. D.G, ar:.. .. JK 'm LFS DRwwwc ND.; DETAIL 't" DETAIL "4" FL- 15225.5-68. I I xa E O o0 VIEW "C"—"C" C„ 3" r 14 7 " 7" , 3" I_ I I( I L SEE NOTE 311 I f 1 IJ SHEET 3 II- SEE DETAIL "3" II J;I ASTRAGALjI MULLION SHOWN FOR II SHOWN FOR REFERENCE I( REFERENCE ONLY i[ t6 II16 IL 5 11 16 12 : p u IL 5, C. "E" DOUBLE DOOR W/SIDELI7ES IN n oN PAIRS 30 j ^ o TYP. F3o43-i 6" ..r.tA:j :z: AW/ 2X BUCK INSTALLATION W/2X 3UCK .A 2 +71aE 1 W/ 1X BUCK ; _ w 3. INSTAL.AT0 INSTALLATION wQa - - z W/IX BUCK :8 o u TYP. HEAD ry x A5TRAGAL INSTALLATION ° cv JAMBS SHOUN`:FOR TYP< NEAD & REFERENCE , I JAMBS- ONLY SEE DETAIL 4" ¢'p SEE ' DETAIL wo\ i:... NN n N "' + 5 5 Fp A" VIEW " E"-" E" DOUBLE DOOR VIEW "A" -"A" SHOWW W/ CPTOrM CORRUGATED FASTENERS, REM 130 MP. ALL WDEUTE To DOOR JAMB cawECB ) W/2X BUCK 2 INSTALLATION W/ 1X BUCK i INSTALLATION 42 t, W/2X BUCK' item DESCRIPTION Material I A 10 x 2-1. 2 PFH W000 SCREW STEEL B 10 X 1-3,4 PFH WCODSCREW STEEL= C 10 X 1' PFH WOOD SCREW STEEL 1 10 x 3 4 LG. PFH WOOD SCREW Hine to Frame STEEL 2 70 x 2" LG. PFH WOOD SCREW STEEL 3 8 x 2-1 2 LG. PFH WOOD SCREW STEEL 4 1 4' x 2-3 4' PFH ELCO OR ITV CONCRETE SCREW STEEL 5 I7/ 4' x 1-3/4 ITW PFH CONCRETE SCREW STEEL 9 11 4' x 3-3 4 ITW PFH CONCRETE SCREW STEEL 11 3 16 x 3-1/4" ITW PFH CONCRETE SCREW STEEL - 12 17 4" x 3-1/4" ITW PFH CONCRETE SCREW STEEL 3 1MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO AC1 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 i l/4 X 2-1 4" PFH ITV CONCRETE SCREW STEEL 20 I HEADER JAMB SUGAR PINE, SG >= 0.34 WOOD 21 3 4" THK. PRESSURE TREATED SIDELITE PAD WOOD 3000RRUGATED FASTENER STEEL I NSTALLATION : 3" 1 DE7AIL1" 0 W/ 1X BUCK 11 INSTALLATION DETAIL " 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE FRAME W AS SHOWN. DETAIL "4" mz- Most hI af4 h O j o Lzs, c c2f21/' 12 i 2 LE: N. T.S. - BY: JK u M LFS 3 70 YO.: B 15225. 5- 6B Ef 4 OF 6 n Z 1 X BUCK n w gu9 N INTERIOR EXTERIOR HEAD JAMB j o ix sub -buck. Irtrivavg ss)- INTERIOR 2 HEAD JAMB To wood Game IrwMng shown 2X BUCK INTERIOR. 1 EXTERIOR MAX. It SHIM SPACE 1.1 S' MIN. EMS. 1.25' MIN. EMS. TYP. 4 ' VER71CAL SIDE JAMB 5 To ZK sub -buck InswtrVshown qT4 m iz w f z o N 2X BUCK- a w o A:` r EXTERIOR INTERIOR EXTERIOR 3 HEAD JAMB To arwb-buck Wwirx 4hov+n: EXTERIOR MIN. SINK U.La ry . SHIM SPACE I.ISMIN. EMS. VERTICAL SIDE JAMS To:wood home Inswing. shown: z EL?,1®o1 r. r. N.T.S. wc., Br. JK tiK, BY. LFS ruwwc no.: FL— t 5225.5-66 SHEET _L 01. 6 r INTERIOR EXTERIOR x INTERIOR EXTERIOR EXTERIOR INTERIOR oV I f z z cL: ZA 20 CT Co atn n13 n13 a lr o Z I VFR-nCAL..CROSS SECTION 2 VEMAL CROSS SECTION 3 VERTICAL CROSS SECTION fl tmMng conf gvcbon Ick" cwlli 7Qo INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR 71 MEN, An5 R3 r4" VERTICAL CROSS I SECTION Ka — 1—tv Configuration s vER77cAL.CROSS, SECTION VERTICAL CROSS SECTION, Pvtzwirg con-ligualion, Assiv o L 21,' N, T.S. vs- 15225. 5-68 c OF IMOERMAITRUO THERMA TRU DOORS 1 16 INOU.—AL DR,, EDGC GrOH43517 Smooth -Star" and "Benchmark by Therma-Truly 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES 105-V MAX. OVERALL FRAME WIDTH 6* P i Il- 4. I I I II I II I1 IL1IyY,I 1I General Notes 1. This product anchoring drawing has been developed in compliance with the 5th Edition j2014) Rorida Building Code jFBC) excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for saes, specifications and 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 installation instructions of ANSI/AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 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 this drawing shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by this drawing are subject to further engineering analysis. TABLE OF. CONTENTS _.._., .. SHEEri DESCRIPTION 1 Typical elevations, design pressures & general notes 2 Buck onchoring 3 Frame anchoring 4 Frame onchoring 3. bill of materials 5 Horizontal & vertical cross sections 6 Vertical cross. sections 68.50" MAX. OVERALLWIDTH -- -- A.sA`s II il_ ri g.t. II 11''. 11 j1. it ! II II II II ) ri II II II II- ti 11 :11 II II I1. r.l it I.1 II'. 11 II I',I ar II ii'. 44 II F' 1 it I II II I'I 11 I II II II e,; EF "11 11 II 11 I 'll II II II O fl .I II 11 I I I I I 1.1 I I D E> DOUBLE W/SIDELITES OXXO SINGLE W/SIDELITES OXO MAX DESIGN PRESSURE LDCKIURDWARE MFG a SERIES MAX DESIGN PRESSURE 47.0 -47.0 KN9KSETSIGNATURE SERIES LATCH +40.0 -40.0 KWIXSEr SIGNATURE SERIES 780 DEADBOLT 37.50 MAX. 53.00" MAX. FF-- OVERALL .... iF----74.5D' MAX. OVERALL WIDTH I - OVERALL WIDTH 5 wlsTit I s S 5 s 5 SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 1 1 I I I II n n r -1ITYI iT ii II II I II it II 7 Y Y-YII1i. fi I I fry E i' u n II II II II 11 II II 11' 1 itnI'. 0 5, it I:t1.t it fl. n 1 I I' 11 1 II Ir n v WTL: 2 1 r: scLL. NJ.& 6_ mG, By: JK DOUBLE XX SINGLE W/SIDELITE OX CHK, W. LFS - 3 MAX DESIGN PRESSURE MAX DESIGN PRESSURE °BRMNG NO.: rc 47.0 -47.0 +40,0 -40.0 FL-15225,5-80 SHEET I '.oL. _.6.. - N MASONRY OPENING 2X BUCK SINGLE DOOR BUCK ANCHORING II I I I+%ULLION MASONRY k 11 SHOWN FOR OPENING TyP I f REFERENCE HEAD If JAMBS, c U 0 Ci i! Il II A c 2X BUCK I I II II II fi t MASONRY NOTES: 2X BUCK i, 2X buck min. S.G. 20.55. CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers maybe adjusted to maintarn the min. edge distance to mortar join Is. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortorjolnts, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension ore not exceeded. 3. Concrete anchor table: ANCHOR ANClfOR MIN.'MIN: CLFAItANCf MTN.'CI.FARANQf' fMBfriMENY TO MASON_ RY: TO ADlACFM TYPf:. o Spy 66f A'NtHOR ITW I/4" 1.1/4' T" 4" TAPCON ELCO 1/4" 1-1/4" 1" r UITRACON 4 --4 I iS tom. `+ N tit MASONRY 4.: I I.. I:I rrr''•:....... n a OPENING TYP o m Z. HEAD JAMBS i i y ;6 zom 2X BUCK I ) I ( I I La MULLION I( II 3d SHOWN FOR REFERENCE a 1( II f6 o z Q o I I i41 a CD` z tim SINGLE W/SIDELITE SINGLE W/SIDELITES m SUCK ANCHORING BUCK ANCHORING ) o o r` 4 4 77.' 4 8" q" 4" 0 a '. i a I' MULLION I-I SHOWN FOR 11 MULLION J j SHOWN FOR IIITYP. HEAD Ill JAMBS {jl-ASTRAGAL TYP II REFERENCE HEAD REFERENCE SHOWN FOR JAMBS REFERENCE II U II. I I ASTRAGAL I !' 2X II II SHOWN FOR II BUCK REFERENCE I:I oCSO uF: II il, II SCALE: N.T.S. 7;7 owc, BY: JK LFS DAhwINf. u0: DOUBLE DOOR MASONRY DOUBLE W/SIOELI ES FL-75225,5-80 BUCK ANCHORING OPENING BUCK ANCHORING; SHEET 23 F-"'i I III 1,t - MULLION 811 tq SHOWNFOR ttl x REFERENCE x A W/2X BUCK INSTALLATION n v IW/ 1X BUCK INSTALLATION TYP. HEAD & JAMBS C" „ D" " Ar 3" is MULLION SHOWN FOR REFERENCE 1nj U A,,. ./ 2X BUCK NSTALLA1 v 6 9,. /1X BUCK 1NSTALLAl TYP. HEAD & JAMBS n Vti wB« « A« a z I W/2x BUCK TH INSTALLATIONw ' Wo 'W/1X BUCK'_ SEE Z X ,..\ ' g`. INSTALLATION DETAIL w q TYP. HEAD & "1 " e JAMBS :. vO I i SEE DETAIL SEE 6' NOTE 1 SEE v5 ' U 1 b w SEE 16 1 16 DETAIL 4« LU o = 77- w0 N 16 ` O DETAIL awn ill 12 ! ta 5 l !? u119 oil D" A' VIEW " C"-"C" SINGLE DOOR W/SIDELITES VIEW "E"-"E" VIEW "D"-"D" SINGLE DOOR W/SIDELITE VIEW "B"-"R" SHOWN W/ OPTIONAL OORRUCATED FASTENERS. REM IM (TM ALL SIOEURE TO DOOR . 8 CONNECTIONS) SIDEUTEIHARWDARE NOTES: I . The sidelite is direct set into the jamb with (12) #8 x7' plh. wood screws. There are (4) at each B verticaljamb, from the top down of 13.5% 31-, 48.5" S 66". There are (2) at the header at 4" from - the outside comers of the frame. There are (2) at the sill, 4" from the outside comers. 2. For optional sidelite construction with staples, sidelite is direct set into the jamb with (5) r/6" X 1 C I?/ 4" 16 ga. staples along each jamb (6" from ends and equally spaced thereafter). J. Latch, deadbolt and hinge locations vary. See Certification Agency Certificate and corresponding test reports for specific dimensions and design pressure ratings. CONCRETE ANCHOR NOTES: 1 I. Concrete anchor locations at the comers may be adjusted to maintain the min. DETAIL "4" edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to morfarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. A A 3. Concrete anchor table: ANCHOR ANCHOR MfN. MIN. CLEARANCE. MIN Ci"AR E Typg ME EMBEDMENT TO MASONRY' TO ATIJACENT EDGE ANCHOR TAPCON ITW 3/ 16" 1.1/4" 3" TaPcoN'. a zm r rrfJ:fJi tti N H zO R Z 1Eo 26 m m a aLD 0 E, 0 cW 4 o, z Z" 16 Q ^ C (n c> rd w C. T nalB" A' SINGLE DOOR VIEW "A" -"A" 4 n N rr DETAIL NO I ° z Du10 • OAM 2 e^TI12 0 Saul N.T.S. DwD, By:. JK m0 CM BY,... LFS 3 OR WIND NO.: C n DETAIL " 2" FL-15225.5-80, o n SHEET... 3 DF....6.. '. E" I- 1 LI II 4i 7AILSEEDEIil ,p w/2x BuclINSTALLATIO I1 - SEE NOTE 3 I) 11 w/T x BucF SHEET 3 I 9.: INSTALLATIO HEAMULLION & PAM SD SHOWN FOR REFERENCE ASTRAGAL - SHOWN FOR _ REFERENCE ONLY II G fl SEE d 1S 16 11 i& !6 DETAIL II 4" ill II iU — Y P2 Ili 5 11 5 lil 12 O II Il VIEW "C"-"C" DOUBLE DOOR WISIDFLITFS W2 Li 16" I f` 4' -"I 6" W g fl V111 W/2X BUCK SEE DETAIL INSTALLATION DERAIL _ aw ea z mm 3" I W/lX BUCKr 9 ;-7" - < u$ 5 'oC 17NSTALLATION. (3 m d n TYP. HEAD) & p 4 JAMBS 1 ° `S ASTRAGAL = 8 JTa SHOWN FOR REFERENCE' z = T I NONLYU' z_ { + w T6 w ,U, N — 1 0 " A« } E,•-"E,• DOUBLE DOOR VIEW 'A" -"A" m SHOWN W/ OPTIONAL CORRUGATED I!.: FASTENERS, REM IJO (ilP, ALL ISIOELTETODOORJAMBCONNECTIONS) o z tern DFSCRIPTION Material q 0 x 2-1 2 IF, WOOD SCREW STEEL' B 10 X 1-3 4 PFH WOOD SCREW STEF1. C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 3 4 LG. PFH W000 SCREW (Hinge to Frame _ - STEEL 4 1 4" x 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1/4" x 1-3 4" ITW PFH CONCRETE SCREW STEEL I O 1 4" x 3-3/4" HW PFH CONCRETE SCREW STEEL 10 418 X 3 PFH SCREW STEEL k11 3/16" x 3-1 4" ITW PFH CONCRETE SCREW STEEL 12 1/4" x 3-1/4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301..OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1.4 X 2-7 4" PFH 17W CONCRETE SCREW STEEL 20 HEADER JAMB PINE. SG >= 0.42 WOOD 21 3 4' THK. PRESSURE TREATED SIDELITE PAD W00 30._1r2" X 1" X 25 GA. CORRUGATED FASTENER STEEL s w DETAIL n 1 1 A c DETAIL "3" z ATTACH ASTRAGAL THROW VOLT STRIKE TO FRAME ozi S SHOWN. TE OATE: 2121112 A'. f. DETAIL "I" c N.T.S. a JK e : LFS NG NO 15225.5-80 u 4 OF 6 INTERIOR EXTERIOR 1 HEAD JAMB inswing shown wfm AZC_ INTERIOR EXTERIOR K_HEAD JAMB Inswing shown. 2X BUCK t INTERIOR A EXTERIOR 2S MAX. SHIM SPACE 1.15" MIN. 1.25" MIN. EMB. EMB, TYP. 4 VERTICAL SIDE JAMB To 2x sub -buck Inswing shown INTERIOR r 'i EXTERIOR D.IS"MIN. C-SINK 0.25' MAX. SHIM SPACE 1.15" MIN. EMB. VERTICAL SIDE JAMB To wood frame. kwwd g shown i t'' n n err+lift I Em m g`ti 9a= Na » Tkma Y S C> i z 1 it U": N.T,S. W. er: JK m 81: LFS ? NUwING NO.: h FL-75225.5-80 o SNEU S Of. 6.. N0 INTERIOR EXTERIOR. z tb 4 VERTICAL CROSS SECTION b Nuviing:cortCigurot- EXTERIOR zaz 5 VERTICAL CROSS SECTION. b Outswn9 con,zy+r aPbn EXTERIOR INTERIOR VERTICAL CROSS SECTION 6 • 'ouuwingconfigumfioa m zomo on z U' N a Z GZp ng5 D o-umaa` a Iazd lx N, S o u N KCsj z 'Wtl' z o N C ] z u BY: JK IQ' ar: LFS 3 N 15225.5-80 o 6 OF 6 N Ci 105.50" MAX. OVERALL FRAME WIDTHTHERMANTRU THERMA TRU DOORS 1 18 INDLJ.TRIAL DR.. EDD ERTON, OH 43517 I 1 K 6' 8" SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES I OUTSWING DIRECT TO MASONRY INSTALLATION 3 a s i General Notes I. This product anchoring drawing has been developed in compfiance with the 5th Edition 2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone'. See the Certification Agency Certificate for sizes, specifications and 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. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 4. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 5. Positive and negative design pressure requirements for use with this drowing shall be determined by others for specific jobs in accordance with the governing code. 6. Site conditions not covered by this drawing are subject to further engineering analysis. TABLE OF CONTENTS DESCRIPTION 1 Typical elevations, design pressures d. general notes PSHEETtt2HorizontalcrosssectaxemOsOnrY3 rT Ved1colcrosssect;M $OrW 4 Fromeanchoring 5 Frame ancchaing B bT of rrwterfa5' DOUBLE W1 SLOEIM OXXO MAX DESIGN PRESSURE 55. 0 .55.0 37. 5(" MAX. OVERALL 74SO' MAX. WIDTH OVERALL WID 3 3 & 7a ) iFAA SM "AY MAX DESIGN PRESSURE 55. 0 -55.0 53. 0 MAX. ,. t OVERALL WIDTH 1 2 a 43 it 7 2IF" I I ! SINGLE x. DOUBLE KK - SWGLE W/SIDEWE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE S)- dod0a. +55.0 -55.0 +55.0 -55.0 +55.0 -55.0 S— ffly,hlk. +65.0 -65.0 LOCK NARDWARE MEG A SERIES KWIKSEr SIGNATURE SERIES LATCH KWIKSET SIGNATURE SERIES 780 DEADBOLT Z o Em 9m. InaLe rmd'Le d zN 2 I.W.. UO WZ O G N a w uC aa flat Wc::. Br JK It. BY: LFS IRAWING NO -- FL— 15225—68M MELT .. ' 1 S a rn INTERIOR r om EXTERIOR I HORIZONTAL CROSS SECTION Z Oul Mq configguumfion ay I j R o j 1i e INTERIOR 9 EXTERIOR CROSS SECTIOND07,11'.;ZONTAI wrig CUP18gUCOTp(l aamb 3 1 HORIZONTAL CROSS SECTION e EXTERIOR H 4 HORIZONTAL CROSS SECTION y OutyMng configuration 6 116'jamb INTERIOR EXTERIOR 5 HORIZONTAL CROSS SKTION i O(t 1 cb figvrafinn 0 pn N7..m,® rj, ti U g s u m c' E P= om a0 N oz 3O U g m Z( Kvw In s OZ N NO i ow v D' N W z S 10 w 5 i yr a ¢ i t C 0 z HIE 212111212 i N.T.S. o MG. BY! _JK 0 i , am LFS ?. XL —NC NO_ K FL-15225-68M o EET_..2'.or...5.._.. n SMAX. EX. VERTICAL CROSS SECTION 0 fswnconfigurctbn 4 9'/I bomb 125' EXTERIOR Al INTERIOR ri-'. VERTICAL CROSS SECTION k, 3,t outswnp 0116 EXTERIOR VERTICAL CROSS SECTION j,/ Ovftw g rwiNurotion 1.5'MAX. X0, errT4, AN z 1 1'o H F.. l% kI d ; I . im 0 z6 INTERIOR a ox z j 69 N E I, g: 5z c uj a CD 10 5 P m 0 EXTERIOR rINTERIOR EXTERIOR, INTERIOR z is ss o"' o , S VERTICAL CROSS SECTION VERTICAL CROSS SECTION mm- 2121112 out.",conTwolion 3 Out.4v N.T.S. OWG; BY: JK UY: LIFS M No, FL- 152215-68M SHEET 3 5 i l D 64/16" HEADT ill TYP0 HEAD ki t 4-? h&-HEADrl: MULLION J SHOWN FOR REFERENCE JAMB TYP. @ JAMBS 4. 4/.16"JAMB Iil Irl12 . ds`i rJ 1)N i E1 VIEW " C"-"C" SINGLE DOOR W/SIDELTTES z 3" --•- ' 3",.. t%.. . on m Z w 6-4/16"HEAD vT1{/ltlt v n -- TYP. ® HEAD w d-4116"HEAD w ' ` a,fl _ ° it $ F 6E2 I---..VAD '" o m "c tat O:: ¢ . * c ° a MULLION > • > o; {E.„ ' a° "> > SHOWN FOR n < AD = 4 m a a REFERENCE__ 8- 9/ 16" JAMB .-. >.., '. p UO, G 9/a6"JAAM..B:.._. k.- c W O - _ O .TYP. Q JAMBS TYP. ® JAMBS W16" JAMB _ H 4-9/16' JAMB SEE DETAIL" S — k16 _ "1 _ — SEE —' I c o + SEE Lib SEE $... DETAIL-1- on 0 0 12 I DETAIL "4" s DETAIL'76'3' — — W W I tim VIEW "E"-" E" VIEW "D%"D" SINGLE DOOR "DELTTE VIEW 18 ="B" SINGLE DOOR VIEW "A'="A" a. d a T a ». c, CONCRETE ANCHOR NOTES'. 1 Concrete anchor 7o.:olfons at the comers may be adjusted to maintain the min. J 24 Z6' H w n Z edgedisfanco to mortar joints, 0 2 Conrrele onchor?edotons noted os "MAX. ON CENTER" must be adjusted toQf C? maintain the min. edge distance to mortarjoints, additional concrete anchor MAX. 1" may berequiredtoensuretheONCENTER" dimension are not exceeded. 3. Concrete anchor table: DETAIL DETAIL " 2" a ANCH!) R ANCHOR: ANIK: _ MN. CLfy4RANCE M7N.CUARANCE TYPE SfTE EMBEDMEA1t TOMA40NIFY TO AUJAGEfYT FDGEr ANCHOR - aw 1/ 4" 1-114" i 4" TAPCON ELCO- 1 4" ULTRACON RW a TAPCON.- 3/ 16' 1-1/4" AS SHOWN ASSHOWN Standard a ry a 27 w i o r DETAIL " 4" H wrc: 2 2 i 12 24 I 26 $fO nd 0SCALE N. T.S. V.47.:-: eY:.... JK SIDELITE NOTES: .. o." Ely: LFS' 3 1. The sidelite is direct set into the jamb with O 2) #8 x 2" pfh. wood screws. There are (4) at each DETAIL "5" DETAIL "Y' verticat jamb, from the top down at 13.5, 31 ", 48.5' & 66". There are (2) at the header at 4" " FL-15225-68M from the outside comers of the frame, There are (2) at the sill, 4" from the outside comers. SeCunfy atfi2 .a or 5 d e VIEW T%"C" o I SEE DETAIL p 6-9116"HEAD TYP. ® HEAD P 49116"HEAD JASTRAGAL" MULLION SHOWN FOR )I SHOWN FOR REFERENCE REFERENCE ONLY . 16 L L. 0 12 5 iS.. t I 1 DOUBLE DOOR W/SIDELITES Lu " AA'' x' 3" G )6-9/16"JAMB TYP. 0 JAMBS H i'4-9/16' JAMB 16` SEE DETAIL 'S ci + BILL OF MATERIALSBILLOFMATERIALS ITEM 9 DESCRIPTION - MATERIAL C 1 /4" MAX. SHIM SPACE 0 1 /4" X 2-3/4" ELCO OR ITW PFH CONCRETE SCREW STEEL: . E MASONRY - 30DO PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 1 /4" x 2-1/4" ELCO OR ITW PFH CONCRETE SCREW STEEL G 3/16" X 2-3/4" ITW PFH CONCRETE SCREW STEEL H 3/16" X 2-1 /4" TTW PFH CONCRETE SCREW STEEL. 5 1 /4' x 1-3/4" ELCO OR ITW PFH CONCRETE SCREW STEEL 11 3/16" x 3-1 /4" ITW PFH CONCRETE SCREW STEEL 12 1 /4" x 3-1/4" ELCO OR ITW PFH CONCRETE SCREW STEEL 16 1/4" X 2-1/4" PFH ITW CONCRETE SCREW STEEL 24 9 X 3/4'` PFH WS STEEL 26 9 X 1" PFH WS STEEL 27 10 X 1-3/4" PFH WOOD SCREW STEEL VIEW "E" - " SEE DETAIL "6" -" II D a.9r p d•9r DOUBLE DOOR; 24 DETAIL"S" w o 11 11 1 1 tmn 10 v Z VhtZm ME M • dta to d a V D o= p,.) acc os 0 zp oLL Tn z o: VIEW " A" -"A" a o 11 0 DETAIL " 6" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. o G. 26 1111 Hz. _ a- 2i21/12 2d- SME: N.T.S. Jh DETAIL " I" CNN, WY LFS DAA we NO.: FL- 15225-68MSHEETSHE._LOvT1VIEW " A" -"A" a o 11 0 DETAIL " 6" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. o G. 26 1111 Hz. _ a- 2i21/12 2d- SME: N.T.S. Jh DETAIL " I" CNN, WY LFS DAA we NO.: FL- 15225-68MSHEETSHE._LOvT1 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Plionc 813.659.9197 Florida Board of Professional Engineers Cenificale orAtaltorizalion No. 9813 Product Category Manufacturer Product Name CategorySub Therma Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 6'8 Single & Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Edgerton, Oil 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 # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the Slate of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, 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 AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA5225.5-68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1, 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. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Slgned &Seated by Lyndon F. Schmidt, P.E. Sitaned &Sealed by Lyndon F. Schmidt, P.E. R¢A ri Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C PA. Box 230 Valrico, FL 33595 Plonc 813.659.9197 Flonda Board of Professiorml Engineers Cerlificale of Aulhorizatim No. 9813 Product Catego Sub Category Manufacturer Product Name Therma Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 industrial Dr 8'0 Single &Double Opaque or Glazed Panels w/ & w/o Sldel(tes Doors Exterior Door Edgerton, OH 43517 Inswing I OutswingAssemblies 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 # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the Slate of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, 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 AF&PA NDS 2012. All other fastener types to be installed following fastener manufacture's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-80. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-80 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents' 1. Test Report No:. Test Standard ETC-01-741=10593.0 ASTM E330-02 / TAS 202-94 ETC-01-741-10703.0 ASTM E330-02 / TAS 202-94 NCTL 210-1940-1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Teslinn Laboratory Signed bV ETC Laboratories Mark D. Passero, P.E. ETC Laboratories Wendell W. Haney, P.E. NCTL Barry Portnoy, P.E. Testing Evaluation Lab, Lyndon F. Schmidt, P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Box 230 Valrico, FL 33595 Phone 8131.659.9197 CFlorida Board of Professional Engineers Certificate of Authorization No. 9813 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. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring.has been devetoped.in compiibnce:with the tha "High V6160ty Hunicane Zone". i See the Certification Agency C 2. Product anchots.shalfbe as listed'.,and spaced as,shown on details excluding stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225-68M. 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-15225-68M 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 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drawing No. Prepared bV No. FL- 15225-68M RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Sinned by Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Slaned & Sealed by Lyndon F. Schmidt, P.E. Signed '& Sealed by Lyndon F. Schmidt, P.E. t,1Ile W; F . Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/ 2015 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 THE ARCHITECT OR ENGdNEER OF RECORD. X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH .APPROVED COATING OR MEMBRANE, SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FP.AME MATERIAL: EXTRUDED ALUMINUM 5063-T5. 6. JNSTS MUST BE GLAZED PER ASTM E1300-04 'WITH SAFETY GLASS. 7. APPROVED ;VPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUC. USE #IC WOOD SCREWS WITH SUFFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #iD SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL ISGA, 33KS1 OR ALUMINUM 6063-T5 1/8" THICK MINIMUM TABLE OF CONTENTS DTIONSHESCR NOTES2 ELEVATION 3 - 9 INSTALLATION DETAILS REMSIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NE9! TESTING 10/15/13 R,L. ADDED FLANGE INSTALLA710NS 121/06/13 R.L REVISED INSTALLATION DETAILS 08/05/15 R.L. S a3 - L 1 L.-• t SIGNED: 1012712015 Ml WINDOS AND DOORLLC 00 L KES D PARKWAY FLOWER MOUND, TX 75028 GENS"9s% F • _ 0 btnor*= SERIES43D/ 440 XIX SGD 143" x 9 REINFORCED NOTES l T TAE OF t•.'CORIP. DRAWN: DWC N0, F8J F.A. OS-00503 i/ 1/0NALtE\ scA E DATE SHEcT NTS02/23/09 1OF9 REVISIONS REV I 0ESCRpP710N DATE APPRCVEb j-- 143" MAX FRAME WIDTH A ADDED CHARTS 03/06/12 k R.!. SEE CHART #3 FOR 6 REVISED PER NEW TESTING 10/15/13 R.L. NUMBER OF LOCATIONS C ADDED FLANGE INSTALLATION'S 12/06/ 13 R.L, REQUIRED 17" MAX 6" MAX D REVISED INSTALLATION DETAILS OB/05/15 R.L. 6" WAX O.C. WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 5" MAX p I Design pressure chart (psi Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 47.7 in) 90.00 108.00 126.00 143.00 Pas Neg Pos Neg Pos Neg Pas Neg 84.0 40.0 60.0 40.0 57.9 40.0 52.0 40.0 48.0 17" MAX 88.0 40.0 60.0 40.0 54.6 40.0 4a.9 40.0 45.0 O.G. 92.0 40.0 59.6 40.0 51.7 40.0 46.1 40.0 42.3 96.0 40.0 55.6 40.0 49.0 40.0 43.7 40.0 40.0 9 S' MAX I CHART q2 FRAME I X I / WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED HEIGHT SEE NOTE 9 SHEET 1 i Deign pressure chart (pso Frarre Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 47,7 in) 90.00 108.00 126.00 143.00 Pas Neg Pas I Neg Pas Neg Pas Neg 061461) 60.0 60.0 57.9 57.9 52.0 52.0 48.0 48.0 0 60.0 60.0 54.6 54.6 48.9 48.9 45.0 45.0 6" MAX .0 59.6 59.6 51.7 51.7 46.1 46.1 42.3 42.3. 0 56.5 55.6 49.0 49.0 43.7 43.7 40.0 40.0 SERIES 4301440 XIX SGD EXTERIOR VIEW CHART #3 Number of anchor locations required DESIGN PRESSURE RATING IMPACT RATING Frarre Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 47.7 40.OPSF NONE ( in) 90.0 108.0 126.0 143.0 H&S Jamb H&S Jamb H&S I Jamb H&S I Jamb SEE CHARTS 41 AND X2 FOR OTHER UNITS RATINGS 84.0 6 6 7 6 8 6 9 1 6 88.0 6 6 7 6 8 6 9 6 92.0 6 6 7 6 8 5 9 6 96.0 6 6 7 6 8 fi 9 B ` SIGNED: io127/2015 MI WIND1900CWSLAKESDD DOORS LLC PARKWAY S o FLOWER MOUND, TX 75028 `w•GSNS 9,' SERIES 430/440 XIX SGD*• 0 51 ic= 143" x REINFORCED ELEVATIONS - TAT OF 11;"' 1w0 No. REv iioFd' IDRIDP G cAE NTS DATE 02/23/09 OS s00523OF 9 1/2" MIN. EDGE DISTANCE 7 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS J 1/4" EMBEDMENT JT MAX. _ I SHIM 0 RESCREW l V SPACE EE I— 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW I VICCO FRAMING OR 2X BUCK BY OTHERS EXTERIOR If 11 11 l 1 ! 1 11 INTERIOR LU' VIJIN(uL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER A140 JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 C WOOD SCREW BE SET IN. F APPROVED MIN. MENT WOOD FRAMING OR 2X BUCK BY OTHERS L- 1 /4" ,MAX. SHIM SPACE REMS10NS DESCRIPTION DATE APPROVEO ADDED CHARTS 03/06/12 R.L. REVISED PER NEW FESTING 10/15/13 RL. ADDED P-ANGE INSTALLATIONS I I2/C6/13 R.L. REVISED INSTALLATION DETAILS QB/05/15 R.L. INTERIOR G EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG 1¢0. F.A. 08-00503 3CALE NTS I OAT` 02/23/09 JSHZE3 OF 9 SIGNED: 10127/2015 L 4VOENSF9J o,6y51= TT OF z o mI , M. ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE I 1/4" MAX. SHIM SPACE I 3/4'" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 1 /4" MAX. I SHIM SPACE i 3/4" MIN. 1S OR EDGE DISTANCE INTERIOR RILLING 7 li R10 SMS OR SELF DRILLING SCREWS REVISIONS REV DESCP.IP M DATE IPPRCVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 i R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 iP,.:- D REVISED INSTALLATION DETAILS 1 08,/05/15 I R.L. lullI TO 3E SET IN J- BED OF APPROVED 4LANT A M ETAL L STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE I.h'STALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75029 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG ND. F.A. 08-00503 SCAUE NTS IDATE 02/23/09 ISHEE4 OF 9 SIGNED: 1012712015 R I rC r,•GENS;gcP iIr • D,6 51 T(<ATE OF REVISONS 2 1/2' MIN. REV D'SCR[PPON DATE A111- EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. 9 REVISED PER NEW TESTING ;O/15/t3 1 R.L 1ja 1/4" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS OE/G5/15 R.L. a EMBEDMENT ; 1/4" MIN. _ i/4" MAX. EMBEDMENT SHIM SPACE CONCRETE/ ° 1 MASONRY I — BY CTHERS t 2 1/2" MIN. CP 0NAL EDGE DISTANCE 1X SUCK INTERIOR TO BE un PROPERLY Ir' 5 1/4" MAX. SECURED SHIM SPACE 3/16" TAPCON SEE NOTE 3 SHEET i 3/ 16" TAPCON LJ r CONCRETE MASONRY I _ r BY OTHERS ,°,v°.. ; ' I EXTERIOR INTERIOR I i P 11 SILLTOBESETINEXTERIOR _ A BED 0= APPROVED s 3/ 16" TAPCON =- ,.. SEALANT JAMB INSTALLATION DETAIL I OPTIONAL IX BUCK CONCRETrl,4fASGNRYINSTALLATION MASONRY/ TO BE PROPERLY CONDRETE ., a SECURED BY OTHERS SEE NOTE 3 SHEET 1 1 JT 1 1/4" MIN. NOTES: AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOTSHOWN FOR CLARITY. a2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE da •` DESIGNED IN ACCORDANCE WITH AS7M E2112 VERTICAL CROSS SECTION CONCRETE/ MASONRYfNSTALLATfON I 2 1/2" MSN, EDGE DISTANCE S SIGNED: 10/27/2075 MI WINDOWS LAKESIDANDDOORPARKWAY LLC FLOWER MOUND, TX 75028 `•NGFNs-7 SERIES 430/440 XIX SGD *• 0 51 aE 143E I 96" REINFORCED = > FRAME INSTALLATION DETAILS TAT OF — DRAM owI ND. REv ''CORIO''• SCALE DATE 08 SODE503 D isS ONAI,ENGN\ NTS02/23/09 5 OF 9 1/2" MIN. EDGE DISTANCE OOD FRAMING ' 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS + i 1 /4,: MAX. s SHIM SPACE 10 WOOD mi SCREW f11 WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR INTERIOR GUIG U J IryIVVG VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 BE SET IN F APPROVED MIN. VENT 3/8" MIN. EMBEDMENT 1 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REV DESCRIPTION DATE APPROVED A A.DDEC CHARTS 03/06/12 R.L. 0 REVISED PER NEW TESTING 10/15/13 R.L. C , ADDED FLANGE INSTALLAT'OCNS 12/06/13 R.L. D REVISED INSTALLATION DETAILS I OE/OS/15 P,.L. 1 /4" MAX. SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCKWSTALLA TION SL SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 19CO LAKESIDE PARKWAY FLOWER MOUND, TX 7502E 5 R'•CD i i 4NGENS 9 i' 0 51 *= SERIES 430/440 XIX SGD 143" x A REINFORCED FLANGE INSTALLATION DETAILS a 1O•• TAT OF CORIOp:• DRA. : a W. REv F.A. D800 D SCALE NTS DATE 02/23/09 5, 6OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS tX I t:HIUH ftEV1510N5 3/4' MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE A ADDED CHARTS 03/05/12 R.L. 9 REVISED PER NEW TESTING 10/15/13 R.!. 1/4" MAX. C I ADDED FLANGE INSTALLATIONS i2/O6/13 R.L. SHIM SPACE 0 REVISED INSTALIATION DETAILS 108/05/15 R._. 1/4" MAX. SHIM SPACE OR 3/4" I MIN. LUNG EDGE DISTANCE O _ INTERIOR nvlcnrvn l10 SMS OR 11 II `' SELF DRILLING r— SCREWS r L TO BE SET IN I 3ED OF = ROVED SEALANT METAL — STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO Be DESIGNED IN ACCORDANCE WITH ASTM E2112 JAMS INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS I DATE 02/23/09 JSHEE7 OF 9 SIGNED: 10,12712015 P, .IL10 XGr E, N SF'9c9 i J7 - TAT 5 F REv ps:cLORtdP'•G CONCRETE/ — 2 1/2" M!N. MASONRY EDGE DISTANCE BY OTHERS _ I e. 1 1/4" MIN. EMBEDMENT OPTIONAL X BUCK TO BE PROPERLY SaCUP,EC I r 1 EE NOTE 3 c SHIM SPACE SHEET 1 r I I 3/16" TAPCON EXTERIOR 3/ 16" TAPCON —\ MASONRY/ CONCRETE BY OTHERS INTERIOR 1/ 4" MIN. T 1/ 4" MAX. EMBEDMENT SHIM SPACE 2 1/2" MIN. I EDGE DISTANCE I INTERIOR d 3/ i6" TAPCON " 1 I i CONCRETE/ MASONRY . BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT 14 1 1/4" MIN. v + EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE/ AIASONRYINSTALLATION EDGE DISTANCE a I I d EXTERIOR OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET REVISIONS REV DESCRIPTION CATE °.PPRDVE7 A I ADDED CHARTS 05/05/12 ; R.L. REVISED PEP. NEVJ TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. ME all JAMS INSTALLATION DETAIL CONCRET& M.4SONRY INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE tWITH ASTM E2112 Tl_ l c MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DV'v NO. F. A. 08-00503 SDALE NTS I DATE 02/23/09 SHEETB OF 9 SIGNED: 1012712015 0StR IILf0//%ice S f(A fTfcLO„ w>r REVjOCOR t00PF•G\?• D is NAL}E0\\ 1 5/8" MIN, EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STR'P iF9 4" MIN. DMENT 11 X BUCK BY OTHERS, iX BUCK TO BE PROPERLY SECURED illll I\ 3/16 EXTERIOR = J — PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM METAL STRUCTURE — BY OTHERS TRIM —,, INTERIOR HOOK STRIP P.EVIS:ONS REV - GESCRIPTION DAT"c APPROVED A ADDED CHARTS 03/06/12 R.L. B REVESc:) PER NEW TES7INC 10/15/13 R.L. C '. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTA:!..A'IDN DETAILS 3/4" MIN. EDGE DISTANCE 10 SELF DRILLING SCREW it 1 uIN. EXTERIOR INTEFANERLOCKEDGEEDISTANCE HOOK STRIP INSTALLATION METAL STRUCTURE 1 3/8" MIN. EMBEDMENT HOOK STRIP — 10 WOOD I SCREW L EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING NOTES: 1. INTER;OR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITHASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN: DWG No, F.A. 08-00503 CAL-- NTS DATE 02/23/09 I SHE-T9 OF 9 SIGNED: 1012712015 Gc r Florida Building Code Online & L%o( C r Page 1 of 4 1 a, ,.., g flt)Ma Elpamenl4 BCIS Home Login user Registration Hot Topics Submit Surcharge i Slats & Facts I N Z: i Publications FBC Staff SCIS Site Map j links Search BusinesProfessitI uctProdc UserUSER: Regulation Pmlun Aohroval Menu. >, or Aodlication Search > Annlication Lisp Application Detain FL # FL5302-R6 i Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 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 Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L. Shelmerdine PE-0048579 intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE Validation Checklist - Hardcopy Received FL5302 R6 •COI Statement of Independence 201-3.odf 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/pr_app_dtl.aspx?parwn=wGEVXQwtDqunL7seVZMF... 7/20/2015 n Florida Building Code Online Page 2 of 4 J I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity ' , Yes ` No N/A tL5,309 R6 CDC FBCSth Edition Affirmation. FL 5302-R5.oddf 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 # 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 FL5302 R6 11 IRC-6009-110-11 Drawing 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: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. FL5302 R6 AE IRC-6009-110-11 Reoort'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. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Installation Instructions FIL302 R6 II IRC-6009-100-11 drawing 7=16 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Other: Design Pressure +15.8/-18.7,Not for use in HVHZ. Evaluation Reports FL5302- R6 AE IRC-6009-100-11 report 7=10'sealed.ildf 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); Dwg. IRC-6009-120-15,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions FL5302 R6 II IRC-6009-120.1 Drawing 7:10 FL odf Verified By, TON SHELMERDINE 0048579 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.8/-26.9 Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. Evaluation Reports FL5302 R6 AE IRC-60097420_45 Rebor[ 7-SO FLodf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Installation Instructions FL5302 R6 Il IRC-6009-130.15 Drawing 7-10 FL odC Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region Evaluation Reports FL5302 R67 AE IRC-6009-130-.15 RevorC 7-10 FL odf 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 FL5302 R6' II IRC-6009-140-14.Drawing 7-1.0 FL.od_f Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www. floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDqunL7seV 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 AF. IRC-6009r140.15 Report 7-10 FLdfp 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); Dwg. IRC-6009-150-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No F1.5302 116 II-IRC (ZQ09-t.50-15 Drawing 7-' VFL.gdf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC=60dg--150,.1 .Regort 7-10-FL-.i)dF. Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 II IRC=6009-169-L5 Orawina 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: +4S.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not For use in HVHZ. FL53Q2: R6 AE IRC-6009-169-15 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 Approved for use in HVHZ: No Installation Instructions FL5302 96 11. IRC-016-100-15.Drawirlg 7--$O:FL pd Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes 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. Ft5302 R6 AE IRC-6016400.15 Report 7-10 FL.pdf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region 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 FL5302 R6 7I IRC-6016-1.10-15 biawina 7-10' FL.odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes 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. F1.5302 R6 AE;.IRC 6016 L10 15.Report 7.30 FL.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region 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 R6II IRC-6016-120715 Drawina 7=10 FL odf. Verified By: TOM SHELMERDINE 0048579 ApprovedforuseoutsideHVHZ: Yes 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 ROU&t 7=10'FL:pdF Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region 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 Installation Instructions Approved for use in HVHZ: No FL5302. 'R6 11 1RC-6016-130=15 Drawing 7-10_FL.pdF. Verified By: TOM SHELMERDINE 0048579 ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +25.6/-29.1 Evaluation Reports Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. FL5302 R6 AE IRC-6016-13Q-IS R'ep'ort7=10 FG bdf Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially endosed or door is a replacement door. 5302A2 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https:// www.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-140-Modf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +30.1/-33.8 Evaluation Reports Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. FL5302 R6 AE IRC-601'6-140-17'report 7-10 sealed.bdf 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. 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 II IRC-6016-140-24 drawing 7-16 sealed odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +29.7/-33.8 Evaluation Reports Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. FL5302, R6 AE IRC=6016-140-24report 7-10sealed.2d 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. 5302.14 Str.tf.,d (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide, mit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 _11 IRC-6016-145-24 drawing 7-10 sealed.Ddf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. Evaluation Reports FL5302 R6' AE [RC-6g'16-145-24 report 7-10'se_ale0.0_1' 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 FL53Q2 R6 II IRC-6618-110-15 Drawing 7-10 FL odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes 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. FL530Z R6 AE IRC-6018-110-15 Report 7-10 FL.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 162 thru 18' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 H IR_C-6018-120-15 Drawina 7 10 FL odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC1601.8-120-15 Rebott 7-10' FL.gdf 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. Eck He El Contact Us :: 1940 North Monroe Sheet. Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida is an AA/EEO employer. Cooyrioht 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 mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S, must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: CIO ®® Cred r https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 AD.AISTABLE ROLLER CARRIER ATTACHED V/ (2) 1/4- x 112' BOLT L NUT PER BRACKET 16 GA GALV. RESIDENTIAL TIP ROLLER BRACKET 3' 205A STRUTS ATTACHED 1—ATTACHED V/(3) Hx V/ (2) 1/4' x 3/4' HEX HEAD SCREVS NEX HEAD SCA REVS TT PM BRACKET EACH CENTER STILE TYPiC,%LTCXTI11W9 14GA, URASArC CENTER HINGE ATTACHED 15 GA RES]DENTTAL Z• TOP FIXTURE ATTACHED V/ V/ ({) 1/{' x VS HEX HEADSCREVS3) — x 3/4' HEX HER SCREVS AD.VSTABLE SLIDE BRACKET R1-1 UTS v/ 2) v4• x vz• }CLT AND Nuns R7 TRACKS AT THR LO FON V/ (4) 1/{--20 MACK SPICE BOLTS & NUTS Stt1RE TO' JAL@ WiH (3) 5/16' DIA X 1-5/a" LAO soLIS 11, 5Qa' DU, A 1-S/B- fPS LAG961ATTAC7`D TO JANB AT EA' JAW BRAE%ET NGE_i tz GJ, CAty, "STEEL JA7®'Bi1AO( Ei5 TraDurAo iRAa1 snl¢ BaT & TArr STILE STIFFENERS ( 5) IN HINGE H0.L[SOiLOCATED ONTTP,=TIDN ONLY H0.ES FOR STRUT C ATTACHMENT (IF STRUT END IS REDIURED) 14 GAHINGE I, B, SCL ( TABLE 3) ON PAGE 3 FDR JAMB BRACKET SPACING RACK CONFIGURA1. FOR 6'6' UP O 14TLL DOS NITS SECTION N. T.S. CalSTILE STIFFEN EXCLUDINGTTP) aw rW ucrlTAr - TABLE 1) ON PAGE 3 I iM =8 xpRAOi([T I FD L 1 kv"DIM OF dEm& STRUTSPACING N,T.i 3' 20GA STRUT VCNT)'0F UNOBSTRUCTED ATTACHED V/ AIR FLOV EACH. 2) 1/4' X 3/4' IA GA DIRASATL HEX HEAD S6SEAL EVS O CONT. STEEL A END 41MWATAC.Cs AT END AND CENTER - HOT UM BRACKET k CONT. BIM SEAL V/CCU 1/ 4' X 3J4' STILES 14 GA THICK ATTACHED 3' 20GA. STRUTS NEX HEAD SCREVS V/ CJ) AD % E. S ATTALFED V/ (2> D iF_X HEAD SCREVS 1/4' x 3/4• HEX - I46A. BHTASAFE SECTION 'A -A (SIDE VIEWI NERD SCREVS AT ROLLER CARRIERS ATTACHED A N.TS, EACH END STILE - TU NO STILE V/ ( 2) 1/4' x 3/4' HEX HEAD SCREVS PER CARRIER •R 2. 7-BALL STEEL OR NYLON SHORT STEM ROLLERS T 7-W.L STEEL OR NYLWI slHxr STEM aOL[v,F NO 7/1 6' RETAINER FOR V/ 7/16' MTAINLR, F[R RIIULOR OF OWAGE ICI -THREADED SHAFTS kW-TNRCADCG'SHAFTS YAK RID1H TYPICAL DURASAFE END H1NG_E-/ ..1 S. J. LA 5/OL ATTACHED LAG BOLT B BRACKET TO JAMB ATEA. JAYS BRACKET 2 % 6 SWORSPFNO. 2 OR BETTER) 20 GA CENTER SR M GA. GKY. Sim CIA STLL 7/ 18" OK BOLT RER 9/9' TRALK HROLL PER ROLLER 4OLT AND NUT r GALV. SIMT" RIVETS TRAP( TNIpU¢SS.03' TRACK MOUNTING DETAILN. T,S. TYPICAL ROTTDH 0RA(3CE"T 4 Y— pIDIDM LOAFS® I*=. (RY/FT SE NOTE 2 TVO (2) RCVS OF THE r I RE VENTS EQUALS 15 SO. INCHES DPTIONAL' VENTDETAIL Y.La' 6 SPEODOARP(S AND HD)LS 1.ALL M LOV FDOH MCCPT 4 AM' 9nPJD A Txf TEATR'AL TRACK THE METHOD OF TESTING WAS IN SUaSTANTIAL n( M TAA'i( Trc Eow a nAMVDR ro M ALIXCAL JNNHS CONFORMAIaCE PATH THE PROCEDURE DESCRIBED IN ASTAJ mANsrEn TE xw irE 000R"E' N0 9O' °F T"f L°ARE330 AND ANSI/DASMA 105. THE PRESSURES SHOWN ON .t U JM BSa;f WVAIY Ofaa LOIM oF: DRAWINGS WERE CALCULATED USING ASCE 7-10 WITH THE 5 DDORs AND HARo•ARE LLL a DEsoaD, YArArcluRm FOLLOWWG PARAMETERS (5 FEET OF DOOR WIDTH IN THE EN AND HnAUEo TnH STAND. AS SET TrnTN LT DASYA ZONE. ROOF AT ANY SLOPE : coHAiERaiL c.. YN.. G., Rouen r(aTen uoiT YAND SPEED MPH) 155 141 134 12B 122 a ++^ STR GTUA.E EInAD+rs — LE (XsacD EXPOSURE LEVEL D C C 0 D MCTEDMW masSsa+u AUX"ENGNOU R wxDaAn ATED aN )HAS D ROAI ADPTGN TOO11ffR (OADNCG MEAN ROOF HEIGHT 30' 15' 25' 15 25 a D ro TAaHs a DE PA(z A rw AHXInoAAL 000R aoTxU AND DET DESIGN PRESSURES DU E IBIIDD M7M.O7t06. MAX SIZE ._ A, GIISISS fsJAAA J3 16' WIDTH _ N*`gip - `iH[j.Y(!f! R OPxlpA.(H TuoHiT O,JQ A\CAA qO+ i 1JIATAE J'r- ESIOU LOADS 21.5 PSF -, ..D - • 24.8 PSFij CC( RQ SS 3;= EST LOADS {31:t 327 PSF.- 37.. 2 PSF =2gg. .lfl`slonaliE;:`3 FL 165 URRIAGE CT11AT YINST@I-SKEN, kG Bi05 MODEL / 60500 RSUMOMTww/DBraSefe MODEL iDuraSafe MODEL /950 HERTfAGE Tr/ Dur&SRte Short, Lon;, Flush .& Oak Summit Panel's DD. I WAN BY 0.1 0.11E 01/IS/ DS DIM N.1 0 0 DEaGDBT AA[ DAE a/is(D1 K-6016- 120-15 MT I or 3 B 3. 20GA. STIR LOCATED IN THE ODDLE. a GLA2ED SECTION ATTACHED V/(21 I/.• K LT' IE% NGD SCREWS AT END AND -CENTER STILES a B 3' NrA STRUT LOCATED DN THE TOP AND B—CIA D<' GLAZED SECTION HEAD SCREWS AT END AND CENTER OPTIONAL SHORT PANEL TOP GLAZED SECTION (STRUT AND STILE LAYOUTS) e FRil OPTIONAL LONG PANCOP LTGLAZEDSECTION (STRUT AND. STILE LAYOUT$) lL(AS PING CLAIM CPTT)N Auu— - d DDOPH 166 tMROIAH 15'0 ADC DOORS LESS THAN IS'S WIDE MUST USE SHORT PANEL OIAZNG OR CLOSED SECTIONS WOOD JAMB ATTACHMENT TO STRUCTURE- 2 9 6 \ R7_ f IA?IA ATTA!""Ni TD VmA FRAM eTW ICTi1R 5/16' % 3' LAG SCREVS STARTING 6' FROM ENDS THEN 2A OL. O 1/2' EMBEDMENT) Z x' 6 V3RTI1 JAI(A AT arNMEENT TD PODD P T f®1S'RFiE XEL TII(V(K BELT 3/9' % t• STARTING 6' FROM CNAS THEN 24' D.0 (2 V. EX)DMENT) NILTI -SLEEVE ANCHOR 3/B' % 2-3/1' STARTING 6' FROM ENDS THEN 2A' GC• (1 1/4' EMBEDMENT) ITV/RAXSET REDIEAD (TRU-60.T) 3/8' % s• STARTING 6' FROM ENDS THEM 2' ETC• (2 1/2' EMBEDMENT) 6 R' ICA' LAMA ATTKHWN7 -TD Ma']I LOV C-90 iROCT( SIMPSON 1/ A' % 3' 1tTEN 'SCREWS TARTING 6' FRDI CLADS. USE PAIRS OF FASTENERS 3' APART) AT 16' 6C. (1 I/2' EMBEDMENT) RILTI 1/ 4' % 2-3/4' KVD(-COG II. SCREWS STARTING 6' FROM ENDS, USE PAIRS OF FASTENERS (3' APART) AT IV O.C. (1 1/1' EMBEDMENT) NiLTi .$LEE VC ANCMO( 31 % 2-3/A 'STARTDEGb' FROM ENDS TMEN 2' O.C. EMBEDMENT) CDR, USE FASTENERS FOR HOLLOW C-90 BLOCK) rLAGS AND BOLTS CAN BE COUNTERSU)d( TO PROVIDE A FLUSH MOUNTING SURFACE. APREPARA71ON OF WOOD JAMBS BY OTHERS 0 CONCRETE MELLOW BLOC GROUTED BLOC y y/ - STRUCTURE $iRUCTIIit£ STRUCTURE STRULTLRE 8 I/ I 2' MIN 2-3/<' MIN E-1!Y MIN ^' 2%6 JAMB T YP. MiN 0 B I OPTIONALSHORT PANEL INTERMEDIATE GLAZED SECTION (STRUT AND STILE LAYOUT) 3. ti 10-s/ a• to-s/a• SHORT PANEL GLAZING FASTENER DETAIL. LONG PANEL GLAZING FASTENER DETAIL N.T. S. N.T. S. GLAZING OPTION CROSS SECTION GAZING ME ETAVAILABLE3 IN VIVO -BORNE DEBRIS REGION CNMvoFrpne LNNDOW FRAME OPTIONAL De— INSERTS FN1H UV PROTECTION NTH UV PROTECTION IN. 3/ 32• THICK SSB GLASS ILV I L( A O 11 m) it x 5 iTlrcLµ:Poo 1 R A IT a a/. —MIM. MOLDED INSIDE FRAM,( C g 1LWO'ruQ RMeA Taw( 1 SECTION B-B_ ° ! 0-0 II A I'M 115 AVAILABLE TRACK CONFIGURATIONS N.T. S. gB MAX SIZE - at;I'% R ia' ICTMi+ Ta d A L SIYEjfr f,// gi ic'(T L1l o'• b° bilf IAKIT E , . • \I /1 -j $$SS r: ( Lli. T. 1, •f`w1ZK A. DESIGN LOADS aQC :•*3S 21.8 PSF ..• E 21.8PSFvr..0 )1• '.ttti I < TLOADS +,3 F .• /• w- - '. 3 + 32,7 PSF-37.2 PSF e;: •,l l?:(:' A . ; t 3 6' N. FL 7 \ar- lrl 165 CARR(TGC C0.Ri vINST(N-SALEH NG E7105 MODEL #650 OAK SUMMIT w/DuraSafe MODEL #600 STRATFORD w/DuraSafe MODEL /950 HERITAGE w/Durasafe Short, Long. Flush & Oak Summit Panel" iZE DRAM By RJ DATE 04/1e/D3 IRATBIG 141BIB B OWED By AAE DATE 005A3 IBC OF 3120-15 9EE1 2 2 OF TAOIC < 58aJFSPACr G,iaASEDONFE<Ckt MMSE6IKNOTHQiW ICIP B C D E F G H 1 J K LM N T 18 Uc25 V736 V443175: Vr 61 UI 18 vd 2517 38 Vr 46 V7 ED V4 A VZ 15 Vs 2217 33 V4' m Vr 51 vc 5817 VQ• 81" to V4 251i2' 38 V4 4317 54 V4 61 V2. 72 V4' 8517 18 VS 25 IJ7 39 V4 46 V7 ED V4. 67 V7 781/4 91 yr 151J4 2217 33 V4 40 V7 51 V4 5812 69 Vc 761AZ 671/d 97To, 18 V4 2517 36 Vd 4317 54 V4 61 VZ 721/d 79 vZ 901/4' 103 VZ 10 (r 517 18 Vd 25 VT 39 V4. 48 71r 83 V4 6717 7a 1/d 8517 931/d D912' 196 5 V7 18 V4 2517 39 Yd 46 VT SOW' 6717 81 V4. 88 Vr 1C2 U4. 115 It a SW 18 Vs 2511r 38 V1r 43 V7 51 Yd 61 1/2- 72114. 79 VZ 90 V4- 97117 106 V4 12, V7 SVZ ISU 251739 Vc DBYI Vd 671778 V4851?9d Vd 1 VI ria va• 127 t77 12 0' 129 13 U' 136 5 12' 5 V7 5 V7 5 Vr 18 i/d 18 V4 18 V4 18 Vd 25 Vr 2517 25 Vr 25 Vr 33 Vc 35Vlr 39 V4 39 Y4 4817 43 T 4617 Qd Yt 87 VS 51 VS 601J4. ED W-1 6717 61 VZ 67 VZ 6717811J488 a1 V4 72 V4 73114' m IT 7917 W. Vr VZ 102 yr 80 V4 95114* 102 Vc 10917 97 yr 103 VZ 1091712D m Vd Too V4. 114 1/4 V4. 11S VI 121 VZ 7a VZ 126 v4 132 114 138 V4151 733167 139177 145 VZ VZ 14 0 5Yr 16 V4 2517 V4 481i1 60 vs 6717r 81 1/4. E6 Ul 102 Vc IM V7 171114 M Vr lAd V4 157 V7 TABLE 2 TABLE 3 DOOR TRACK ATTACHMENT ISPLICE HEIGHT A 8 1 C 1 O 1 E F G HI S 66* IV 21• 3a• 1 5r I I I 70• r 10' 21- 38' I 5r I 1 767 r 6• 10' le 36' 5 - 7r ar 6 to• 21- 39' I Sr 75 a8• 66• 107 21• 4Y I a3• 81- J141*154- 9 10' Ir 36" W 7r 9T00' We 10' 21- 39• 57• 75- 0306• 70• 10' 21- 4r 6Y 81- ST1r 10• S' 10` 21- 4r 63• 64. 105'118', 1' 10• 21• 39' 5r 75- 93- 24• 11'6' t0' 21• ar 63' 8T 99.30' 17 10•67-aa•1053G12'6• 0" 21• 39' Sr 75" 93' 4r13, 10' 21- 4Y Sr ar 94' 46' 1SE I(r 21- 4r 63• 80. 105' 54• 14' 10• 21' 4r 63' 8<• 1W 194- 60" LL , A n n /& wµvau YA1N SW ON SPF N0. 2 ON &•'11ER ONLY ttli7tiS•tiGI7tS94S:9titttti tiF i CE3ltti:]G3[] tif3liS1'gLfblf i E tti t ltt&i mtF]r']i gtifi mum C Lmtkuumtimh3']' 39ttiti LR'7 t1 tttiti mm cxpzm R i tif3l tt& fi$H Ed'7 tti tti ti:a''?ttiFSdLmE[i 7titi ttaE.utti tZ 11:7titi iti i:^>•FId 116.1r:4SR,IfiT-. a'i ttta. f ltt Ewdtu3B3ti7 tujamfi 1. lukduj- its mu"OFMtiE t MU, E:[?I IMBUJf: gII H:1i7 fi fi 7(S®ti77 fittti fir"' Fr'1B:ltifi'. f ti r'm'tI"3I77 ice' tiF lf E•iCfid:lti. t t Q.'•j1' tittirlli ffAi 3F7fti' 7.?e.:y71fr4f:'7[i7ir7E[':'S.' t i NUAM MMEUM LY Umw fi ttiS.7FS7L 7iGEaJti fi mum r'ersi aariri toil':. R 1F 1 rr t iSJ titH'fi:.uA••"'iYd33ttta• terra nAEa®fill r^t•;IY.Ltn fitE' r'TT LO!LLS.gNti'1'l ti It AYwiArAa"Itls£1 fil t i.7 Cf?r7 uG 7 mummimmmu Li'".mut ulwfMo. i 1C1'L MIT DRYik7CICO f/"-ktl rfFgl-,r.®Ii'gII;;gasrrlLnJr. mEtm-m Q&]1LE[mjUUrm n mmmM U Wcam,: cm, Won t 17 1E''" il7fi•[=1 tiFY27•.L•CC?III GEJ fitB] tt&LrE^3SFLII1 i 0 t:1.r"" W. CLiMtBilEt±•7f0:1 Wkkh I DEY 1 DEMO O WAM 1 DATE fly 1 ou wa MA % SIZE 16' x1DTH14' HEIGHT r'ry Is DESKN LOADSPSF 3 21.824.8 PSF T / n 4 TEST LOADS l 232.7 PSF 37.2 PSF a? .r,'4 ,.•.tlLy: 23 FL 165 CAR.. 2karr I U CURT -TO SALEM, NC. 27100 MODEL #850 OAK SUMMYT w/DurFS.fe Short- long. Flush &'0".Summit Panel's 97EB 1LJ wME M110 Un A0/ WB. 1EI' VE RC-L6-20 -15 9W 3 OF 3 STRUCTURAL SOLUTIONS, P.A. Structural Engineering Investigations 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 1 Model # 1600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: U to 5 Feet of Door Width in Zone 5; An Roof Slope; Enclosed Building Ex . B, 30' MRH E . C. 15' MRH Exp. C, 25' MRH Exp. D,15' MRH Exp. D, 25' MRH 155 mph 141 mph 134 mph 128 mph 122 mph Witnessed By: Brandon 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 Amara Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance 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 I 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"xT-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"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: STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) 6a®eaten 3 e o e cQ1j pF may L. S FIE, No 00" o t CF149. ore f ti 148 QtiBB 023a ai4 0 Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue o Greensboro, North Carolina 27410 (336) 856-2686 Fax (336) 856-2687 NC Firm #C-1096 L_ I Florida Building Code Online FL17676.2 Page 1 of 4 yff'iidu'C'>GfIP" t. BCIS Home Log In User Registration I Hot Topics j Submit Surcharge Stats & Facts ' Publications ( FBC Staff y BCIS Site Map ( Links Search usBProfessiines tnt I Product Approval USER: Public UserJAN, Regulation Product Approval Menu > Product or AoDlication Search > Aoolication List > Application Detail y'. FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 36S-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 littps://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvFGYZsjrZFR6 fG 1... 5/26/2016 ELEVATION 2" typ. 36' 8' o.c t j- max. 2' typ. T-T 8" o.c. max. co a a''CLE ALL FOUR G 'NAIL FIN' IS A GENERIC TERM WHICH MEANS 'MOUNTING FLANGE'. NOT TO BE CONFUSED WITH '1/2' FRONT FLANGE) FLASH] BY DTHE Anchor See Sectlon Del HEAD DETAIL CIZE HEADER AS NEEDED CAULK UNDER NAILING AN ENTIRE PERIMETER BEFORE FASTENING. IM AS OUIRED DRYWALL HOWN WITH 4' SHEATHING) ENETRATION Notes: 1. Installation depicted based off of structural test report #B2133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck sholl 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 sholl 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 fosteners 2" from corners and no more than 8" on center. Design pressures of smaller window sizes ore limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO 36" x 84" SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) naa INSTALLATION INSTRUCTIONS FASTENER SCHEDULE — FIN — Pkwun oaaww er: wic M.R. 12-14-09 wm Windows & Doors 3540 Single Hung 3CML gym, NONE 1 OF 1 Gratz, PA- 11 3540-3240 SH FIN — 4e f Validator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product descfibed below is Hereby approved for `listi'ng "in the next issue of the AAAMA.Certi€ied Prbducts Directory; The approval is based on successful completion of tests., and. the_ report ng to the ;Admin. istrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory: 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMAICSA101A.S 2/A440-08 LC-PG40'-914x2134 (36x84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT° MAXIMUM SIZE TESTEDDESCRIPTION MI Windows & Doors, LLC 3540 SH (FIN) FRAME SASH 7158- PVC)(O1X}(IG)(iNS GL) 914 mm x 2134'mm 867 mm X $92'mm Coder tvt fL REINF)(TILT)(ASTM) 3'0"-x TO") 2'1011 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 thecurrent AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural 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 4te 4d Laboratories, Inc. Authorized for Certification AmeridV Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 N FL # Model, Number or Name I Description 17676.1 13540 SH 136.74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676_.,_R2...C...CAC .._APC .3.4.0 Fn.36x74...pdf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.pdf 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.pdf 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.pdf 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.pdf 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.pdf 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.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1.7676_R2CCAC ._APC 3540._Fi_n._44x72,.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72 odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676. 6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.pdf Quality Assurance Contract Expiration Date 04/ 12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: littps:// floi-idabuIlding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZSJrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1767.6 R.2 CCAC.._APC__3540._Fin ._52x84_,pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odfASTME1300-04. 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.pdf 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 FL17676R2..II08_-0125.2B_7,pdf Verified By: Luis R. Lomas, PE PE-62514 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.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 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_pdf 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__R2AE 511849B124 7,.pdf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676„_R2 C_CAC.._APC_3.540FLS_48x96,,pdf 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.pdf 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 52x62df 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 FL1.7676_R2__II_08-02269A._12,.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports littps://floridabuildiiig.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDdvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.pdf 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.pdf 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._5.12141.,pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.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(12775)A2726.01-109-47- R2 C7326.01 3540,AWS,IG.FIN.48X72,R35,(072016) Approved for use outside HVHZ: Yes Rev.odfImpactResistant: No 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 4802 (As Tested).pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.pdf 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 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: littps://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZSjrZFR6fG 1... 5/26/2016 r Florida Building Code Online Page 1 of 4 li :'JC7(i k 3s3ft'161: BCIS Home i Log In i User Registration Hot Topics Submit Surcharge ! Stats & Facts { Publications I FBC Staff I BCIS Site Map i Links Search 3 Busiines Professlpna ovimaProduct Approval USER: Public User Regulation Product Approval Menu > Product or Aoplication Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE J Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https://floridabuiiding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.i)df 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.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 11.7676.5 13540 SH 144x72 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.1)df Quality Assurance Contract Expiration Date 04/ 12/ 2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: bttps://floridabLliIdino,.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 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 52x84.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84.odfASTME1300-04. 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 36x74.1)df 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.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.1)df 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 36x84.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.1)df 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 10.1)df 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B ll.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuildinc,.orc,/pr/pr app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.pdf 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.Ddf 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 13.1)df Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.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(12775)A2726.01-109-47- R2 C7326 01 3540.AWS.IG.FIN,48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.odfImpactResistant: No 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 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes 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 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooyrioht 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: securitv.afl rnacsam https:HfloridabLliiding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 Valldaior / Operations Administrator) MI Windows & Doors, LLG 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 listing in. the next issue of Ihe,AAMA Certifiied Products Directory. The approval' Is based on successful completion of tests, and the repoMng to the Administrator of the results of tests, accompanied ,by related drawings, by an AAMA Accredited Laboratory- 1. The listing below will be added to; the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANVDMAICS,A 1011MS 21A440-08 LC-PG40"-914x2134 (36x84)-H NegativeDesign Pressure = -50 psf d0' MPA YAND CODE OD PIO; SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows 8 Doors, LLC 3540 SH { FINLESS) FRAME SASH 7157' NS PVC)(O/X)(IG)(IGL) 914 Prim x 2134 mm 867 mm x8m 92 m Code_ iDo REINF)(TILT)(ASTM) 3'0" x 7'0") 2110" xZ11") 2. This certification will expire July 27, 2020. (extended from Juiy27, 20.15 per AAMA 103-14a) and requires validation until then by continued listing in the currentAAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.. B1910.01-109- 47 Date of Report: August 15, 2011 Validated for Certification oci ted Laboratories. Inc. Date: April 16, 2015 Authorized for Certification Cc: AAMA JGS ACP-04 ( Rev. 1/ 11) AmeridW Architectural Manufacturers Association 36" MAX. FRAME WIDTH MAX, ANCHORS TO BE EQUALLY SP,CED, SEE fCIH z (HA.R . . AND ANCHOR 1 GUANTI1Y O .j... 84 MAX. FRAM F IE, IG H T I 4— X 1. AX SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40. 01-50.OPSF NONE Number of anchors required at eachjamb Height in). Panel - width :(in)- 24, 0 1 30.0: 36.0 24. 0 2'' 2 ' 2 30. 0 2 2 :.: 2. 42. 0 _.. 48. 0 54. 0 60. 0 66. 0 N 72.0- 78. 0 84. 0 TAPI. r. OF rONJFNTS SHIEET R7 DESCRIPTION IPTIION; F: LCJnII IN H 21NU .. JG -- SO'Fb 2 - 51 INSTAILLA11CN DETAILS REVIS10NS DESCRIPT. I. N I L`AT: I PPRO:_:D NO S; 1) THE PRODUCT -SHOWN HEREiN IS. DESIGNED AND MANUFAC:UrED TO COMP_'? ',VITH R_OUIREMENIS OF 1HE F-LORIDA BUILDING CODE. 2) WOOJ, FRAM NG .AND MASONRY )PEI ING 1'13 HE LSE SL :VED AND ANCHORED HORED TOP JP RLY TRANSFER ALL LOADS TO STI LCTLF FRAII-INGG AND MASONRY 6'EN; ING IS .NE RESIN NSHIIfy CIF T _ AR`CHIIE_.1 OR EN3.CNEER 0= RECORD. 3? X BUCK CVLR 'MASONRY/CONCRETE IS OPTIONAL ?!HERE 1X BUCK IS NO USED DISSIMILAR MATERIALS MUST BE SEPARATED OPTH APPROVED CO, IN G OR IEVBRANE SELECTION OF COATING;- OR MEMBRANE IS THE t ESPONS131LITY Or - THE AR HITEC OR Ev h1'LER OF E 0 U. 4;Aj- OWAcil_F STRESS INCREASE OF 3 'KAS I C T US' D: IN THE r dGN of TH- P',ODUCT SHOWN HFRE.:N. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAVE: MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITGJI.. 451 020 .5TEEL. Rr rtFTR,:.EM NT. FETING RAILS MUST BE I EINFORCED !I F 1 U -.,-02 FEI RF NFORt FM ;JT, 7) UNITS MUST HE GLAZED PER ASI M 1 w,00-04 8) APPROVED IMPACT PROTECTIVE .SYSTEtV IS REWRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9} SHIM AS RFQJ RFC AT EACH INSTA_[A+ ION ANCHOR, WITH LOAD RFi P'NG HII'l. SHIM 'WHERE SPACE 0: 1/16" OR GREATER OCCURS. t4AXIMUMALLOWABLE SHIM STACK TO PE 1 / 4'. 10) FOR ANCHORING INTO MASONRY/CONCRETE L1S_. 3116• 1 P,C"7S 41ITi S'U FICIFN LENGTH TO ACHIEVE A 1 1/4" MINIMUM EI•,13ED';IEN'" INTO 51J9STRATE WITH 2 5/8" MINIMLY EDGE t'STANCE LOCATE :ANCHORS AS SHOWN IN FL.EV,ATiONiS AND IN;TA;J.:. TION DETAILS i't; FOR ANCHORING INTO '8,OOD FRAMING OR 7X (BLOCK USE #8 "dCOD SCREW `WTH SUF''ICIENT LENG'H TO .ACHIEVE A 1 3/16" MI1 N'MUM EMBEDMENT IN'Fu SUBSTRATE. LOCA.IE ANCHORS ; AS SHOWN IN E 1A.;04_i AND INSTALLATION DETAILS: 12) AIL sPr`' IFhtHf+ SS •'I 1,3E r,ORpOSICN R.'_SIANI, 1'1E T NSTl l_LAPON ANCHOR, SHALL BE. INSTALLED IN AC:;tjRUAINC WITH ANCHOR, mmiUFACi0RER'S INSTALLATION !NS'- RI ,TION:S AND ANCHORS SHALL NOT rE USED IN SUBSTRATES WITH STRENrTHS LESS THAN 1`H JiM?tAA SIREN+'TH SPECIFIED WOOD , 61NIIA1JV S E. CI t, GRAVITY O'--,G_0.47. B. CONCRE",E - I. H'idll L)h4 CUMPRE`.S E. SIRE.NGIP OF 3197 Psi. MNS'O"NRY - (STRENGTH CONFORMANCE TO AS[toi- C-90, CPADE Pi, TYPE e ti'OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS u1111(+Irr7j 650 WEST MARKET STREET 5 R Cd" G,"NT7_, PA 17030= 0370 v \GEN$*.qkp, SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 51 STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND MOTESd D.TAT OF OF4ORkt DR x'n. r, .r;. oa—oE 3zz N iis/ONAL`a`` VALE arE NTS 10/17/111 OF 3 r HEADL A P f'R0V Is f INTERIOR r 1 2X i L, n BY (T i C / T EXTERIOR INTERIOR GE r2 r_ JL EXTERIOR' r N BED 0, i ' P s, „E wt n.' HORIZONTAL CROSS SECTION ED OF tOVED 2X BUCKlW000 FRAMING INSTALLATION L MAX_ L 1,1C :: INTF IP,. AM-) '. ttz .S(e) FIN - FY OTHERS,,' g0 „-I i. r1'i i.. l,Ats Ty. MI WINDOWSAND DOORS' F; F G <` .r,,,.; l 2XBURKET STREET CR OSS AR INSTALLATION TTlON ANTZN 650 SPAAR70300370SERIES3540 FINLESS PVC SINGLE HUNG WINDOW =* STEEL REINFORCED — NON —IMPACT 36 X 84 INSTALLATION DETAILS CI:FJt, V.L. 08 01372 w A_ L NTS aa€ ".10/17/11 ". OF 3 Y 'Tf,7R .. k',` Lf"Ill, i) tUi. EIL. SHFT i i` r FdZNT EXTERIOR SC K ON t i tV; _ FM4 ZLI IA, , NI I 11 c'," F I,L. I , tJ „IT.A A. 3 ?i:(E( i :'7. r• T F- :., 2Y 1 INTERIOR Fz INTERIOR ;'< tnauatgn I V::}I ° U 1 Tl NAL RY• EXTERIOR h.F LY rEL o_E, LAN 0 JL r .,i_. ( Li N A C,.. ,l SEALANT CD E HORIZONTAL CROSS SECTION i MASONRYiCONCRETE INSTALLATION tl,t! ,•)f.,.ItLI% P., I`:V(F i f "1? v F 3 F IP 3H BYa..w SHOWNN F.. D, L1 I YsrU, JC fJ:PF1II .i:; r ar:.r PYiI WINDOWS AND DOORS 650 WEST MARKET STREET' VERTICAL CROSS SECTION GRANTZ, FA 17030-0370 MASONRYiCONCRETEINSTALLATION' : SERIES.3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 INSTALLATION DETAILS GN ..., ow'; -3JJ V.L. 08-01372 — tir NTS t,r..E 10/17/19 "" 73 OF 3 L. Roberto Lomas P. E. 1432 Woodford Rd . Lewisville, NC 27023 336-945-9695 illomas@lrlomaspe.comlriomaspe.con Engineering Evaluation Report Report No.: 511989 Manufacturer- M1 Windows and Doors 650 West Market Street Grantz PA 17030-0370 Product Line; Series 3540 Finless PVC Single Hung Window- Non-lmpact- Compliance: The above mentioned product has been evaluated for compliance with the requirements of the'F1'o ida Department of Cortimtiriify Affairs for Statewide Ac:ceptance.per Rule 9N-1 The product listed herein complies with requirements of the Florida Building Code Supporting Technfcal Documentation;' 1, Approval document: drawing "nurhber 08-0137Z titled Series 3540 Finless PVC Single flung Window - Non - impact, signed and sealed'6Y 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. AAMA/WDMA;/CSA 10111.S.2/A440-05 Design pressure: +40.10/-50,13psf Water penetration resistance 6.060sf 3. Anchor calculations, report number 511989=1, prepared, signed and sealed by Luis Roberto Lomas P.Ek Limitations and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit size: 36" x 84" Units -must be glazed per ASTM E 1300-04. l=rame and sash material: Extruded Rigid PVC Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. This productis not rated to be used in the HVHZ, This product is not impact resistant and requires impact protection in wind bomb debris regions; tnstallatlon.• Units must be installed in accordance with approval document, 08-01372_ Certification of Independence.,- Please note that I don't have nor will acquire a financial interest in any company' manufacturingng car distrlbutir g; the.produc€(s) for which this report is. being issued_ Also; I don't have not will acquire a financial interest in any pther entity involved``in the approval process'of the listed product(s), 1 of 1 ti>,tllll/lt oGENf' r 0 51 s 1. tAT OF s0011111/®ALIE'` Luis R. Lomas, P.E. FL No.: 62514 11 /07/2011 4 Florida Building Code Online FL18644.01 age l of 2 q'ir"0` a BCIS Home # Log In User Registration Hot Topics j Submit Surcharge Stats & Facts Publications i FBC Staff g BCIS Site Map I Links i Search j Busines f Professional Product Approval USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail Ka'c A''" ' e a a 3$ FL # FL18644-R1 K;...:<.ar 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 02/18/2016 v.date. set to reapply per S^Urich's req.zb.02/25/16 Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE J Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S. 2/A440 2005 AAMA/WDMA/CSA 101/I.S. 2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 02/18/2016 Date Validated 02/25/2016 Date Pending FBC Approval Date Approved 02/25/2016 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqulGtg5bCXRsfAEr... 5/26/2016 Florida Building Code Online Page 2 of 2 Summary of Produ FL # Model, Number or Name 18644.1 3500 PW Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +50/-50 Other: FW-LC50 Description 81x63 Fin Frame Certification Agency Certificate FL18644 R1 C CAC MI Windows - 3500 PW B9102 81x63.Ddf Quality Assurance Contract Expiration Date 04/30/2021 Installation Instructions FL18644 R1 II 08-02818.odf Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513610.odf Created by Independent Third Party: Yes 18644.2 3500 PW 81x63 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC APC 3500 FLS 81X63.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 11/18/2017 Design Pressure: +35/-35 Installation Instructions Other: LC-PG35 FL18644 R1 II 08-02818.Ddf Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513610.Ddf Created by Independent Third Party: Yes 18644.3 3500 PW 60x96 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC APC - F1910.01.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 10/08/2020 Design Pressure: +50/-50 Installation Instructions Other: LC-PG50 FL18644 R1 II 08-02858.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513666 F1910 2858.odf Created by Independent Third Party: Yes 18644.4 3500 PW 96x60 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC MI Windows - 3500 PW B9102 96x60.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-60 04/30/2021 Other: LC-PG50 Negative DP=-60 Installation Instructions FL18644 R1 II 08-02859.1)df Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513667.odf Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: N R Im sf'curt. tl'.',t e.; https://floridabLiilding.orb/pr/pr_app dtl.aspx?param=wGEVXQwtDqulGtg5bCXRsfAEr... 5/26/2016 Florida Building Code Online Page 1 of 1 601ML f E f ddda Ci ai fflpfl4t¢ BCIS Home ( Log In i User Registration Hot Topics 1 Submit Surcharge Stats & Facts S Publications FBC Staff 1 BCIS Site Map I Links ; Search 3usines Irofess 4 ) Product Approval USER: Public User Regulation f . m„ . _ Product Aooroval Menu > Product or Application Search > Application List Search Criteria Refine Search Code Version 2014 FL# 18644 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 Search Results _ A-111 ti— ALL FL# Tyne Manufacturer Validated By Status FL18644-R1 Revision MI Windows and Doors Category: Windows Subcategory: Fixed Steven M. Urich, PE 717) 932-8500 Approved History Hpproveu uy uarn. Hppr-, uy vo v .0 Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M E_'. https:Hfloridabuilding.org/pr/pr_app Ist.aspx 5/26/2016 Validator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION E A 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 drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTED AAMA/WDMA/CSA 101/I.S.2/A440-08 LC-PG50-2057x1600 (81x63)-FW COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTEDDESCRIPTION MI Windows & Doors, LLC 3500 PW FRAME Code: MTL 8817 PVC)(0)(IG)(INS GL) 2057 mm x 1600 mm ASTM) 6'9" x 5'3") 2. This Certification will expire April 30, 2021 (extended from April 30, 2016 per AAMA 103-15) 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.: B9102.01-109-47 Date of Report: May 29, 2012 Date: February 15, 2016 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 4-1iL A oci ted Laboratories, Inc. Authorized for Certification Ameri Architectural Manufacturers Association REV DESCRI WN I Or,TE •'.PFF.. V,D NCT.7. 15, -OR ANCHORING THROUGH FRAME ?NTO WOOD FLAMING OR 2X BUCK USE 8 WOOD 1. THE RODI SHOWN HEREN DESIGNED AND MA:NUFACTLIRCD TO COMPLY WITH SCREWS WITH SUFFICIENT LENGTH TO .ACII!CVE A 1/4" MINIMUM EMBEDMENT INTO RL.rUIRIEVENIS JT HE ORIDA BUILDING CODE. SUBSIRATE, LOCATE ANCHORS AS SHOWN IN c V TIGNS' AND INS A[ 1 IVN GEIAILS 2. .VOOD FRAMING .AND MASONRY OPENING TO BE: €IFS C'NFD AND ANCHORED TO PROPERLY 1 _r R ANCHORING THROUGH " FRAMEA . N'• MA ')NI2Y' 'O^JCR 'T Lam,'. ,"' '" TAPCCiNS W`>>1-f . 6_ O v I u ROLGe AAE ! O S. _L. 3, 16 A NSFER ALL .LOADS 10 STRUCTURE. PAM^G APO MASONRY OPENING IS IHE F_SI ONSIP1IITY OF THE ARCHITECT OR ENGINEER OF RECORD. jC _E_E __. SUFFICIENT TO. ACHIEVE .A 1 1/4 WNINAUM EMBEDMENTINTO SUBSTRATE 'WITH 2 3. PLC OVLR PAAS{p1RY `CO[3 _fTL IS CI I`C3Nb i12" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATI NS AND 9.: WHERE SHIM JR..BUCK I ':.ICK€TL SS IS: LESS THAN i 1/2 WINDOW UNI 'S IAUS€ BE INSTALLA70N DETAILS. 17 FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE '. USE #8 SMS OF SE, = DRILLING ANCHORED THROUGH THE FRAME IN.:ACCORDANCE WITH MANUFACTURER'S P.LiBLISHED NSTALI_ A710'N INSTRUCTIONS, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO SCREWS WITH .SUFFICIENT LENGTH TO ACHCVE 3 THREADS MINIMUM BEYOND STRUCTURE 7IERIOR MASONRY. CONCRETE OR OTH._R STRUC.T' RAL SUBSTRATE 6dA`ERIAI_. WALL. LOCATI ANCHORS AS SHOWN IN:ELEVAIIONS AND INSTALLATION DETAILS. 18i ALL FASTENERS TO BE CORROSION RESISTANT,. , WHERE WOOD BUCK THICKNESS to '.-i f2' OR GREATER, BUCK SHALL BE SECURELY OBUCKSECaELY5HEFAST GREATTGIRA( THI19, !NSTAI_LATON ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR WED CONCRETE UTHFP.,' SUBSTRATE. 'E MAY C T S S.ANUFA.:,J)"CR'S INSTALLATION INSTFt„CTEONS AND ANCHORS SHA_ tN0- BE IJ_D IN HEpd(;HCkEt) THRUUGH FRAME 'Stt;URFA) 4'IOIJIJ 3t CK N ACCORDANuE; W11H SUBSTRATES WITH STRENGTHS LESS THAN THE MIN=MUM STRENGTH :SPECIFIED BELOW: MANIJF(; H`l) RER'S PUBLISHED IN Ik=,_LATIUN .NSTRi.CTIQ 1S. 6, AlHCRE IX BOCK IS NOT JSED DISSIMILAR MATER[ALS MUST BE SEPARATED WI'hl AP;PROUCD A. ' WOOD - MINIMUM SPECIFIC CRAvITY OF G-0.42 CONCRETE - MINIMUM. COMPRESSIVE I[STRENGTH OF 3,197 PSI. COATING OR M-MBRANE. SELECTION OF' COATING OR MEMBRANE IS THE RESPONSBILITv OF C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR G^2FATFR)_ T E ARCH.TECT OR ENGINEER OF RECORD. D. METAL 3TRUCT RE: STEEL 18GA, 33(Si OR ALUMINUM 6063--T5 1/8" 'THICK MINIMUM, MBUCKS , SHALL EKTEND BEYOND Udl EiSJIA/ INTERIOR FACE: U THAT FULL FRAME 'SUPPORT IS 20 GEOMETRIC'_ SHAPES CARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSION: PRu' IDED. SHALL NO< EXCEED INSCR4BCD DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN 8. FOR FIN INSTALLATION SHIM AS NEEDED, FOR FRAME INSTALLATION SHIM AS REQUIRED AT N' SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. EACH AN6HOP. _OCA ION WITH LOAD' BEARING SHIM. SHIM INHERE SPACE OF `j 16' OR G, ATFR. 0CCUP.S. MAXIMUM AT O'WARLF SHlkl 'STACK TO BE 1/4" 4. SHIMS SHALL BE I_C,A-ED, A P, LED AND MADE FROM '.MATERIALS. AND Ti.CKNESS CARAS-F. O SI_STAPING APPI CABLE LOADS, 10. VdIND LOAD DURA'I:iON FACIOR C6=1.5 WAS USED FOR W.,OD ANCHOR ,ALCULV'IONS. 11 r PAMF. MAfF_^'AleT c>` RJ,Ei7 RIGID PV'C. 12. 1111175 r,1IJST BE GLAZED PER ASTM E1.300--G4. 13, APPROVED IMPACT PROTECTIVE SYSTEM I.nC, !.J E(. FOR THIS PROD;JCT' IN 'WIND BORNE L.. RIS REG0NS 14, ' F FORANCHORING `THROUGH 'F N IN'0' 'WOOD FRAMING OR 2X BUCK JSE #6' WOOD SCREWS W11H .> IJFFI,..FN.'. LENGFIH 1.0 ACHIEVE A 1 -': j4' MINIMUM EMBEDIMENT :IN"TC> tiUBU'(RA E. LOCATE AP,,,'I0Ra AS SHOWN IN ELEVATICN3 :AND NST;AL:LATION.'DETA€LS.'. SIGNED: 0911412015 MIWINDOWS AND DOORS'FL 111tItITrrW1j650' WEST MARKET STREET N\S -, _a4lr//- GRATZ, PA 17030-0370 v1GENy TABLE OF CONTENTS SERIES 3500 & 3540 FIXED WINDOW 6 81" X 63" NON -IMPACT hiCE N0, DESCRIPTION NOTES p'TAT ` NOTES DRAWN: cmc vo: ELEVATIONS NAG. DATE O8 SOE 818 _ //Jt's.. •yC9` 7 INSTALLATION DETAILS - NTS ; 9/13/12' 1 OF 7 111NAL1 81" MAX_ F R A I,/l E VV 10 T H. 2" MAX. MAX, T REVISIONS CIESCRIPTV4 2." NAX. MAX. 10" IAAX 63" MAX, FRAME HEI T i" MAX, ....... .. .... ... . . ..... .............. ........... SERIES 3500 & 3540 FIXED WINDOW SERIES 3500 & 3540 FIXED WINDOW EXTERIOR VIEW EXTERIOR VIEW FINLESS & FLANGE INSTALLATION FIN INSTALLATION' DESIGN PRESSURE RATING IMPACT RATING' DESIGN PRESSURE RATING I IMPACT RATING 35, OPSF NONE ±50,I9PSFNONE MI WINDOWS AND DOORS 1. MAX1.% 4UM D.L.O.: tl 1/8" X 59 1/8" 650 WEST MARKET STREET 2: '2) 1" X 1/8" `'NEE SLOT A71 2" FROM L---'.,-3E ,)F SILL FACE GRATZ, PA 17030-0370 SERIES 3500 & 3540 FIXED WINDOW 81" X 63" NON -IMPACT ELEVATIONS DRAWN; Dwc, No, N.G. 08-02818 SCALE: NTS J`TE 9/13/12 1 SHEET2 OF 7 1-1 81 " MAX, FRAME WIDTH 10" MAX. 0.-. 2" lv`, AX_ DATE I " FPROVED SIGNED: 0911412015 1 JOOD E I If Y> OR i < BUCK oHERS PACXER I C U 1r ROV-U E, L4NT EXTERIOR BACKER ROD SEALANT O ` ai ;:RAVING OR GX BUC K I- OTHERS Eviela a EV JESC,RIPT 7h DATA SFFRCI•JE4 1 1/4" MIN. 1/4" .MAX. 1/ 4 MAX. EMBEDMENT I ,SHIM SPACE SHIM SPACE INTERIOA, STRUllTREBY CTHERS 7/ 16" M'N. t APPROVED .> E DISTANCE/ u j SEALANT —i 1 MAX. HW SPACE SCREW I HEAD TO Ei SET HEAD TO BE SET _ IN A BED '.0 / r IN A EKED OF APPROVED SEAI_ANT A. - PROVED ,SEALANT' .J `-. • WOODRAAdiNOR 2X BUCK EXTERIOR INTERIOR , EXTERIOR B'' OTHERS BACKER ROD INTERIOR & APPROVED SEALANT St I_ TO BE SET - SILL TO 8<< SET JAMB INSTALLATION DETAIL IfJ A RFD OF - INSA BED OF WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED SEA'— N'L APPROVED SEALANT' BACKER ROD 1/4" MAX. 1 1/4" MAX. APPROVED SHIv1 - SPACE HIM -SPACESEALANT \ 1/4" MAX.F _ f CSHIM 'SPACE 4 METAL -- INTERIOR STRUCTURE ...... 5/ 8" V I N., VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM' E2112 Y OTHERS a E JL TAfJC 1 8 sMS OR SELF D CRE1dS f 111 VERTICAL CROSS SECTION La 1 METAL STRUCTURE INSTALLATION METAL STRUCTURE ` E 3Y OTHERS BACKER RCG . EXTERIOR APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION . SIGNED: 0911412015 MI WINDOWS AND DOORS vlv \MIIlIIij i 650<WEST MARKET STREET `,N55:•Oy i GRATZ, PA 17030-0370 SERIES 3500 & 3540 FIXED WINDOW *• 4 ;047 FINLESS X63" NON —IMPACT 1 FINLESS INSTALLATIONDETAILS; TAT DRAWvz cJrc yam. RE'd: tAC OR1 7 • \`,: N.G.NTS a rE 9 j13/12 08 `0 8380E 7 _ rr/ S10NAL A CR TlE/I,,lASQNR; 3l OTHERS d OPTIONAL IX EUcK — SHEET BAC, ER HOC_.._. I APPRO LJ I ::.. / 11 ` C4AX. SE1L` N. SH,M SPACE RE" v i DES..RIPi ON'. CONCRETE/ MASONRY _ 1 1/4° MIN'. BY OTHERS \ EMBEDMENT OPTIONAL IX BUCK _ f4 MAX. SEE NOTES 3 — 'I 1 SHIM SPACE SHEET 1 3/ 16" TA?CON INTERIOR 1 1 0 • t 01W I -PPROVED HEAD it BE SEI IN ,,: 3L> o 'a APPROVED SEALANT 2 1/2" a } ` EXTERIOR INTERIOR MIN EDGE ± DISTANCE \ Y SII 1 TO IBE SET eBACKER PPF'r N A BED OF PPftCv D f L .N7 '— BACKER ROD EXTERIOR j & APPROVED FAIANT S SEALANT IX BJK. 174' MAX. SH C' iirfJAL '.--. \ \ iENIJT 7 7 .` / P•,1 ('.A:; E SHEET 'I JAMB INSTALLATION DETAIL CONCRETEIMASONR:YINSTALLATION BY OTHERS NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. S 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112. SIGNED: 0911412015 VERTICAL CROSS SECTION MI WINDOWS AND DOORS' `R CO 7 tt11tI11I j7 CONCRETEIMASONRYINSTALLATION \' 650 WEST MARKET STREET .\ ,i i. GRATZ, PA 17030- 0370 ti *\r EN y SERIES 3500 & 3540 FIXED WINDOW ATRO"""F 81" X63" NON — IMPACT FINLESS INSTALLATION DETAILS.: DRAWNawC. NO, RE•1 i'S` FCORIOP. i'il' \ SOLNANTS' Days 9 13/1 08 `QE S4SOF 7 F!/"//1NA. t a\N\ NCOD FRM-AiNG OR 2X BUCK B: D_K__'R S BACKER ROD xF4 APPROV-c SEALANT Jk REVIVONS D . E S . C . R . P - T . , 4 .. ...... ...... REV0A_-PPROVED 1, ja"MIN. 1/4": MAX. 1/ 4" MAX. > EMBEDMENT SHIM SPACE METAL SHIM SPACE, INTERIOR STRUCTORE ..................... BY OTHERS WN. DGE CDISTAW E' . APPROVED SEALANT 0M SPACE #8 WOOD HEAD TO BE SET SCREIN Er O BE SET IN A BED 4 NA13EDOFAPPROVEDSEALANTPPROVED, SEALANT WOOD —RaM.NC OR 2x BUCK EXTERIOR EXTERIOR INTERIOR BEXTERIORy OTHERS UACKERROD INTERIOR & APPROVED SEALANT 9A,-, KFR ROD Al_ ANT P.*.AING Vm 2X BUCK Fl OTHERS S I ' TO RE.. SET IN A BE. , .) OF APPROVED S EALANF 1/4" MAX. BACKER p 8c -PPRO\ A S PA C E qEAl -1 VERTICAL CROSS SECTION WOOD FRA41NG OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTME2112 SILL FO 8; SET JAMB INSTALLATION DETAIL IN] A SED OF WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED SEALANT 1/4" MIA'x. 1/4" MAX. SHIV SPACE T Ulr SHIM -SPACE 5/8" ISIN. INTERIOR STRL JPE i EDGE 'DISTANCE BY 8 SMS OR L SELFORiLLING R E, N VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION METAL L[ STRUCTURE BY OTHERS BACKER P OD EXTERIOR Al APPR- O'VED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0911412015 MI WINDOWS AND DOORS 0 650 WEST MARKET STREET GRATZ, TA 17630-0370 E lv, SERIES, 3500 & 3540 FIXED WINDOW 5 IMPACT 81" X63" NON FLANGE, INSTALLATION DETAILS !ATd OF DRAWlz REV o p v0' N.0- 1 S ALEG. NTS I'-TI 9/13/128SHEET02858 OF 7MONAL A0\ REVISIONS RN DESCRIPTOR D IZ FF ROVED Ct ,JCR TEAM F SNRY CONCRETE/MASONRY 1r/ " MIN. BY OTHERS By OTIIERS . .' EMBEDMENT d U iI IV'L tY 611CK OPTIONAL B CK _ HIM MAX: E NCr=.,-7 _ SEE NOTES 3 — 7SH@d SPACE:. 51E `' _ SHEET r3 3/16" Tp.PuaN BACKER ROD— INTERIOR' a APPROVED 9 . n ;.:. /.;., MAX. I' SEALANT SHIM SPACE 1 1 HEAD TO BE S .i.. p ' IN A BEL) 0 " I " APPROVED SEALANT', 2 1/2" EXTERIOR INTERIOR "SIN, EDGE DISTANCE. i— SII1 TO BE SET ° I IN A L E D ,F ;=ACKER ROD EXTERIOR c APPROVED \ tltltl APPROVED SEALANT & APPROVED SEALANT 114" MAX,. NIL to HU'K \. JIM SPACI_. lFF 1 ° JAMB INSTALLATION DETAIL S..- IEEi .. _.......I CONCRETEMASONRYINSTALLATION v BY OTHERS a NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, NOT SHOWN FOR CLARITY. " 2 PERIMETER AND JOINT SEALANT SYCITHERS TO BE 4'' -"—"-_----- -- DESIGNEDIN ACCORDANCE WITH ASTM E2112' SIGNED: 0911412015 VERTICAL CROSS SECTION MI WINDOWS AND DOORS 11ti117'/l j CONCRETE/MASONRYINSTALLATION 650 WESTPAMAR ET STREET y `S` G 5 . i'r 70SERIES3500 & 3540 FIXED WINDOW _ *+ 0 # 81" X63" NON —IMPACT FLANGE INSTALLATION DETAILS r OpF` a` DRAW:u:: : DWG. Via. REti `' NAG. NTS Disc 9/13/12 d8 SQL $ 6$ oF 'ss NALt G`\ APP!dC,•`V_ D SEALANT BEHINC7 i=IN 6 WOOD SCREW 3/3" M:N FDGE P,ISTANCE EXTERIOR INTERIOR 3 Ad R4 j ram/ EDGE DI rANC= SC: R EW APPROV- 01 1 1j4" MIN c.MBE.DMEN1 SIJ LANI BEHINDD 'iN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION dOOD FRAMING' 3" OTHERS 1/4" WAX. SHIM SPACE 1/4" VAX SH16 SPACE WOOD FRAMING BY OTTERS REVISIONS 9ESCRPTION' WOOD FRAMING. 1/4" MAX BY OTHERS. SHIM SPACE: is 6 WOOD ` j SCREW INTERIOR 1 1/4" tA; tJ. FMFEDMENT Hui t c a= APPROVED SEALANT BEHIND FIN 3/8 MIN EDGE DI STANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY'OTHERS;, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE: WITH RSTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 & 3540 FIXED WINDOW 81" X 63" NON —IMPACT FIN INSTALLATION DETAILS ERA" D'NG Y^. NJG. 08-02818 s n" NTS onrE 9/13/1+2 SyEET7. OF 7 REV MT-1 I -PPROVED SIGNED: 0911412015 RifiLOJ i L. Roberto Lomas P.E. 233 W. Main St Danville, VA 24541 434-688-0609 r1lomas o lrlomaspe.com Manufacturer: M1 Windows and Doors, INC 650 West Market Street Gratz, PA 17030 Engineering Evaluation Report Product Line: Series 3500 & 3540 Fixed Window 81" x 63" — Non -Impact Report No.: 513610 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(a). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-02818, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: B9102.01-109-47 signed and sealed by Michel D. Stremmel, P.E. Architectural Testing, Inc., York, PA. AAMA/WDMA/CSA 101/I.S.2/A440-08 Design pressure: ±50.13psf Water penetration resistance 7.52psf 3. Test report No.: D3210.01-109-47 signed and sealed by Michel D. Stremmel, P.E. Architectural Testing, Inc., York, PA. AAMAMDMA/CSA 101/I.S.2/A440-08 Design pressure: ±35.09psf Water penetration resistance 7.52psf 4. Anchor calculations, report number 513610-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to installation details. Maximum unit size: 81" x 63" Units must be glazed perASTM E1300-04. 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. Frame material to be rigid PVC. Installation: Units must be installed in accordance with manufacturer's installation instructions and approval document 08-02818. 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). M 0\ 11111//// ENSF9s i 0A 51 y o TATE OF w ORIQPti"\ ONALItil IE\ Luis R. Lomas, P.E. FL No.: 62514 02/23/2016 Page 1 of 3 J Florida Building Code Online Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer q 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 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9°/o2t%2ftCOhpJQ... 5/26/2016 Florida Building Code Online Page 2 of 3 Date Submitted 09/01/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products FL # Model, Number or Name Description 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-1926 Horizontal 08-01455A odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8", Impact Resistant up to FL18504 RO AE 512079A pdf Wind Zone 3 Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 R0._II.__M 1926_ Vertical 08-01445Apdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 RO AE 512069A.odf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Maximum span - 120", Impact resistant up to Wind Zone 3. 18504.4 M-2285 Vertical Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Maximum Span - 84", Impact resistant up to Wind Zone 3. M-2285 Horizontal Mullion Single, Twin or Triple with Transom Installation Instructions FL18504 RO II M-2285 Horizontal 08-01834A.pdf Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports F1.1850.4_RO__AE_ 512521A.,.pdf Created by Independent Third Party: Yes M-2285 Vertical Mullion Installation Instructions FL18504 RO II M_2285_Vertical 08 01833A.Pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18504 RO AE 512520A.odf Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Horizontal 08-01456A.p_df Verified By: Luis R Lomas PE-62514ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8", Impact Resistant up to FL18504__R0.._AE._512080A_pdf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Vertical 08-01447A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 RO AE 512071A odf Zone 3. Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copvrioht 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to https://floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDgs9%2f%2ftCOhpJQ... 5/26/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an email address which can be made available to the public. 7o determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: sccuritvmyYis t .. 1 https://floridabuliding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f /D2ftCOhpJQ... 5/26/2016 NOTES: i; THE PRODUCT SHOWN HEREIN IS; DESIGNED AND MANUFACTURED TO L".MPLY WITH REQUIREMENTS OF TFI_ FLORIDA 'BUILDING .;ODE. 2) ,vOOI) FRAMING TId BE DESIGNED AND ANCHORED TO PROPERLY N.FER ALL LOADS TO STRUCTURE FRAMING IS THE SE N'.IE:II;Y OF TE ARCHITECT OR ENGINEER OF RECORE.. i A€ t C'-NAB STRESS IP CP,F.ASL OP i / NAS N0: USED IN THE DESIGN 011 T':.E: HROUJc'T SHOWN HEREIN. WIND LOAD ;DURATION C OR Cd=t.B WAS USED FOR WOOD ANCHOR CA.LC°[JL,JIONS. 4) - ROVED INIPACI P O'IECIlh," _YTEm i. NC:T R_G'Llih'.ELI IOR. Trf?S O UC'I IN VVIND O, NE L BRIE REGICNS I TO WIN LONE 3. 5; JFS](,[: FR-SSURF AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT Ai-IPIY ONLY TO MULLION AINDO'NS MUST BE A:'PRCVED UNDER. SEPARATE API -IROVAL. 6i , N LE , INUOtih3 TO, B" ML AR ' NOT UM D ':O T OSE. 5- 1 wN 14 lHiS DRA INN. WLJDO ss rAIJ51' BE MANUFACTURED BY MI INDC, 1NS AND DOOR_ IN- 7) D7SI N PRESSURE OF MULLED UNIT SHALI, BE. CONTROLLED BY THE L R DESIGN PRESS IRE OF TH' M jll w(N "'P THE INDI I:DUA M14DOIN CAR DOOR UNIT. 8) UNITS fiAI BE M-l-IED T0GE7HFR INDEFINITELY AS, LONG AS SINGLE UNIT NIDTH AND HE HT ARE NOT EXCEEDED : AND MULLION ES PNA F,0RF[` AS SHOWN NHGR IN. 0) MJLLICN VERTICAL INSTALLATION .S SHOIAIN, -MU ON MAY BE U;ED- iI, HOKIZON51L. AHPLICA:',IONS AS LONG AS L)IV,AEIONS +NL1,A.tD I. R,E N AR.. C., NOTXCFEDEDANDMULLION 'S ANCHORED ACCORDING TO THIS DCICU."'IFP1T. DELSI N P EC:' I IRE '"ABLE INQTRU lICN5- 1j C_F1IE RECUIRED DESIGN i3OAD PER FLORID.A BUILDING CODE CHAPTER ' .,. 2) D LRMINE'PRIBUIAPY WIDTH AND MULLION SPAN BASED ON PPOLIUCT IC, BE If DIALLED SEE FORMULA FOR RIBUTARY VDIH. 3 LOCATE h1Ul L COIN SPAN !UNIT HEIGHT' AND TRIBUTARY WIDTH, AT PJ' LLRSEUiiON J RO'VV AND COLUMN COfN`A4NIN 'IH_ A,UL:ON S' , AN AND TPBlj';ARY NID''H RESPECIIVELY IS THE; MULLION RATING FOR PRODUCT IN STEP 2. W—LION ; 4T NG MJST BE ECUNL OR CREASER HAN. REOU€RED SI;;N P1i SSIJA'.F OB.TAINEL, IN STLP 1. F_-IBIJTA7Y WIDTHREVISIONS REV DESCFt! PTipu i A I RE {iSED INSTALLATION 7ET911-5 ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING 2X BUIICK USE ff 0 WOOD SCREW WITH 7UFF0ENT _FNG7H TO :ACHIEVE A 1 3/R" M[NIMUM EMBEDMENT LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3 2 [-OR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH ' SUFFICIENT :_ENCT' i TO A -HIEVE A 1 1/4 MINIMUM EMBEDMENT NIIH 2. 1/ 2" MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN INSTALLATION' DETAILS SHEET 11, 3) ALL FASTENERS TO BE CORROSION RESISTANT, 4) NS ALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH. ANCHOR MANUTACTURER S INSTALLATION INSTRUCTIONS; AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LEGS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMAPA SPECIFIC GRAVITY . G 0142 B. CONC, W.WIL MINIMUM COME ,LSSI,L SIRLNGTT 0 3,200 PSI. C. MASONSTRENGTH CONFORMANCE 0 AS`M C-90', GRADE N, TYPE 1 OR GREATER) s) ;O ATTACH MULLION 10 CLIP USE (4) #10 x 1 '1/4' SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED_ HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. , MI WINDOWS AND DOORS 650'WEST MARKET STREET GRATZ, PA 17030- 0370 live- vr, wlv clv:I, a. iEET NO.:DESCRIPTION NOTE- 2 CONFI-GURATION:S AND DP CHART INSTAL AT ON DETAILS v83 MULLION SPAN GENERAL NOTES;; DRAWN u.v' s No. REV V.L. 08-01447 A SCALE NTS "AT' 01/11,/ 12 SHEET :OF 3 DATE APPROVED SIGNED: 0810712015 10 % NED WIDTH V,l W2 RAME 1 Eii; r I WINDOWI 61/ I1 1 0 1 sharp) / I 10' 3 /8" COMBINED WIDTH 107 1 /8„ ICKISINECWIDTH W1 ---". W2 ---{ 83" WINDOW a' r'RA.ME HEIGHT WINDOW rl suuloN F:.,NI) f l W1 W2 r........... ... _. f _...._........ . Ir E l WINDOW , f IFi,, WINDOW i i WINDOW; r Ard) I I j COMBINED Wt.;Ti Design pressure: rating (pst)-..... Units anchored into wood framing... Mullion span (in,) Tributary. width (in)+ 18.13 25.50 36.00.42.00 4800 5ZI:3 25.00 130.0 130.0 130.0, 130.0 130.0 130.0'. 37.38 130.0 130.0 127:2. 127.0 127.0 127,0'. 49.63 + 120.7 1:94,3 77.9 ' 718 72.1 72,0 '. 62.00 924 70,6 56.0 57.5- 48.6 47.4 65.63 86.5 85.8 51 7 47.3 44 4 43 U 72.00 ' : 77.8 58 7 45.6 41.4 385. 37.0 J7 3/8" COME NED YVICTH W 1 W2 83" FRAME WINDOW IVINDOW HEIGHT i MULLION SP'I•,rt) fL...1 RE....- S REV DESCRIPTION. A REVISED INSTALLATION DETAILS 07 3%8 - 07 3f8.. COMBINED WIDTH CO.fSINEEJ 1%vICTH t4't 'A'.2 J,'I V2 y u3• /s'' d' WINDOW 83 ti% WINDOW / FRAME / FRAME H'_ GH I WlN.O_W; YINAfJw HElGH T N/INQQIy WINDOWI VMULLICN / (MULLION SPAN) N.1. -. -- W2 I_..._---- LV1 _ _.... 12 ---a 07 3/e ..., _ t0, 3f0 COMBINED WIDTH COMBINED h'IDTF': APPROVED CONFIGURATIONS MULTIPLE UN(1`SMAYBE "MULLED IOGETHEHAS LONG AS COMBINED - WIDTH DOES NOT EXCEED 107 3,V AS -SHOWN, HEREIN.' Design pressure rating lo4 Units anchored Into masonry/concrete Mullion: span( in) Tributary 7813 2$.5f) width ( in) 36. 00 4200, 4800 5213I 25. 00 130'0 130-0 130 0 130.0 130.0 130-0' 31. 38 130.0 130.0 130.0: 130.0 130.0 130 0, 49. 63' 130,0 130;0 130,0. 130aO; 1300 1304 62. 00 . ". r130:0 115'4 87.8 r79.3" 73,9 71:5: 65. 6X 130:0 96.6: 72.9, t.65.5 604 58.2). 72. 00 99.3 72.9- 54.0' 48.t 44:0. 42.0'. 84: 00 62:1 45`0: 83.1 29.1' 26s3 24.9, LARGE AND SMALL MISSILE IMPACT, LEVEL D; WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS ,AND DONS: 650' WEST.'MARKET STREET" GRATZ,, PA 703Q--0370 . M- 2302,- `VERTICAL MULLION'" 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS V. L. DWG N008-0 RA V.L. 1447 A scat." NTS: ° ATE 0.1./ 1 1/ 12 s"E"2 OF 3 DATE I WPPRCVED 08/07/ 15 R.L. SIINI J rI I " MIN 2 1/2" MIN 3.750" SEPARATK)N' I-... EDGE DISTANCE p 0.422" 1 1/4" 4 Mill. EMBEDMENT 2.032" 2,875" MASONRY 'CONCRETE B, Ofl-IERS 0. 84, u L T 2X 00.210" SECT5796 CLIP SECT5796 - dh- L4 INSTALLATIONFOR&di4 iE*lWi'[L CLIP ALUMINUM 6063-TS - 125" THICK S E C 1 1 M, _2302 MULL - ON SECT5796 CLIP 10 WCOD SCREW YOCD FRAMiNG/ 2X CUCK Dy ( m)T:JE!l"' 1/ 2 " M: N EDGE DISIANCE VERTICAL CROSS SECTION MASONRYICONCPETE AND WOOD FRAMING INSTALLATION 0. 843" T-- 1. 562" 2 7F . ....... SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125" THICK 261 7y MT000022 CLIP 16GA (. 063-) GALVANIZED STEEL 0, 375" 2X 00.210" APPRCV[ D r'c' (',C5CRiPliC)N OnTE A I RElizISED INSTALLATION DETAILS 08/C7/15 R.L. 2. 920" j FT] 1. 12' SECT M-2302 MULLION ALUMINUM 6005-T5.125" THICK CLIP INSTALLATION SIGNED: 0810712015 MI WINDOWS AND DOORS 650 WEST MARKET STREET 0 GRATZ, PA 17030-0370 4. 000" Z *'yGENq'.y (p_ M- 2302 - VERTICAL MULLION 83" MULLION SPAN iIjINSTALLATIONDETAILSTAT OF 0,- 11110 NO. R V 080144 Ad I N 01/ 11/12 Is"'-'T37 OF 3 L. Robei-to Loinas P.E. Engineering Evaluation Report 233 W Main Si Danville" VA 24541 434-688-0609 Report No.: 512071 A rllomas@lrlomaspe.com Manufacturer: MI. Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-2302 - Vertical Mullion Compliance: The above n'tentioned product, .hasbeen , evaluated for compliance with the, requirements ofthe Florida Department of Business and Professional Regulation for Statewide Acceptance per, Rule f,1 G20-1005 method, 1 (d).7he product listed herei6comolies with requirements of the current, Florida Building Code, Supporting Technical Documentation: 1, Approval document drawing number 08-01447 revision A pmpared, signed and sealed by Luis Roberto Lomas P-E 2. Mullion analysis report No, 512071-1 prepared, signed and,sealed by Luis Roberto Lomas P.E. Limitations anti Conditions of use., Maximum design pressure. refer to design pressure charts in -approval document. Maximum single window unit size: 52 118" x 84" Window units attached to mullion must, have their own separate approval. This product is not rated to be used. in the NUN This product is impact resist -ant and,does not require impact protection inWind-Bome Debris Reglonsi up to, Wind Zone 3. Design pressure of mulled units shall,b6 controlled by the lesser design pressure of the assembly components: mullion or individual units( All windows attached to mullion mutt be manufactured by MI Windows and Doors,. Inc. - Installation. ta Mullion.must be Jn* lied in strict accordance with installation instructions document 08.01447 revision A, Certification ofIndependence: Please note that I :don't have nor will acquire financial interest .1ri 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 t I I III//// 1 . L Ile A;- 4TAT OF *4Q 00 OR ip Luis R. Lomas, P.E. FL No.: 62514 08/ 07/2015 4 Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL'33634 813)884-0444' lyle.pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.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 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 ]. 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 Fi.12012:R591'tlStfLenSI?iif Standard Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding. org/pr/pr_app_dti .aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 0 Florida Building Code Online Page 2 of 2 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary -of Products FL # Model, Number or Name Description 12019.1 Triple 4" and "Quad 4" 0.012" Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in HVHZ: No IFLIZO19 R5 II Inst 120t9 Lj&r Approved for use outside HVHZ: Yes Verified By: LyndonF. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 R5 AE Eyal 17.019.1.Ddf specific application and for any other additional use Created by Independent Third Party: Yes limitations and installation instructions. sack Kext Contact us :: ;ig40 Korth Monroe Skreat. Tallahassee --FL 32399':pLigpq. 55 487-SB24:: The State of Florida is an AA/EEO employer. Cppyr3nht2t)0T 20T3 StiT[e GC'Ftarida ::..rivacv Statertwent :: f t ftgfynd Cocoon[ Under Florida law, emailaddressesare 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 mail. If you have any questions, please contact 850.487.1395. 'Pursuant to 5ection 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 emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: st ttnt'?bi {6 n_' r https:// www.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 ACM7 AMERICAN CONSTRUCTION METALS 5140 West Clifton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL. NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 7' x 7' batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS SHEET # DESCRIPTION 1 Typical elevaflons & general notes 2 Panel details 3 Soffit details & design pressures 4 Soffit detolls & design pressures 5 Soffit details, design pressures & bill of materials TRIPLE 4 L4 L &012 (.011 S THCK) T-" 4(A13S THicip QUAD (Q4} Q-4-M 1.011$' THICK) QJ-014 IDISETHICK) S. C ar LhS > A FL 120t9.t o M S OF. S '.(a, SOFFIT AIR FLOW TABLE AIR FLOW AIR FLOW SOFFIT TYPE fLON SOFFIT TYPE AR[A so- y EANIIeff IWSOiT FNTER VENT. NAaaow I 3.91 2.71 PAT -I a FULL VEaaow 1NT I NA1.74 8.15 % FU LL.vF]1T 11.74 8.16% f PATTFAN _ PATTBtN BULL VENT -oy 3.69PATTERN 2.56% FULL wNr`— PATTERN 3.69 2 56 / a 1,54" 1.25' l" IT I 1 0155 .0155. VX OR W o F FA T ' T Alur inum 2 A um€num (1;;; F" CHANNEL.. Alurn num 33" COVERAGE IREFI— COVERAGE (REF) RIB ISYMI PUS'€ {! 33' 73" 3 66" L 33 — RIB AND END DETAILS 1 T COVERAGE 11116 ---- o--w,••• 4"PITCH 25/8" — VHAVARAMEFORLOUVERS TRIPLE 4 PANEL V+ ~ 16'COVERAGE 4.D0" PITCH P 2.62" ^ ^'""„'IDTH AVAILABLE FOR LDUVER3 D.009DD-- 00000— T_ 0DDD00 0000 n n n n n`n LOUVER PATON [FULL SCALD L{}UVa"u75 FORMED IN SAME DIRMAONAS RIBS( pp VIEW "A A" (4 x SCALE). 3 5 FULL VENT - WIDE PATTERN . Lowers fdrmetl in same DIfECt1011 O5 fF'.15} rS' 125" I I a 00000f107 DODDII. 0000000 a-'o — A LOWER PATTERN LOUVERS FORMED IN SAME. DIRECTION AS RIBS( fn 0 0. 388" VIEW " A -A" (4 x SCALE) -t b FUUVENT-NARROW.VENTPATTERN i. d w a formed in same direction os rit;is): A SPA' A — ROOF OVEm i I ROOF FRAMING--" r,;: ALUMINUM [ AFASL TRIM SOFFIT- EMU OR WOOD SFEDETAII"A" %. FRAMER SEE DEfAIL"B" --/ SIDE VIEW - SINGLE SPAN w/F CHAN Shown wi tni s/framing cantilever) OVER SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSF) POSTi1VE NEGATIVE B" 70.0 141.0 10" 60.0 60.0 12" 50.0 50.0 14" 38.5 38.5 16' 30 0 30.0 1' n SPAN " A SPAN.' A, ROOF OVERHANG ROOF OVERHANG = LL = U m N +lJ i. 4;. 01 o m ROOF. ROOF ' tv - c N FRAMING \` FRAMING ti`a o m. f Jllii itt ' o n f0 z ALUMINUM FASCIA _ z.. o Z C) TRIMo °m cwJ s ti SOFFII '` EMU OR SOFFIT "°®' Emu OR.. WOOD I SEE DETAIL' C ` 1tIOD _ FRAMED SEE ,/ j FRAMEp q°;3`d E£ DETAIL "D« r SEEDETAIL"C" — Vl NEL SIDE VIEW - SINGLE SPAN w/7-CHANNELS SIDE VIEW SINGLE SPAN w/]-CHANNEL t Shown. w/ truss/`raming cantilever) (Shown W/tru 11'rarningcantilever) o w TRIM NAIL ATTACHED THROUGH FASCIA _ NOTE: zz 4co16" O.C. MAX. FOR SQUARE CUT OVERHANG, STAPLES INSTALLED @ 12" O.C. (INTO WOOD) ¢ 1 TRIM BOTTOM OF FASCIA FLAT IN J-CHANNEL SLOT OR T-NAIL @ 12 O.C. y AGAINST PANEL o1qS 3. (INTO WOOD OR MASONRY) NOTE: WOOD FRAMING AND CONNECTIONS TO BE DESIGNED BY THE ARCHITECT OR ENGINEER STAPLES INSTALLED @ END OF PANEL AND OF RECORD 8 MAX O C SEE DETAIL' JSHEET 5) 3 11 ri 1 / 8' MAX. M DETAIL " A" ryryFascia STAPLES INSTALLED @ 24"O.C. (INTO WOOD) ONF- CHANNEL LEG ORT-NAIL@12"O.C. INTO WOOD OR MASONRY) 1. I STAPLES INSTALLED @ 17' O.C. (INTO WOOD) 1/ 9' MAX _.,,,. IN F-CHANNEL SLOT OR T-NAIL @ 12" O.C. 13 INTO WOOD OR MASONRY) n n DETAILBF- Channel STAPLES LOCATED r I 24" O.C. INTO FRAMING 8 1102'-8 lkt r{ylr n t g. m_ _IiW1 w' 7)C' a 1ISI' ) : l a i-- 1".MAX. 4 k R 1, B DETAILrrC„ F MAX. J- Channel L. STAPLES INSTALLED @ 17 O.C. (INTO WOOD) wt, 1IgI17.9 ' IN J-CHANNEL SLOT OR T-NAIL @ 12".O.C. - scALF- N T.S. c DETAIL" D" ay JK SUBSTRATE NOTES: cHk or. LFS 3 u J- CharinEa I:WOOD SUBSTRATE: G=0.42ORBETTER oaawiHcra: o Facia 2• MASONRY SUBSTRATE:3,000 P51 CONCRETE (ACI301) FL 12019-1 OR HOLLOW BLOCK (ASTM C90). n SHEEr . 3 . OF.S." w^ y 0 .- In ROOF OVERHANG Q TSPANA n0 ROOF OVERHANG SEE NOTE •iE z ma1p; N ROOF ROOF FRAMINGFRAMING CONNECTOR NOTES: !j •••• - `c > > m l .WOOD FRAMING AND CONNECTIONS TO BE DESIGNED "0' t zo m u t3i4nzBYTHEARCHRECTORENGINEEROFRECORD0 a -: ALUMINUMUMINUM - -2.12d COMMON NAILOR 3/16"1W TAPCON CONCRETESCREW 03 FASCIA FA5EIA'^ t (MIN. I-1/4-EMBEDMENT]024"ON CENTER •E z m o0 TRIM TRIM A CHUOR fiCMu OR WOOD WOOD soFFlr RAMSRAMEO FRAMEDSEEDETAILESEEDETAIL" SEE DETAIL" G" SEE DETAIL' E" -^^ `Y SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW SINGLE SPAN w/1-CHANNEL Shown w/ truss/framing overhang) - (Shown wl truss/framing overhang) SINGLE SPAN LENGTH A. DESIGN PRESSURE ( PSF) POSAIVE NEGATIVE 9' 70. 0 141.0 To" 60. 0 60.0 12" 50. 0 50.0 11" 38. 5 38.5 Td° 30. 0 30.0 t0 J CW Itwwn OGa a maa oz o n tiW K O KW cQ m TRIMNAIL ATTACHED p THROUGH FASCIA vW i tui d l' @ I e O.C. MAX. STAPLES INSTALLED @ a o IT O. C. (INTO WOOD) IN J- CHANNEL SLOT o a ORT-NAIL@1TO.C. n: o- j' NOTE: FOR SQUARE CUT OVERHANG, STAPLES LOCATED (INTO WOOD 1 TRIMBOTTOMOFFASCIAFLATAGAINSTPANEL24' O.C. INTO FRAMING OR MASONRY) s-" STAPLES INSTALLED @ 2C O.C. (INTO WOOD) ` • _1 1 ON F-CHANNEL LEG OR T-NAIL @ 1 T O.C. 11 $ INTO WOODORMASONRY) _1,C ( 1 q t f ..:•., 1 1.. lj ! STAPLES INSTALLED ® 12' O. C. (INTO WOOD) IN F- CHANNEL SLOT OR __ " _ 4 T-NAIL@ 17 O,C. L INTO WOOD OR MASONRY) STAPLES INSTALLED@ g° END OFPANELAND1 _ •' - ( ,/" ) ! IB t ,, ti a 75 B8" „(SEE DETAIL " JM-(--- - - - - - -..' `( $ 1AX. O.01tj SHEET 5) tj S 1 / 8' MAX. -_...{. ... _ 1 / Ip . - /8- MAX.._,.«-. i i ,100 so I,: MAX.---"".' . I , /( SC ' E:: N.7.S. 3 1 JB n ar---"MAX. DWG, BY. DETAIL E SUBSTRATE NOTES: nx,er t..F"S ? Fascia DETAIL " 1.WOOD SUBSTRATE: G=0.42ORBETTER DETAIL G',wwmGN K F- ChaME l 2 MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301) 2 —12019 + o OR HOLLOW BLOCK (ASTM C901. J-Channel 0 E SHEEP 4 OE7 REM DESCRIPTION MATERIAL I I FASCIA .0215' THK. AL. 3105 - H14 ALUMINUM 2 I "J" CHANNEL .0155' THK. AL. 3105 - H24 ALUMINUM i 3 F'CHANNEL.0155"THK.AL.3104-H19 ALUMINUM 5 QUAD 4 PANEL (.0115 OR .0135" THICK) AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135' THICK) AL. 3105 ALUMINUM 7 15x1-3J4"TRIM NAIL S.S. 8 18" GA. X 1/4" SS STAPLE (w/ 7/8" MIN. EMBEDMENT) STEEL i 9 10 7' X 2" BATTEN STRIP (G=:42 OR BETTER) APA B-C- GROUP 1 EXT. 15/32" PLYWOOD OR BETTER WOOD mm WOOD_(, 11 097 DIA.TT-NAIL (w( 5/8" MIN. EMBEDMENT) STEEL 12d X 3-1/C 1X2 VERDCAL. H.D. GALV, STEEL FRAMING (G>=0.42)' —; COMMON NAIL @ 24" O.C. > ATTACH w/ 2-8d w/ 13/4" MIN. EMB. COMMON NAILS @ TOP TO ROOF FRAMING B STAPLES INSTALLED @ END OF PANEL AND 8" MAX, O.C. SEE DETAIL'! I" DETAIL " H , 6 DETAIL 3 i C. MAX. O to j O SPAN A" 4 rrrTTtf/4 t 1 o n'° z O Q ROOF SEE DETAIL' B E m z m° a FRAMING (SHEET3) ^s . 9 o =m' aI < m aaa 12d X 3-1/4" 1 / ; 1 H. D. GALV. STEEL "= — — EMU OR - COMMON NAIL @24" O.C. J WOOD ti SEEDETAIL •A' ! w/ 1-3/4" MIN. EMB. ' FRAMED SHE= T3,{ f f ll o 0 CONTINUOUS n _ SEE DETAIL ''---•' ...BATTEN @CL SPAN z off' STAPLES INSTALLED@ SIDE VIEW - DOUBLE SPAN W[BATTEN Ell a END OF PANEL AND "(Shown w/truss/framing cantilever) o o 8' MAX. O.C. o K w SEE DETAIL "J SPAN. ". A" Y r jyy ROOF OVERHANG' ' SEE DETAIL"G" SHEET 41 ROOF ` FRAMING SEE NOTE 2 " " y, TWIN SPAN LENGTH DESIGN PRESSURE (PSF) i i A fQ w/CONTINUOUS BATTEN A". - POSITIVE NEGA7fVE Tb" 70. 0 70.0 1e' 66. 5 66.5 20' 60. 0 60.0 22" 54. 5 54.5 24" 50. 0 50.0 EMU OR. WOOD SEE DETAIL " $ FRAMED SEE DETAIL A. SHEET 3) SIDE VIEW - DOUBLE SPAN w BATTEN CONNECTOR NOTES: ( Shown w/ truss/faming overtiang) 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 2.12dCOMMON NAIL OR3/16"fiWTAPCONCONCRETE SCREW 1•WOOD SUBSTRATE: G=0,42ORBETTER MIN. 1-1/4" EMBEDMENT) @ 24" ON CENTER 2 ORMASONRYHOLLOW SUBSTRATE: PSI CONCRETE ( ACI301) OR HOLLOW BLOCK IASTM C90). 101= glnNn i 0 LE: N.T. S.. n: JK m v MET-13 F 12019.1 0 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No, 9813 Product Category Sub Category, Manufacturer Product Name American Construction Metals Panel Walls Soffits 5140 West Clifton Street Triple 4" & "Quad 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope. ; This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FLA 2019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2" X 2" batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Drawing No. Prepared by No. FL-12W9.1 RW Building Consultants, Inc. (CA#9813) 3. Calculations Prepared bV Anchoring RW Building Consultants, Inc. (CA #9813) Testing Laboratory Signed by Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt„P.E. 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. t Cr c € po ` yndvn_F. Schmidt, P.E. FL PE No. 43409 r 4/1/2015 Sheet 1 of 1 a. d tip yv, Florida Building Code Online Page 1 of 2 0 rl FIorWepaltmentd BCIS Home Log In user Registration ; Hot Topics Submit surcharge Slats & Facts Publications FBC Staff BCIS Site Map Links Search rof'e usnes), ssibbnal °° °"a' USER: Public User Regulation product Approval Menu > Product or Aooiication Search .> Application List > Application Detail r: FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroortng.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Ad dress/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 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 Validation Checklist - Hardcopy Received Certificate of Independence FI.0305 R4 COI AT'1.13002 4 2014 FBC'Product Evaluation. Shinoles.odf Referenced Standard and Year (of Standard) Standard Yrdu ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7156 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabui.lding.org/pr/Pr_app_dti.aspx?param=wGEVXQwtDquJBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Installation Instructions FI tbao5 R4 11 ATL13002 4 2014 FBC Product Ev luatlon Shingles.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Verified By: Zachary R, Priest 74021 Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATLI3002-4 2014 FBC Product Evaluation Shinoles.odf Created by Independent Third Party: Yes Oack Next Contact Us :: 1940 North PtomdPStreet. Tallahassee FL 32399 Phone: 850.482.2824 The State of Florida is an WEED employer. Copyright 2007-2013 Stale 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 mail 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 licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine it you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: W§®E:R Cred 5'. s F https://www.floridabuilding.org/pr/pr_app_dti. aspx?param=wGEV XQwtDquJBMj gU 1 j 3N... 7/20/2015 TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer ATLAS ROOFING CORPORATION 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: Subcategory: Code Sections: Properties: REFERENCES Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014 Roofing Asphalt Shingles 1507.2.5, 1507.2.7-1, 1523.6.5,1 Physical properties, Wind Resistance, Wind Driven Rain Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 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 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 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. ATLAS ROOFING CORPORATION CREEKAsphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasters 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 -Masters 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. Pinnacles Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle@ Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasters 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. StormMasters Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,,,,): Tough -Master® 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ) r 12" J ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. 12- —+ --12" 4 Figure 1. GlassMaster(ID 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" ' - 518" 12" --1 --12" 12"--- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-134 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMT"' Architectural Basic Wind Speed (V n): 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. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and 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. 393W Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. JCREEKTECHNICALSERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V,,,,): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min, 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and 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. rnw,. a m y.w•m.a ..my..n m m., are• tra7 yrrvP I,.._.I (_. 1 C-D C _' 7 f __. f I C_1 67/B• I Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39 3V Figure: 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. l CREEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (Vuu): Basic Wind Speed (Vey): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. StormMaster@ Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern 1" 9" 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. u CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V it): Basic Wind Speed (Vaud): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ):. Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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. a I- 12" 12 gn, 3-1/2"ring shank nail q I Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-134 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V it): Max. 194 mph Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" -- — 12 ga. 1-1/2" ring I ' shank nail j 6" Li I— j I I 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 LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the 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 61320-3. 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. PG . F • ENSF No 74021 STATE OF i lV ORI C? CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for 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 EVALUATION REPORT Manufacturer: ATLAS ROOFING CORPORATION 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: Subcategory: Code Sections: Properties: REFERENCES Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE ST" EDITION (2014) Roofing Asphalt Shingles 1507.2.5, 1507.2.7.1, 1523.6.5.1 Physical properties, Wind Resistance, Wind Driven Rain Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 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 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 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. Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ATLAS ROOFING CORPORATION CREEKAsphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasterO30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL. SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V„ „): Tough -Master® 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): T 1G ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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. E.-1 r —.1•— 12" 5J8" J 12" -- Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 38" Nails J 12" —' L 12" ---•-12" "I Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattem ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 2 CRE.E TECHNICAL SERVICES, LLC Prol-AMT11 Architectural Basic Wind Speed (Vvu): 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. 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. 39 319' Nin. 12ga 9alvarrzed roofing nad J/J'wN min 3/3'h9ed 121TYP 14' CD0 0 0 0 F-r0 0 0— o 0 0 0 0 61M" it Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. l CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vut): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ) Installation (Non-HVHZ): Mi.. 12 tr gW d—ftg.11 9h Wn, 3tr h..d r'1 TYP II ;' f. C l C-) CD C-3 C_I CJ FIi CZ, t= J 'C.. 6 7R' Lj— --u 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. 0S13 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. 79 LB' F 6• L t Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39W Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C"E TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (V ir): 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. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 9" Figure 7. StormMaster® Slate 4 Nail Pattern y tw 9" J"" w Figure 8. StormMastef® 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 (V lt): Basic Wind Speed (Vasd) Deck (HVHZ): 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 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. il• 1-1/1'6,ry chants nail P 1 2"114r- Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. t CREEK F.l. TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V It): Max. 194 mph Basic Wind Speed (Vew): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ring I shank nail i i `---_— 12" I 6" Ll i i i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3.. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tRYr tR NP i1,P No 74021 O'. STATE OF '•44/ CERTIFICATION OF INDEPENDENCE 2015.06.2 Z'ts — 9 12:55:48 041001 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. 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 cz. r h Raculfa--:Annlications-: Manufacturer Validated By Status FLI5216-R2 Revision, InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments Approved by DBPR:. Approvals oy nnr KS11au oe payteweo ano rauuea.oy:rue ruc arwrw inr,v v,nno>„,,, Contact Us :. 394o Nex1h'Mesriroe Strzet. Taita7lauceFl 2399 PMinp: 650.487-1824'_ The State of Florida is an AA/EEO employer. pvriaht 213tl7;20t3 Qate•or Florida( :: Privacy Statement :: Accessibility Statement :: Refund Stat m n[ Under Florida law, email addresses are public records. If you do not want your a -mall address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email, address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product. Approval Accepts: https://www.floridabuilding.org/pr/pr—app_lst.aspx 7/20/2015 It Florida Building Code Online Page 1 of 2 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts I Publications FBC Staff ! BCIS Site Map Links Search Product Approval USER: Public User i+iotlyit Aptirx7M.1Lt{nnuv PrgWod oe Sor[n:> ,4boQE Dan UsI >'Application Detail FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551)574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen 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 Validation Checklist - Hardcopy Received Certificate of Independence C!L 2015 -0_1_ QJ Ni mF_1„l`>Z 1.§%? 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 T1507.8 https:HwwNv.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3 y V VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL ?F 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 Installation Instructions FL S216 R2 II 2015-04 FINAL ER INTERWRAP RNiNOROOF FL15216 R2.Odf Impact Resistant: N/A Design Pressure: N/A Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation. Reports FC15Y16 R2 At, 2415 4a FINAL ER 1NTERYCRAP RHINOROOF FL15216-i R2.Odf Created by Independent Third Party: Yes Contact Us;: -1240'Noith-PMnfOe-Street "Tallahh a -FL R3 Phone: S5q-467-1824 The State of Florida Is an AA/EEO employer. oyiEiglit 20 70 al3 Wit al flofWa..;;" iyacv Statemenk:: - I :: 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 mail 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 licensed under Chapter 455, F.S. must provide the Department with an ernati addnass if theaveyhone. The emails provided may; be used (or Official communlcaUdWinith the licensee.tiowever email'aMmsses 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 tflep`pblic. To determine if you are a licensee under thjptcr 455, F:S:; please click-tlL7L., Product Approval Accepts: a https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 fRINrry ERD 353 CHRISTIAN STREET, UNIT q13 OXFORD, CT 06478 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 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinityl ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 00/27/2015.. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity 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. TRINITY ERD 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, 1507.9.5 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 100539395COQ-006 10/27/2011 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 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS -'- Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoofU20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 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 140S10.02.12-R2 Certificate of Authorization #9503 FL15216-RZ Revision 2: 04/27/2015 Page 2of3 TRINITY '; ERD I 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Lgyeri 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, 2:4 <.Roof`Slooe <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 CIA entity for information on plants covered under Rule 61G20-3 Qq 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 140510.02.12-112 Certificote of Authorizotion N9503 FL15216-R2 Revision 2:04/27/2015 Page 3 of 3 VfR1NrrYJ EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT it13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.1 -R 32923 Mission Way FL15216-1112 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 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 "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 DCAANE1983 The facsimile seal appearing was authorized by Robert Nfeminen, P.E, on 04/27/2015., This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 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. TRINITY ERD 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, 1S07.9.3, 1507.9.5 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 10OS39395COQ-006 10/27/2011 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. 5. LIMITATIONS: 5.1 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. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design,LLC. Evaluation Report 140530.02.12-112 Certificate of Authorization N9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 ITRINITY 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. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Layer; Roof Slope > 4 12i 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 Layer; 2:12 < Roof Slope <A:i2: 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. H. 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, I.I.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 r 02111/2015 13:41 TAX) P.0021004 MIAMI-DADE COUNTYMIAMI PRODUCT CONTROL SECTIONc 11905 SW 26 Street, Room 208 DEPARTMENT Q>i REGVLA't 0AY A14b: ECONOMIC RESOURCES (RER) Miami, Florida 33175.2474 BOARD AND CODSADMINISTRATION DIVISION T (786)3 t5-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www:miamdadizvovtecnnimiv Southeastern Metals :X11nufacturing Company, Inc. 11801 Industry Drive JacksonvlUe, FL 32218 SCOPE: This NOA Is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted: has been reviewed and accepted by Miami' bade County',RER -Product Control Section to be used in Miami: Dade County and Other areas where allowed by the :Authority Having Jurisdiction (AID'. This NOA shalt, not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in area other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material falls to perform in the accepted manner, the m.anuActurer will °incur:the.expense. of such testing and the AHJ may immediately revolve, modify, or suspend, the use of such product or material within their jurisdiction. IRER reserves the right to mvoks this acceptance, if tf is datermined by Miami-Dsde County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or 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 NQA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423,01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Colllaoo, R.A. UW- et.CJ rt oµtors NOA No.: 13-0814.09 Expiration Date: 04l15J19 Approval Data: 01/23/14 Page I of 3 N 0211112015 13:42 0:4 P.003/004 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Ca Rory: Ventilation Material: Steel Minimum Slope: 2.12 TRADE NAMES OF PRODUCTS MANUFACTURED OR 1ABELED BY APPLICANT: Manufactur-ed by Test Product Applicant Dirneriaiona` Snecincations I?escrittttnn Weather Vent Vent : 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch.-° MAN vACTURING LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED IM. t Agency 'jst Identifier Tact Name/Renort Nte PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 ICC-ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description. 15/ 32" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3%" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation. Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with i-%4" galvanized ring shank roofing nails spaced approx. 8" o.c. and t" 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.: 13-0914.08 Expiration Data: 04/15/19 Approval Date; 01/23/14 Page 2 of 3 02111 /2015 13:43 tra P.004/004 UmI TATIONS: 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 moan heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo, city, state, and fallowing statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: COURTYM DRAWINGS m ROOF FLANGE NAIL PLACEMENT 0 END OF THIS ACCEPTANCE sang NOA No.: 13-0814.08 co ? expiration Rate: 04I151I4 Approval Date: 01/23/14 Page 3 of 3 sipnes~;' Bu) p C0 2$sl 'C1 I11 Product Approval i USER: Public User Regulation__ ProlluCt-ApprovaMenu > PcoCuCk Or ApgllCatien Cg rjl,}.> Aoolication List > Application Detail FL # FL2197-R5 x. Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence F0,197 R5 COI if g!2f Independence for Evaluation.l if Referenced Standard and Year (of Standard) 5Aandard Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 Summary, of Products FL # Model, Number or Name Description 2197.1 M185HS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 11 InstallationESR-1988 ADri!g} Pff Verified By: ICC Evaluation Service, LLCApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental F_j2j'9Z R`,1_AE E-SR19810f for the Florida Building Code 2197. 2 MII 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes fit? Q R j jjjJ tjgn.i gyQp([ Verified By: ICC Evaluation Service, LLC ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental EU1 7 fP $( f for the Florida Building Code 2197. 3 MT18HS 18 ga, high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes EU 157. RS 11 installation R l 88 Aoril 01 .odf Verified By: ICC Evaluation Service, LLC ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental EL2197 RS AE E511-A88aidf for the Florida Building Code 2197. 4 MT20 20 ga. truss connector plate , Limits of Use Installation Instructions Approved for use in HVHZ: Yes B.... 7 R _(j dn, iletlonESR 198$ADriI?.OlLvdf,: Verified By: ICC Evaluation Service, LLC ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental 192 3 AE ESR-19$ 2i;f for the Florida Building Code 2197. 5 MT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 1I_InslallatidhESR-1 11 Ngv201i.ydf Verified By: ICC Evaluation Service, LLC ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC ES ESR 1311 Supplemental FL2197 R5 AE $ii41 I I.pdf for the Florida Building Code. tack Hext Contact Us ::-1,240 N,g11,N Monroe -Street: Taflahas5ee-FL 32394 ( one:'85fl-A87-I824 The State of Florida is an WEED employer. lte of Florida::: RrivecyStatement :: "rACcesstbility 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here-. Product Approval Accepts: WN rCtiirf. 12 https:// w-"rw.tloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbk£.. 7/20/2015 Florida Building Code Online Page 3 of 3 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%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 ANSUTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. 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 ANSUTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK° TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC C PMG LISTED Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a (\ recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. ^rIDU=CUUMAow Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: a, 2012, 2009, 2006 International Building Code' (IBC) e2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)' The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2. 0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses;,: 3. 0 DESCRIPTION 3. 1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1„46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm), Slots 0 54 inch 13. 7 mm) in length are punched along the perpendicular axis of the plates.. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area- Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9. 4 mm) long, and there are 4.8 teeth per square inch 0. 0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3. 2 MiTek®M-20 and Mll 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0,0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0,88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11. 4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 9,15 inch 3, 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [ 0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 0. 0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0. 45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC - ES Enaluatiun Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement r f the subject of the report or a reconrmendaiion for its use. Acre is no warranty by ]CC Evaluation Seri -ice, LLC, express or implied, as to any finding or other maaer in this report, or as to any product covered by the report. au u+: Copyright 0 2015 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek®metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer_ If the evaluation report does not contain information on the adjustments, the chemical.manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek' Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code, The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTele Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek' Industries. name; the metal connector plate model, and the evaluation report number (ESR-1311), ESR-1311_ 1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 , .., 145 Spruce -Pine -fir 0.42 197 144 143 137 Southern pine 0:55 249 190 184 200 M-20 HS, Mll 20 HS and MT20HS Douglas fir -larch 0.5 165 146 ... 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbhri = 6.9 kPa NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load 3All truss plates are pressed into `the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press, TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND Mill 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/Inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' .. Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maxlmum:Net Section Occurs over the Joinl2 Tension @ 01 0.66 1945 0.62 1091 0.67 1716 . 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 @ 300 0.61 1173 0.63 738 0:61 1085 Shear @ 60° 0.73 1402 6.79 936 0.67 1184 Shear @ 901 0.55 1055 0.55 645 0.45 792 Shear @ 120°. 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 03 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes._ 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 1 Most Widely Accepted and Trusted Page 4 of 5 03W' 0160' 042r, 84mm 41t;m 108mm H M-16, M1116 0125, 0 250' 0.125' 0365, 3.2mrn 84mm 32mm 933, mm DDODDQ M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) ESR-1 311 1 Most Widely Accepted and Trusted Page 5 of 5 0.125" 0-25T 0500* 0 38W4 32mm 64mm 127mm 93mm IIII itI" 00 ODD DOD DOO. ODD 00 M-20 Hs, Mll 20 IDS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www. mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mill 20 HS, AND MT20HST, 1. 0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2. 0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, described in master report ESR-131:1„ comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the Intemational Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. CC - ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes nat specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by /CC Evaluation Service, LLC, express or noplieil, as to any finding or other matter in this report, or as to any product covered by the report Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017 www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-201 Mill 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to.indicate that MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 0 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST"', described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014,and 2010 Florida. Building; Code —Residential; provided the design and installation are in accordance with the International Building Code, QBC),provisions 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 been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports ore not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofhe report or a recontntendaiton for its use,. There is no irarronly by !CC Evaluation Service, LLC, express or implied, as iEyt to any finding or other natter in this report, or as io mry product corered by the report. Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 17 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEV TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC c PN1G LISTED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" swtfAwAtfDf;a! A Subsidiary of tODECONCIV ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not 'CCcKS specifically addressed nor are they to he construed as an endorsement of the subject of the report or a 1. recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any.finding or other matter in this report, or as to any product covered by the report. " Aween. ccN' Copyright © 2015 ICC-ES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION:06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com... EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSM 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)' 1The 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 MiTek®M-16 and MIl 16: Model M-16 and Model MI 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTM': Models M-20 HS, MII 20 HS, and MT20HSTM' metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0:9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction, Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0-33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICCd:S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they io be construed as on endorsement ojthe subject ojthe report or a recommendation for its use, There is no warranty by ICC Evaluation Service, UC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright O 2015 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of'metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek' metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical. manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeis' Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6A must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6,5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada, 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek Industries name, the metal connector plate model, and the evaluation report number (ESR-1311), ESR-1311 I Most Widely Accepted and Trusted Page._3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/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 -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 Spruce -pine -fir 0.42 197 144 143 137 Southern ine 055 249 190 184 200 M-20 HS, Mil 20 HS and M720HS Douglas fir -larch 0.5 165 146 135 143 Hem-flr 0.43 139 111. 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/in2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss platesare pressed into the , 9d 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 embedrtlentroller presses and hydraulic-piaten,presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M- 16 AND MII 16 M-20 AND MII 20 M-20 HS, MII'20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency PoundslinchlPair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @_90° 0:36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint' Tension @_01 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0:48 841 0.52 1321 Shear Values Shear 6 00 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 901 0.55 1055 0.55 645 0.45 792 Shear @ 1200 1 0. 48 914 0,42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 Most Widely Accepted and Trusted Page 4 of 5 0 33iY' D 98i?" ti.A27" 8A sMit 4 i rrm. t ii S sr 0u 0 n0 D LJ 0 n a I ul-lu VmDTHm B 16, M 116 0 125• U 25T Q. S 25" A 365' 3:2`mrn 64rmi 3.2mm 5,3mfl, ADC uoou000a 0.o M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) ESR-1311 I Most Widely Accepted and Trusted Page 6 of 6 0. 125' 0 2W 0 5W" 0 3w 12 mm 8 4 mrr, 12.7 mm 9 3 mm t Z- too ODD Don I TIODO gDo 0130 ODD Duo ODD 000 Duo 000 M-20 HSI ml 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and `MT20HS-, described in master report ESR 1311,. comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the international Building Code provisions described in the master evaluation report and with,Chapters 16, 16A,'1.7; 17A, and 23 of the CBC: This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-E: Fvaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use, There is no marramy by ICC Erahmtinn Service, L! C, express or implied, as to any finding or either natter in this report. or as to any product covered by the report. Copyright © 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017 www.icc-es.orcl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council e DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HSTM 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 MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: i•:' 2014 and 2010 Florida Building Code —Building 1N 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTA9, described in Sections 2.0 through TAof master evaluation report ES13-13,11, comply with the 2014 and 2010 Florida Building Code —Building and the•.201,4 and 2010 Florida Building Code —Residential; provided the design and installation are in accordance with the Intern atiorral.8uild ng. Cods (IBC):provision's.noted in tb6-master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For, products. failing under Florida Rule 9N73, verification that the report holder's quality assurance program is audited by.a quality assurance-en;tity approved, by the •Florida Building.Commission for the type of inspections being conducted is,the` responsibility of an.,approved validation entity (or the code:official when the repor ,holderd.oes not possess.,an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC- ES Evaluation Heporis are not to be construed as representing aesihelics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There u no warranty by ]CC Evaluation Service, LLC, express or implied as - to any finding or other malter in this report, or as to any product covered by the report. -nor' _ Copyright © 2015 Page 1 of 1 r--- —" -,- DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC IN ICC c 9PMG LISTED Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" iNIERRAHORM. A Subsidiary of €ODECONNCIr lCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. ""0=CXTWA'°" 10 Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code (IBC) in 2012, 2009, 2006 International Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t 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 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0:0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width. increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module' has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction.; Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction, Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spec fcally addressed, nor are they to be construed as an endorsement of the subject ofihe report or a recotnmendationfr its use, There is no ivarranty by ]CC Evaluation Semce, LLC, express or implied, as to any finding or other nutter in this report, or as to any product covered by the report. Copyright 0 2015 1, r iw"Uv Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the.MiTeko metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions. when required by the code. official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeO Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent, Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIITPI 1. 5.8 MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida, Edenton, North Carolina; and Bradford, Ontario, Canada:_ 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the. connector plates must be labeled with the MiTek' Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA EA:.. AE EE M-16 AND MII 16 Douglas fir -larch 0.5 _ 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -Pine -fir 0,42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190. Hem -fir. 0.43 185 148 129 145 Spruce -pine -fir 0.42 197.,, 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS' Douglas fir -larch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0,55 187 143 138 150 Fnr Rl- 11h/in2 = 8 9 kPa NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load>; Alt truss plates are. pressed into.:lhe wood for the full depth of their Teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4,2 of TPI-1_(Minimum Net Section over the Joint)' Tension @ 01 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219. Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint? Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 _ 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 301 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 1 914 0.42 490 0.34 608 Shear @ 1501 0.35 672 0.46 544 0.3 537 For SI: 1lb/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0 330t' a 1sr 0.437" 84MM 4Inwn IQ mwn H flDflD flflflfl QflflDD. D I DDDDD r aD D o orl 1.1 M-16, M1116 0 1w 02W 0:125" 0 5" 2 rnrti 64 inr,4. ? 7 tnm 9 3 re m 1----t—D—THJ M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) ESR-1311 J Most Widely Accepted and Trusted Page _S of 5 0,126, 0.25T O.Wl 0.35b" 3.2mm 6.4resin 127mm 3 mm ft._ 7 _. ,. ,, tf 000 ODD PH DOD ODD 000 L.. . DOD ODD 40 z D Duo 00 t-DOO ODD ODD DUO DUD 00 VIAMH M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS11 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT201-I8T'", described in master report ESR71311,. comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and 'tnstaila#ion are in accordance with the International Building Code provisions described in the master evaluation report,and with Chapters 16, 16A, 17; 17A, and '23, of the CBC: This supplement expires concurrently with the master evaluation report, reissued in June 2015... ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed {{0- as an endorsement of the subject of the report or a recommendation for its use. There is no u,arrunry by 1CC Ebahtatiun Service, LLC, express or implied, as - to any finding or other mailer in this report, or as to any product covered by the report. Copyright m 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below.. Applicable code editions: 2014 and 2010 Florida Building Code —Building 0 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST11, described in Sections 2.0 through 7.0 ofthe master evaluation report ESR=1311; comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building'Code—Residenlial provided the design and installation.are-in accordance with the nfernatioct818uilding Code' (IBC) provisions notetl 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 MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida ''Rule 9N-3, verification that the report holder's.,,quality assurance program is autlited by a quality assurance:entity approved by, the Florida Building;. Commission for the type of inspections being conducted is, the responsibility, of an approved validation entity; (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not .specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Semite, LLC, express ar implied as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC S4P C,__ C PMG LISTED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" a A Subsidiary of too[cou a ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not / °CCC specifically addressed, nor are they to he construed as an endorsement o, the subject of the report or a ( ' zkb recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as MS, MoinaYO P.P. to any.finding or other mailer in this report, or as to any product covered by the report. PF00=,c ertnanm ncrnen;cce Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 OD -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 31'4) 434-1200 www.mii.com . EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: s42012, 2009, 2006 International Building Code (IBC) 2012, 2009, 2006 International Residential Code (IRC) a 2013 Abu Dhabi International Building Code (ADIBC)' tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC, Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses.. 3.0 DESCRIPTION 3.1 MiTek® M-16 and M]1 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0..0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4:8 teeth per square inch 0,0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0,013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSrm metal truss connector plates are manufactured from minimum No, 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0,125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recnntmendation for its use. There is no -arronty by !CC Evaluation Service, UC, express or implied. as to any finding or other mauer in this report, or as to any product covered by the report Copyright 0 2015 Page 1 of 5 ESR-1311_ I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be rnade in accordance with. the requirements indicated in a current- ICG=ES evaluation reportissued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments; the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5. 0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5. 1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5. 2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5. 3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5. 5 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTekIndustries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/ TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek` Industries, name; the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 . Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and M1120 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 M720 HS, Mll 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/in2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 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 = Piale perpendicular to toad, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedinent presses, multiple roller presses that use "partial embedmentfollowed'by full -embedment rollers, or combinations of partial emtedment roller presses and hydrauic Platen presses that feed trusses into a stationary finish roller press, TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mll 16 M-20 AND M1120 M-20 HS, Mll 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/Inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the.Joint}' Tension @,01 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPl-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint' Tension @ 0° 0.68 1945 0.62 1091 0;67 1716 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 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 906 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0,42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, finch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximunm Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. r— " -,- ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 0,330f' 01W o 42r, 8 4 wirm 4 1 (-,M io a mm L L M-16, M1116 0 125* 0 25W 0125, 0 365' 3 2 mtl, BA mm 12mm 9 A rnm M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) ESR-1311 (_ Most Widely Accepted and Trusted Page 5 of 5 32mm AAmm 12.7seam 93ffn o0o Goo 00oOno o0o; 00000 Uoo A ODD f' Wig I -20 HIS, Mll 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. 1CC-ES F. valuation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. There is no ivarroniy by ICC Evaluation Service, LLC. express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright ® 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq I(800) 423-65871(562) 699-0543 _ A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: N''2014 and 2010 Florida Building Code —Building i; 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeO Truss Connector Plates M-16, MII 16, M-20; MII 20, M-20 HS, MII 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and, 2010 F/orida,Building Code —Residential; provided the design and installation are in accordance with the International Building Code (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendationjor its use. There is no warranty by /CC Evaluation Service, LLC, express or implied, as .41 t to any finding or other matter in this report, or as to any product covered by the report. Copyright m 2015 Page 1 of 1 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 20' 71' 31' 53' WINDOW CALL OUTS r 7 12 SH W 32 54 22 544 32 5NH76' 13614 V2 33 W 23614 33 SH35' 14 SH V! 34 514 24 50 34 SH051' p s 15 5" VJ 35 5H 15 SH 35 614z63" p j 7 Z I6 5H V136 SH 16 5.'I 3b 54lV' 3 GC. VERTT MASU;ftT OPEW%5 FOR ALL UZO S, N WnDCW 51IE5 AFC 945TALLATION MAT VARY PER O M OACTUSER AD SFECIFICATIMS z REFER TO FLOOR PLM5 FOR 51TLE OF MOU 15ED (5WWLE MISS-5N CA5Er&U- C81T OR FDTD GL r I44 T-613W 3'-6'J•6' AC PAP W.I 1ERFTLF4F1O7J AFF. Ac PAD To.I NEF(ffLDGIVU on r-1' Alf. IOn AFF. lOn AFF. WIT.a LNIEL IN T L REFER TO 51EET 1 I AT B' AFT. AT 5' D' AFF. AT VATB' 0 F. 1 7A7 rGR 7V3IROCR Puv a z Dsns I I 6GvfAFT AQ.ILIC Q u 1 1-73mT.aLlaa LANAI 40•-o•.to'-o• a . I 3-7W.AT -ly W. ATS'V I Hd TO O TErr. R(I. SLIDER 4 rslgz r'-.' BRIFST< 5au•E as ta'-la•.e._9. I 4 fp[ ILE 9'-4' FLAT CLG. i MASTER SUITE It'-9•d5'-I' 9'-4' FIAT QG FAMILY ROOM IS'-9118'--11" H'N COP/IERTOF 2-STORY VOLUME . q L RVR MEA[ 5' MA A145' NRD) r U Ass- w LIE a5ECU-0FLOOR A9Y_ FTTCHEN l0Dal 9' O — _ lFA4' A E v F1 RtlT6 K — V-4- FLAT CLG ALL QFtT,ETGT EY4A'47 E 11 5OE aG RAIL/ G OFA151 RGGR i\ iYS SHALL CA7iT ON l!. _' O 9-4• I I I PERFZp.-Stm Man fl2(4( /per 6 -• Q(' 766° y, TL4V-01T 57dQPATA o r-1' R5 IT Ul'Ff01 (T. TIE aG pl. - eLa' 1FEAD5 751C S'd' T.I.uorG a r6 6 B F m— m e j I°''-w- I QG I RbI cw 7.Ba.eu:: as IRE cm. RATIFAhQ3 O24. BATH r. 4. TMD2 AI B' 0" CW D N iLE SEAT I5yiA.LfFfxm B'-O TOB'- B' DINING P WK aL I I TILE I Ra'r. 9'-i RAT 0.G rB3cEa LAA® Ffl ILE F-GFI. glR! L lForfdo QG m AD IEtol PRIER III 7-N 91 J 6ELLAtE U/ LLR 4 t1AL IMG9G/ PRrERlbdNAFFUrIEADEFE-v ATV AFE UKAR Wl f/ ATN. C.- 0' AFF. ATNA., PORCHIli- D'. B•- o" PATE% 1 I V-4' PLT. ITT. I 7''Od-p H11 FOR AGPtiATBuriftO T A%LED `WRIT 5EE DETAIL CR ON- F{IER r'C VflRI FLAT READER At B'-4 ' AFF. RAT READER AT F4'AFF. AFE 8D A.F F GARAFFGE 20'-11.21'- tf Lc --.J Ad tfEE FLEV/ 9'-4' PLT. Ilf- 541R'ArilCACE% cGYFRFT (AM TEERr rcR FaF47 ISRR TO WI rarcRrwlRme r--------------------'7 I LEE OGAR7l OwR NOON PtY11kN I FtaaDrfwas I I HIS I I I I PAYER DOVf I LFAD C7Y, 71011 r-4' AFr. f.19A7' 0fR 25002094 GD fit[ RAME LOT - ri44e IL-17- Is AYIIxD if DAVIS BEWS DESIGN GROUT SFAF£ T F7ST e A0. R[ xW ]Ibn re W. sns . lean F•iae as pAvimewSCi»FOWO Mo z m o W F---1 00 00 N J HATCHING LEGEND O t9 117141E ® J MALE FLOOR 1453 SR 2600 UPPER FLOOR 1141SF. TOTAL LIVING 760 SF. GARAGE 4115F. PRE LANAI 400 5F. " v" !LOCK PUN A737ES PORCH 144 SF. - TOTAL 50. FT. 362I SF. MAIN FLOOR PLAN NOTES n SCATE. V4' • r6• f i GARAGE LEFT A* TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS f 20' 24' 1 36- 48- WINDOW CALL OUTS v)5 Fb. 2" F& 3018 M. 4018 FhCD20' w T 24' 1820 FG. MOM 3020 FA 4020 FG. O30 oz 48" 0 183054 1030 5H 3030 5H 4030 5H 1840 5H 2O40 SH 3040 E44 404a 5N 0' z 3 I85Fi SH IFliO SH 3'!Hd 5H 405'0 Sf{ 1880 514 2060 5H 1 3%9) 5H 1 4MO 51411' GC. YEM R)MH 0PBai55 FOR ALL IIAMM, to UIad3OJ 512E5 AND IhSTALLATIGN MAY VART PER MMIFACTUFERAV 5PEC11FICAUM5.. r REFER TO FLOOR PLA45 FOR STYLE OF ON= USED T5WJ E RM-W, CASEMENT- M.T. OR FIXED GLA55-Ffil il, # OF FSFf WAL CITRF ttn fMEAWCff771tCEIULLFIXIMFRIILFSRFBCR - slx Tp7E'n GsrAF AL I t I f I 7r6 h 7a Irb i I FRI7E iR.YE FRa"E FRA'E I I ts.Ll I:dli J vu GLI I I I I IGAF7-7' tO. At '.T HJ At 1'-2 ! EWES5 AV. t" FF. # ECsff55 , OOM 2 I I I I BEOI OEM 3 sa'-a' w'-el a'-z• FLAT CLG. 9'-U,: FLAT CLG. ei-PAS5 A_ r AID ll -/ I I i S4aER R4E7GkldE Q4 BUR 8ATH2 5w I I T-r.v-v i6W. q 5.,0• Ai IL a CAI. IRE R r- o' 3 1 RA'LFG ' IM i O IFE9'-0• I yy I a¢ar rb E rR27 1 a4 f^a I 1'R'b F'-411 aG 7 bL— J L 41 F&TwT y y77pAEFYi td]1 RA4N'v R 5-A6- R BFPA55 g , y AlmRCO.R S' p LOFT 17'- 'a73'- 2• IS'-4•.11'-]' 9'-D FLAT ac BEDROOM 4 a -aTac_ e a la•-R•.I]'-fi Jb Rff] dNAa5 V-O• RAT CLG. GpA'PABIE RA7 iY 7+6 E%li F7iR¢ 7: U.L fWFOJ M.ASI17 FD 1 I 1G 1 7 I I I I I I I I I i I -- LJ I----------------- -- I I I I I I I I I AA I T I 3 I I I I I I f FFR lD 5 EEI I I ; a7 faete TtRcrx PuvwD:fr7. as r-------- - _------------'.1 UEARO FNIW HEIGHI5 =k N0.FLLOG. S.,..11 ,O ,. a AYCFTR , 7R. 11 IDCNED t1€11L'N v —1 IFA+E 11E F961U WX M 516Aa ORN 7VE L0151 PA4T CF TIE UM OrW6 CF RE L.=YV1L EFA YAi N UIL HY'FEa RttAl t SfE Ea NUFnEFICOOJ5LdJ,IFD CM-"''5 ALLMFCEaaA4t btETElCEWUn4VkLWP4`F/!.ECF A47LNl MIN.11 ZR 5 aTIC HC6 CTIIv`Yf ff FC R- GI}BI7/ ¢LEES CF 41E fi:clFDRQ'Ti F{R FBCR - SiN FINnaI f7C47 p07 Ill. FkL I...1 kvas AVJ tR j (ilW@ UEFi MIM., WALL UTAT UT.1 TIE FINT1<W5 a 9M F 70'L PER FBCR - 51R fIViKN CIOUI s92 eo p J ne L L. 1^ nip cbNv LLV2: 09' NAtF hA 2GVJ ti£0710 LOT LcRrt NCstIIO 03- 17- T6 a'= 0 I DAVIS BEWS DESIGN GROW gyp lso srn' rwsr vas . uoo Fnx V 0 r W i ci co Co W Coop oN O oQ 2600 nE VPPCR / LOW PUN NOTES UPPER FLOOR PLAN NOTES 2 B i 1 w4r. v4'. t-o' GARAGE LEFT DESCRIPTION AS FURNISHED: Lot 20, THORNBROOKE PHASE 1, as recorded in Plat Book 79, Pages 3 thru 7, Public Records of Seminole County, Florida. H ZtJ t Fac+ SLt;-,, c BOUNDARY .FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 21 5.00' 5.00, TRACT H (FUTURE DEVELOPMENT) N 000 9 0' 44" W 50.00' LOT 20 80' 25.20' 25.20' 36.80' 10' UTIL. ESMT. 6-/700 4If W CO O 0 CO 5.00, 5.00, LOT 19 v 43_52 O N 000 > 0' 44" W PC) 50. 00' ON LOT AREA CALCULATIONS: LOT = 6,000 SQ.FT. LIVING = 1,453 SQ.FT. GARAGE = 477 SO. FT. ENTRY = 144 SO. FT. 0 1 ti0 0 LANAI = 400 BREEZEWAY= N/A DRIVEWAY = 403 SQ.FT. SQ.FT. SQ.FT. p` A/C PAD = 25 SQ.FT. TREASURE LANE WALKWAY = 70 SQ.FT. IMPERVIOUS= 49.5 50' R/W) TRACT I 2,972 SQ.FT. 0 q F0 UTILITY AND ACCESS R/W SOD = 3,028 SOFT. OFF LOT AREA CALCULATIONS: R/W = 550 SOFT. OQO QEL APRON = 110 SQ.FT. SIDEWALK = 250 SOFT. PROPOSED = FINISHED SPOT GRADE ELEVATION BUILDING SETBACKS: SOD = 190 SO. FT. TOTAL AREAS: PER DRAINAGE PLANS FRONT = 25' AREA = 6,550 SQ.FT. vti- = PROPOSED DRAINAGE FLOW REAR 15' PROPOSED INFORMATION SHOWN SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO. FT. LOT GRADING TYPE A AND/OR INSTRUCTIONS PER SIDE CORNER = i0' SIDEWALK = 320 SOFT. PROPOSED F.F. PER PLANS = 23.3' CLIENT NOT FIELD. VERIFIED SOD = 3218 SQ.FT. GR U,S 7NM. T Yy'R - TST CO TT A SASO C. , INC - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT PAL • POINT ON LINE F FIELD TYP. TYPICAL NOTES: I.P. IRON PIPE PR.C, POINT DF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY I.R. IRON ROD P.C.4 POINT OF COMPOUND CURVATURE THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 5J-17 OF THE FLORIDA ADMINISTRATIVE CODE. C.M. CONCRETE MONUMENT RAD. RADIAL SETI.P. 1/2' I.R. •/BLB 4596 MR. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SEAL, THIS SURVEY IS NOT VALID AND IS PRESENTED FOR INFORMATIONAL PURPOSES ONLY, REC. RECOVERED VA • WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P, O.B. POINT OF BEGINNING CALL. • CALCULATED P. O.C. Poo OF COMMENCEMENT PRH • PERMANE14I REFERENCE MONUMENT FA • FINISHED T100R ELEVATION OR EASEMEMS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. ECENTERLINEN& D • NAIL t DISK BSA_ BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY 07HER ENTTTY. R/ W •RIGHT-OF-WAY B.N, • BENCHMARK 6. DIMENSIONS SHOWN iVfl THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. EASEMENT B.B. •BASE BEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON ME LINE SHOWN AS BASE BEARING (8.8.) DRAINAGEDRAIN. UTILITY UTIL. UTILITY B. FLEVA710N5,. IF SHOWFI, .ARE EASED ON NATIONAL GEODETIC VERRCAL DATUM OF 1829, UNLESS OTHERWISE NOTED. CLFC. • CHAIN LINK FENCE 9. CERTIFICATE -OF AUTHORIZA77ON No. 4596.-......-__. VD. FC. VOOD FENCE C/ B CONCRETE BLOCK SCALE 1" = 20' --• DRAWN BY: P. C. POINT OF CURVATURE P. T. • POINT OF TANGENCY CERTIFlED BY.- DESC. DESCRIPTION - US L • ARCI LENGTH D • DELTA C • CHORD C, B. • CHORD BEARING NORTH y VTHISBUILDING/PROPERLY DOES. NOT UE WITHIN J(.,rRU THEESTABLISHED100YEARFLOODPLANEASPER "FIRM' SEEVER, .L.ZONE XMAP N 12117C 0055 F. 'CO , R.LS 4801 ATE ORDER No. PLOT PLAN 05-20-I6 1748-16 FORMBOARD FOUNDATION/ ELEVS. 07-26-16 2575-16 UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services'- Construction Materials Testing • Threshold Inspection" Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 P: 407.423.0504 • F: 407.423.3106 UES Project No: 0110.1401008.0000 Workorder No: 9243812-2 Report Date: 8/3/2016 6 l 700 In -Place Density Test Report. Client: Taylor Morrison of Florida, Incorporated UES Technician: Christian Gonzalezr ) 2600 Lake Lucien Drive Suite 350 Maitland, FL 327.5r1 Da te Tested: 08/03/2016 Thornbrooke 40s & 50s SF House -LotsProject: , Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 20 428 Treasure Lane Tvae of Test: Material: Native q Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range Maximum Density pcf) optimum Moisture Field Dry Density pcf) Field Moisture 1%1 Soil Compaction Native Depth inch) Pass or Fail 6 South side of footing 0-1 ft 105.4 11.8 104.4 12.2 99 N/A Pas: 7 West side of footing 1-2 ft 105.4 11.8 103.0 10.2 98 N/A Pas: 8 North side of footing 1-2 ft 105.4 11.8 102.0 10.7 97 N/A Pas: 9 East side of pad (TOF) 1-2 ft 105.4 11.8 104.0 10.5 99 N/A Pas: 10 Center of pad (TOF) 2-3 ft 105.4 11.8 104.0 12.5 99 N/A Pas: Remarks: TOF (top of Fill) Tn onMhl:nh a m.duol nmtnnfinn M 11n;' .al'n n1;—#n M. O.,hlin —4 n...e fi— oll --#r — —h—W-1 — —#;, lnn{:.l --h, of nnr 16nnfn —14 e..Fhnri.o4inn