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428 Rocky Grove Ln
CITY OF SANFORD BUILDING 8 FIRE' PREVENTION t OCT 12 2017 PERMIT APPLICATION t IApplicationNo: n Documented Construction Value: S'I '.l _ Job Address: — LIE Historic District: Yes No9 Parcel ID: Residentiato Commercial L I Type of Work: NewL0 Addition Alteration Repair Demo Change of Use Move Description of Work:SnS 1 Plan Review Contact Person: I Title: Phone: `til-5$rj'a0N Fax: pl-F33-3g5.3 Email: hauLt.lZ, 6ma, Property Owner Information Name ` Phone: Street: _ _._ _ ... Resident of property? City, State Zip: i ,,,,_. ! Coritfacfor Information 61315 r :i / Name v a- 1'' ,phone: Street: (!)3 I Cod TSLO Fax: L/0-7- 9A__21 - 1?53 City, State Zip: san State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 50' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 4% NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or 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 be done in compliance with all applicable laws regulating construction and Signati n; orOwner/Agent Date Print Owner/Agent's Name SigaturZ ofNotar/State orflo4da Daia Siggatfire orContractor/Agent P ' t Contractor/A nt's Name Signature of Noryry-State of rill CHERYL D AKERS MY COMMISSION # FF998982 EXPIRES June 06, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is _'Persohik1ly Known toiMe or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building • Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application A 2 0 r&yq1 DESCRIPTION AS FURNISHED: Lot 291, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 292 5.00' LF O 5.00' 235.03' 0-------- PC) LOT 304 I I N OOe 10' 44" W I 40.00' 1 I LOT 291 1 19.80, 19.80, a o t4.3• 8' RECESS FOR POCKET SLIDER FORMBOARO FOUNDATION TOP OF FORMS a 23.97' bO 21.3' 5.0' 25.220' 25.20' I 10' UTIL. ESMT. — — — B.B.)S 00e10'44" E 40.00' 5.00' 1 a 5.00, LOT 290 LVI 4,0W LMNG a 1.4 GAR40E = 455 zw.r I. SO.FT. SO.FT. fF ENTRY 71 SOFT. LAW 1J9 SO.FT. GROVE LANE BREEZEWAY - 03 SORT. ROCKY DRIVEWAY - 50' RIW) TRACT I A/C PAD a 18 SO.FT. WALKWAY a 70 SOFT. UTILITY & ACCESS R/W IMPERVIOUS- 54.6 X 2,623 SOFT. LOT CALEMAItUhlb: SO.FT. F} R/W - 440 SOXT, OQO Q PROPOSED = FINISHED SPOT GRADE ELEVATION APRON - 170 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK a 200 SOFT. PROPOSED DRAINAGE FLOW FRONT - 25' SOD = 130 SOFT. LOT GRADING TYPE A • REAR 15' PROPOSED INFORMATION SHOWN AREA - 5,240 SO.FT. PROPOSED F.F. PER PLANS a 23.9' SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY - 513 SO.FT. SIDE CORNER a 10' AND/OR INSTRUCTIONS PER SIDEWALK - 270 SO.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ; CL1 NT NOT FIELD VERIFIED SOD 30 SO.FT. CRUSDNME'YEIR-SCOTT & ASSOC., INC. - LAND SURVEYORS 5400 E. COLONIAL DR. ORLANDO. FL. 32607 (407)-277-3232 FAX (407)-658-14J6 RJ1T rJ)L. - PWNT ON Luc F . FIELD IV. • TYPIC4L NOTES: IP. . am ME Pitt- . POINT Q REVERSE LIAVATM I. ME UKWVS WXD ODES MEW CURVY TINT Pa SUIPEY MUM I E STAPOWN OF PR/CTCE SET FORM Br 09 RAIODA DOW& OF I& . MINN No ct. . POINT Or C04P9" CUWATU C PAMFSLONAL SUNKYOIL4 AND 164"WO W CTWM W-17 FLORIN Mlm/<S1RAINF CM PURSUAM IO scumN 472057, nAgm STATIVS It"W& . RADIAL00-RICTEIMt1 Z MESS OWSM WW SI AY M" SJWNW AND OMWK RAISED $LIL TM SUFEY MAP OR COPIES ARE NOT VAUDAM : SET IA. . OCC IA../a! 17f! NIL • VITH IDKSEVa. 439 I IM SMOKY M4t5 PAUMRLD AM MU MQUATKIN FtOWNSHED TO IW SUIVEIOR. SIM MAT W OIMDI 49STIMIIOMS PAD. •PODIA RODNDIO fI1C • ALCLL/11LD AC. . C=, W COw.. PAX PVWANDIT RE UIOf.0 MDIMICNT OR MEDIUM RNT AFFECT D O PRMUTM 1. NO Ui0U1W7gY'tD OA'RO•'Q1W7S NAK V@I I4G1ED YNl'1T OlIiOiMIyY LIOMN. C01TE4LDC FF. . F4IIS/O ROOK CLCVATIO.N O. no 314R2Y O PIR7•Allm FOR VIE SOIE KMUIT OF IN= COMPIM TO AND $MOUID NOT W RWO U'OM V1' ANY MCI 007W. No . NAIL l DISK I SL • DYOAIIO SETDACK LINE 4. DWURIDNS SNOW FOR THE W041M Or WRIOrOIUND NORON SHOUID NOT YE USOP TO ReCONSMICT INKN DARY IPMs EIN RR TIVAT Los 7. WAR/O,w ARE aASED ASSLAM WIN AND ON TW W4 OWN AS &W YEMPi DPAOL WANNIE G ESLYATONS IF SIKAft ARE OM ON WIMM . O[DDLRC OATVM Or 102P. 4MMS 07NEROW NOTm. VFIL. UTILITY D. CLRRFICAW OF AURIOYO7ATION NN 45N. CL" • OWN LINK To= VOMvan rD" C/ D • CWCWC a= SCALE I— 1' - 20'—y 1 DRAWN 8Y: ••, C. • rVWT v CUIVAIUIC P. I. • DINT K TANGMY DESC. • DESUIV111" CmnlD or DATE ORDER Nw ARCC LEMM PLOT PLAN 03-10-17 1061-17 D • lELTw RMSm PLOT PLAN 07-3 / - / 7 ca • CWRV KARM NORTH MRM8QVW FOWOATIOM10XM OD-01-17 3071-17 µ THIS9UILDINC/PROPERTY DOES. NOT UE WITHIN THE ESTAOUSHED 100 YEAR FLOOD PLANE AS P171 RRA1' T GRVSENN . R.L.S./ 4714 ZONE ' X' MAP if12117C 0035 F. JAN S W. SCOTT. .LS 1 4801 VNIVERSAL SCIENCESV,CxINEERING tants 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: 9316168-1- Report Date: 8/2/2017 In -Place Density- Test Report Client: Taylor Morrison of Florida, Incorporated UES Technician: Kendric Reddick 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 Date Tested: 08/02/2017 Project: Thombrooke 40s & 50s, SF House Lots ra L Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 291 (428 Rocky Grove In. ) Material: Fill Reference Datum: 0 = Top of Fill TvDe of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modred Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density per ptimum Moisture loll Field Dry Density per Field Moisture 1%) Soil Compaction Fill Depth Jr ( inch) Pass or Fail 1 Northwest comer of pad 0-1 ft 105.4 11.8 110.7 11.1 106 'f N/A Pas! 2 Northeast comer of pad 1-2 It 105.4 11.8 109.0 17.6 103 N/A Pas: 3 Southeast comer of pad 1-2 It 105.4 11.8 104.4 18.7 99 WA Pas: 4 Southwest comer of pad 1-2 ft 105.4 11.8 106.8 16.3 101 N/A Pas: 5 Center of pad 2-3 ft 105.4 11.8 108.E 20.2 103 N/A i Pas: 1 1 Remarks: At time of testing no footings had been excavated. All tests taken on pad area. Tn nn{nhl:wA n •n..{..n/ n.rMn{:r.n M I In6.nnnl n n/:nnln IAn DnAl:n an.! n..niv.A.nn nl1 rhnnAe .•n w..A...:Nn.! can .vnF'Innl:nl n.nnnA.. n! n.. n1:nnln nn.1 nu{hn..n{inn i Job Address: Parcel Type o_ _ CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / /^ k f5 Documented Construction Value: SjoaZ QD W/Jj' PJ4JUIQfS Historic District; Yes No Residential Rr Commercinl oration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name i l /t'l/51/l/ Phone: Street: City, State Zip: Title: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City; State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Name: Architect/Engineer Information Phon Street: Fax: City, St, Zip: Bonding Company: Address: E-m,, Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMNIENCENIENT IIAY 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 CONINIENCEMENT. Application is hereby made to obtain a permit to do the Avrk and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 10i.3 Shall be inscribed with the dole of ttpplica lion and the code in effect as of 161 dale:.5", Edition (2014) Florida Building Code Rcviwd• June.0. 1-1013 Permit Application Ib NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual constriction 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: l certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructio .and zonin . j , t Signature of Owner/Agent Date Signature of Con r/Agent to TiyY A Y ttltt Urn,,,,, Print Owner/Agent's Name Print Contractor/AZ Name 44at;fSignatureofNotary-State of Florida Date Signature of Notary -State of Florida GEOIZGJ l's JUNE 8.2020 RotLLtC oJ Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2ni3 Permit Application r - JUL 31 2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: _/ J: Js+ Documented Construction Value: S i w . Job Address: i 1 v l" ` a,ddr• N Historic District: Yes No)q Parcel lib: Residentialz Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move El. Description of Work: Plan Review Contact Person: . Title: Phone: Fax: Email: Property Owner Information lyame au cir(YYx ri3 m °Nor,ti; Phone: 40`I CoAcl -00 ` q i Street: ref. r` l' " t' ' e ^ F I:r 1)' L ?f5o Resident of property? : ro City, State Zip:, -•E ry 32.151 Contractor Information; Name , .c-1 I ltr f #e i e fl ,. a •,s_. Phone:._YCt'7 6l o'1-ISSe10 Street: ga I ` ¢M a-.r •fit Fax:. 4m tl a-'l1'l l City; State Zip:' " a+-t d State License No.:. LCOOO2 S ly Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING-TO.OWNER: YOUR FAILURE.TO. RECORD A NOTICF OF G0MMFt4 ME,!IT MAY RESULT IN YOUR _ PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST -Big. RECOItDEU AND POSTED OlV'l`II); 70B'SITEBEFORE.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, beaters, tanks, and air conditioners, etc. Fnr tnq a shall he inscribed with the date of application and the code in effect as of that date: 5t1 Edition (2014) Florida Building Code NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this prop•y that may becounty, and there may be additional permits required from other governmental entities such as waterfoundinthepublicrecordsofthis management districts, state agencies, or federal agencies. Acceptance of permit is vitrification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 913. mit submittal. A copy of the executed contract is required The City of Sanford requires payment of a plan review he fee at considered the estthe time of imated construction slue of the job at the time of submittal. inordertocalculateaplanreviewchargeandwillTheactualconstructionvaluewillbefiguredbased -on the current ICC Valuation Table in effect at the time the permit is issued, to accordancewithlocalordinance. 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 bedonein'compliancew0h all applicable laws regulating• construction and zoning. Signature of O,yna/Agait Date Signa ofnector/Agent 7 D t' Print tnetodAgent's Name Print owncdkth 's Name Data Si tar SignaturgofNotaryStatctifFlor da•^•..t,' KARENHUGHES t.:. NotarypubrK-State Offtorida Commisson 1 GG06M hly. CommExphesMal 26,2021• t+.. an.' limdedthrcugAHNiOn INoUryAun Owner%Agent is personally Known to Me or Coutractorhk0 •is Personally Known to Me or f. Produced 1D of ID' Produced ID, Type of ID BELOW IS FOR OFFICE USE ONLY t Pltunbin Gas Roof Permits Required: Building[] Electrical N4echanical g . Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: f. N of7Lamr , PiNCT r New Construction: Electric - # of Amps o _ plumbing - # of Fixtures Fiire.Sprinklex Permit:. Yes No of.Heads _ Fire Alarm Permit: Yes No El APPROVALS: ZONING: ' _ UTILITIES: WASTE WATER: ' ENGINEERING: BUILDING: COMMENTS: COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000411 BUILDING PERMIT NUMBER: 17-10000411 UNIT ADDRESS: ROCKY GROVE LN 428 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: July 06, 2017 21-19-30-510-0000-2910 PARCEL: TRACT: BLOCK: LOT: IFF9 3Jf-6. 3Ag7 APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 428 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 291 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hoping ROADS -COLLECTORS N A 705.00 1.000 dwl unit 705.00 HousingLIBRAng001.000 dwl unit FISingls mily RE RESCUE 00 CO- WIDE ORD 00 Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Hou iAng 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT •• //' c )6 RECEIVEDBY: f%V' S G R8 SIGNATURE: 9 PLEASE PRINT NAME) '7// DATE: —f 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** SEMINOACNTIED THFI,TRD/EEAONAR THE LEOUNTYROADRE/RESCUESTATEMENT AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, \ \q TO APPEALTHECALCULATIONOF'ANY OF THE ABOVE MENTIONED IMPACT FEES \ v` 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. THt REQUEST FOR REVIEW orV MUST MEETTHEREQUIREMENTSOFTHECOUNTYLANDDEVELOPMENTCODE. (``iV•/ COPIES OFRULESGOVERNINGAPPEALSMAYBEPICKEDUPORREQUESTED, 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 .c AND SHOULD REFERENCE THE COUNTYBUILDINGPERMITNUMBERATTHE1'OP 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. Parcel ID Number;a$-19-30-SIO -0000- 291 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 8949 Ps 57 (1P9s) CLERK'S : 2017069096 RECORDED 07/07/2017 03:24:55 Pll RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. l . Description of property : LOT Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book jO Pag,;- of the public records of Seminole County, Florida. Addresses : 42j-,- 4014/0,/FL 2. General description of improvements : Single Family ome 3. Owner information : Name Taylor Morrison of•Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: Z147 hn Asa Wright Taylor Morrison of Florida Sworn to and subscribed before me this by John Asa Wright who 's rsonally known to me. 00 09 Notary Public DA Clark My commission expires: 6/27/19 erial No:'F1 -110! ''O ,',-*,, Cull CCURI s ;- dw C LORIDA 'a;;t,' =s DEPUTYjj&K O 7 2011 Orpignature: ry seal: CITY OF SANFORD BUILDING & FIRE PREVENTION JUN L 2 20117 PERMIT APPLICATION I 1 sy? g • Application No: 1 PP Documented Construction Value: S v p Job Address: LiA 6G1E,, rav,, LQ ikR.r Historic District: Yes No X Parcel 1D: 27-19-30- S 1a0000-e2 10 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORNERROOK PHASE LOT NUMBER : A I Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da h neQ Perm its PermitsPermits.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 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Name: Street: City, St, Zip: Architect/ Engineer Information Phone: Fax: E- mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: `\ WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR 1 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. U 7 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: 51b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. W7 (-7 /, t t -1 Signatu of Owner/Agent Date Signa re of contractor/Agent e7 e TAYLOR MORRISON2F FLORIDA INC Print Owner/Agent's N jo tl, t-2j( -7 Signature of No orida DVte oo0f !oe,D. A. CUW MY COMMISSION t FF 209108 EXPIRES: June 27. 2019e J'^ orrL Bgbe0lDruBud elNotarySeMres Owner/Agent is yM Personally Known to Me or Produced ID N/A Type of ID JOHN ASA WRIGHT Print Contractor/ e 1 pSignatureo -rate of Florida Date rar no e * MY COMMISSION f FF 2D9108 EXPIRES: June 27, 2019 rlt, P9 i01i Known to Me or r/Agengen t is isContractorProduced ID lA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building (o Electrical® Mechanical© Plumbing[N Gas[] Roof Construction Type: V g Occupancy Use: Flood Zone: X-'ice Total Sq Ft of Bldg: 3a "1 Min. Occupancy Load: # of Stories:-2 New Construction: Electric - # of Amps 1s0 Plumbing - # of Fixtures 23 Fire Sprinkler Permit: Yes No (Z # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: % UTILITIES: In' '1-1 /WASTE WATER: COMMENTS: ENGINEERING: "- rL (c--?*1'7 FIRE: Ok to construct Single Family home with setbacks and impervious area shown on plan. BUILDING: 547 '7.14,11 Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit! 1-7- 18$9 Bu1LDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: 0 7 SR iZnUG-! L, -.) ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final E60FA 1 AL 0101I Inspection DescriptionMinMax 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 r 18RI77=' 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 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2910 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: 0 New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONL Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP#17-1889 Reviewed by: Michael Cash, CFM Date: June 28, 2017 0 0 C O Application for Right -of -Way Use for Driveway, Walkway & Landscape O 7 I D,Q Department of Planning & Development Services nfo 300 North Park Avenue. Sanford, Florida 32771www.uNora/1.gov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right-of-way and use shall be provided or application could be delayed. a- Vm"Mew 40r ;? q / cantrehfeoCOUbdieldw. aa, 00dlp, 1. Project Location/Address: O o l l`1 V L7VL 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: ,MIA C; VAY AX #6V &94 This application is submitted by. P9 Signature: e:— `tPrint Name: AMOK rAYMA iWgS Address: !J! %WU/TbAL,& 4 Phone: &7-2V-6?40 Fax Maintenance Responsibilitieslindemnifrcation Date: (o--S The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of tlx: improvement and unpaved portion of right-of-way adjacent thereto. Requests 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, stommrater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-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 Requestor's expense arid, if necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its oouncitpersons, 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 (mcluding costs of defense, settlement, and reasonable attorneys fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Ciys right-of-way. I have read and understand the above statement and by signing this application I agree io its terms. 1 hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: j o —S`' O This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 6401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: ROW Usa Drtvaway.pdr taylor morrison TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 Junes 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single/ Fam i'lYY Lots in Phases 4 and 5 Address% 41)b 0-D 1(VI. &O'Wt, LA. This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. NESS S: Signature QED SO P ed Name Si nature /! Printed Name Owner 1 Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this day A, 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. A who is personally known"me. Notary Public State of FI Print Name: My Commission Expires: Vp Co 20 TO ma's @fF022420 a zoi 7 I RECUIW &PY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: ' / Lot291ThombrookeDarlingtonBGLE 4, Builder Name: T for Morrison Street: ro G(:y C-t -c. ta- -ems Permit Office: ,Qi/l jrr+ City, State, Zip: FL, J Permit Number:, 1 - 1 8 89 nSANFORDOwner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=11.0 1380.60 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1509.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1482.00 fl' 6. Conditioned floor area above grade (ft') 2582 b. Knee Wall (Vented) R=30.0 27.00 fl' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.74 ft' b Sup- Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 fl' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ff' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.495 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 fN 15. Credits Pstat Glass/Floor Area: 0.142 Total Proposed Modified Loads: 64.54 PASSTotalBaselineLoads: 76.76 1 hereby certify that the plans and specifications covered by Review of the plans and ST,g7 this calculation are in compliance with the Florida Energy specifications covered by this OtTi1E A. @ -1, O Code. - calculation indicates compliance y i„°'% _ `o'';, * 6+ O14kA49kwiththeFloridaEnergyCode. rr,,,-.; s ``';••'„ PREPARED BY: Before construction is completed DATE: 2/2.4/-1.7 this building will be inspected for O a compliance with Section 553.908 o I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COD we OWNER/AGENT: ' S BUILDING OFFICIAL: DATE: DATE:--(4_(_l 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. 2/24/2017 8:42 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot291ThombrookeDarlington Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories. 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1467 136431 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor — ___ 13 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft° 0.49 0 0.51 3 Floor Over Other Space 2nd Floor ___ -__ 1102 ft' 0 0 0 1 ROOF v Roof Gable Roof Solar SA Emin Emin Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480111' Y N 2/24/2017 8:42 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft' 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft' 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Spate Cavity Width Height Sheathing Framing Solar Below Omt To Wall_T.ype R-Value-Ft-In-Ft-In Area-R_Value-Fraction_Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 11 53 0 9 4 494.7 ft' 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul 1st Floor 11 4 11 9 4 45.9 ft' 0 0 0.6 0 4 E Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul 1st Floor 11 5 6 9 4 51.3 ft' 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul 1st Floor 11 54 6 9 4 508.7 ft' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 11 30 0 9 4 280.0 ft' 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 7 8 20 7 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 n 2 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 n 2 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 ne 3 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft' 10 ft 6 in 0 ft 4 in None None 6 e 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 W 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 s 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 s 7 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 9 w 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 It 0 in Drapes/blinds None 10 W 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 110 in 11 ft 8 in Drapes/blinds None 12 W 9 Vinyl Low-E Double Yes 0.58 0.32 72 0 ft' 10 ft 8 in 0 ft 0 in None None 2/24/2017 8:42 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 r . FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 384 ft° 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 20372 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF:8.9999 21.8 kBiu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 075 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubTpe 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 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 6 293.4 It Attic 6 223 ft' Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 2/24/2017 8:42 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj ]] Jan Heatin[X] Jan jj Feb jX] Feb jj jj Mar X] Mar j) r j ] r j j j Ma (X] May [ Jun Jun jXj Jul j ]Jul jX] AugX j ]Aug Se Sep j Oct Oct j NovWNov H Dec Dec Ventin [ ) Jan j) Feb X) Mar X] r j Ma [) Jun Jul Au 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 2/24/2017 8:42 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 84 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=11.0 1 C. Frame - Wood, Adjacent R=13.0 4 d. N/A R= No 10. Ceiling Types Insulation a. Under Attic (Vented) R=30.0 2582 b. Knee Wall (Vented) R=30.0 Area c. N/A R= 295.74 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 72.00 ft' ft' ft' 3.495 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Floor Over Other Space R=0.0 1102.00 ft' c. other (see details) R= 13.00 ft' 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Co- Date: Address of New Home: TA9 )Cucjl, G fav-c, ta,;,t- City/FL Zip: ,Sal Area 1521.00 ft' 1380.60 ft' 244.22 ft' ft' Area 1482.00 fl' 27.00 ft' ft' R ft' 6 293.4 6 223 kBtu/hr Efficiency 25.2 SEER:16.00 25.2 SEER:16.00 kBtu/hr Efficiency 21.8 HSPF:9.00 21.8 HSPF:9.00 Cap: 50 gallons EF: 0.95 Pstat O"}FpgHE STq, L v §1 0 f f 4 owl Note: This is not a Building Energy Rating. If your Index is below 70, your home may quality for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 2/24/2017 8:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Job: Lot291ThombrookeDadi... DEL -AIR Manual S Compliance Report IEAM - m Date: 6/4/2014 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax• 407-333-3853 Web WWW DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.50F Sensible gain: 16980 Btuh Entering coil DB: 76.3°F Outdoor design WB: 76.3°F Latent gain: 2627 Btuh Entering coil WB: 62.90F Indoor design DB: 75.0°F Total gain: 19606 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19246 Btuh 113% of load Latent capacity: 3229 Btuh 123% of load Total capacity: 22475 Btuh 115% of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 16791 Btuh Entering coil DB: 68.8°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22437 Btuh 134% of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 101% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Atwri htsoft' 2017-Feb-24 09:00 07 9 Righl-Suite® Universal 2017 17.0 16 RSU24011 Page 1 IinglonBGLE\Lot291ThombrookeDarlinglonBGLE.rup Cale - MJ8 House laces: E Manual S Compliance Report Job: Lot291ThombrookeDarli DELAIR ... Date: 6/4/2014 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW DEL -AIR COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.50F Sensible gain: 17498 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2925 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 20422 Stuh Indoor FIR 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17660 Btuh 101% of load Latent capacity: 3305 Btuh 113% of load Total capacity: 20965 Btuh 103% of load SHR: 84% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13589 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. C wri htsoft' 2017-Feb-24 09:00:07 1 9 Right-SwteO Universal 2017 17.0 16 RSU24011 Page 2 A . lingfonBGLE\Lot291ThornbrookeDarlinglonBGLE rup Cale - MJ8 House faces. E 1' DEL -AIR Component Constructions 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 Location: Indoor: Orlando Intl AP, FL, US Indoor temperature (OF) Elevation: 95 It Design TD (OF) Latitude: 280N Relative humidity (%) Outdoor: Heating Cooling Moisture difference (gr/lb) Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Wet bulb (°F) - 76 Construction quality Wind speed (mph) 15.0 7.5 Fireplaces Job: Lot291Thom brookeDarli... Date: 6/4/2014 By: FJF Heating 70 28 30 1. 5 Simplified Average 0 Cooling 75 18 50 46. 4 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M BWh/W--•F ht-•F/BWh Bwh/h' 8wh BWMp BWh Walls 12C- Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood trm, 16" o.c. stud 13A- 7.5ocs: Blk wall, stucco ext, r-9 exi bd ins, 8' thk, 1/2' gypsum board int Ins If 16A- 30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2' gypsum board intfnsh Partitions 12C- Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" wood Irm, 16" o.c. stud n 470 0.091 13.0 2.58 1209 2.34 1100 e 240 0.091 13.0 2.58 618 2.34 562 s 461 0.091 13.0 2.58 1186 2.34 1079 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 470 0.095 7.5 2.69 1264 1.67 784 ne 23 0.095 7.5 2.69 61 1.67 38 e 51 0.095 7.5 2.69 138 1.67 86 s 470 0.095 7.5 2.69 1263 1.67 783 w 150 0.095 7.5 2.69 402 1.67 249 all 1164 0.095 7.5 2.69 3128 1.67 1940 w 30 0.032 30.0 0.91 27 2.38 71 223 0.091 13.0 2.58 575 1.44 322 Windows 2A- 2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4' gap, n 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 3 ft window ht, 1 If sep.); 6.67 ft head ht 2A- 2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang ( 5 ft window ht, 1 It sep.); 6.67 ft head ht s w w all 2A- 2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 3.17 ft window ht, 11.67 It sep.); 6.67 ft head ht 6 0.340 0 9.62 58 10.6 63 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 145 0.340 0 9.62 1395 24.3 3518 5 0.340 0 9.62 48 10.6 53 wri htsoft' 2017-Feb-24 09:00:07 A9 Right -Suite® Universal 2017 17.0 16 RSU24011 Page 1 IingionBGLE\ Lo1291ThombrookeDartinglonBGLE.rup Cak: - MJ8 House laces: E 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, cir innr, 1/4" gap, n 19 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht IOC-v: 2 glazing, clr low-e ouir, air gas, vnl frm mat, cir innr, 1/4" gap, ne 23 0.340 1/8" thk; NFRC rated (SHGC=0.31); 10.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4' gap, s 39 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It w 58 0.340 overhang (6.3 ft window ht, 11.67 it sep.); 6.67 ft head ht all 97 0.340 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnl frm mat, cir innr, 1/4" w 72 0.580 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 0 9.62 185 10.6 204 0 0 0 0 0 11 DO: Door, wd sc type n 21 0.390 0 Ceilings 1613-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 gypsum board int Irish Floors 2OP-191: Fir floor, Irm fir, 12' thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 wrightSOW Right -Suite® Universal 2017 17.0 16 RSU24011 Z..IingionBGLE\Lot291ThombrookeDartingionBGLE rup Cak - MJ8 House laces: E 9.62 225 19.0 443 9.62 374 12.2 472 9.62 561 30.4 1769 9.62 935 23.1 2241 16.4 1182 16.8 1213 11.0 228 12.0 248 0.91 1343 1.74 2574 1.41 18 0.71 9 28.0 4140 0 0 2017-Feb-24 09 00:07 Page 2 1 DEL -AIR Component Constructions Job: Lot291ThombrookeDadi... P Date: 6/4/2014 MMM' of VOImmoloro ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 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 (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain W BWhllp--•F IWFfBWh BWhAN aWh BWhIIH BWh Walls 13A-7.5ocs: Blk wall, stucco exi, r-9 ext bd ins, 8" thk, 1/2" gypsum n 470 0.095 7.5 2.69 1264 1.67 784 board int Irish ne 23 0.095 7.5 2.69 61 1.67 38 e 51 0.095 7.5 2.69 138 1.67 86 s 470 0.095 7.5 2.69 1263 1.67 783 w 150 0.095 7.5 2.69 402 1.67 249 all 1164 0.095 7.5 2.69 3128 1.67 1940 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2' w 30 0.032 30.0 0.91 27 2.38 71 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, Or innr, 1/4" gap, n 5 0.340 0 9.62 48 10.6 53 1/8" thk; NFRC rated (SHGC=0.31):50% drapes, medium; 1 ft overhang (3.17 It window ht, 11.67 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl Irm mat, Or innr, 1/4" gap, n 19 0.340 0 9.62 185 10.6 204 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (6.25 It window ht, 11.67 ft sep.); 6.67 ft head ht 10C-v: 2 glazing, Or low-e outr, air gas, vnl frm mat, clr innr, 1/4- gap, ne 23 0.340 0 9.62 225 19.0 443 1/8" thk; NFRC rated (SHGC=0.31); 10.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, Or innr, 1/4" gap, s 39 0.340 0 9.62 374 12.2 472 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium: 1 It w 58 0.340 0 9.62 561 30.4 1769 overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 23.1 2241 2A-2ovd: 2 glazing, Or low-e outr, air gas, vnl frm mat, Or innr, 1/4" w 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 It overhang (8 ft window ht, 0 If sep.); 6.67 It head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 C Wtl 11tSOft" 2017-Feb-2409:00:07 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 X.0A...ImgionBGLE\Lol291ThombrookeDarlinglonBGLE rup Cale = MJ8 House laces- E Ceilings 16B-3Oad: Anic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2' 13 0.032 30.0 0.91 12 1.74 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 23 wri htsoft• 2017-Feb-24 09:00:07 9 Right-Suile® Universal 2017 17 0 16 RSU24011 Page 4 IingionBGLBLot291ThombrookeDarlingtonBGLE.rup Cale = MJ8 House laces. E Mj DEL -AIR Component Constructions Job: Lot291ThombrookeDarll... p 11t ac " COtm11 ON111a Date: 6/4/2014 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain r BWhmt-'F W-'F/BWn BWMp Bun BWh/V BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 470 0.091 13.0 2.58 1209 2.34 1100 fnsh, 2"x4" wood Irm, 16" o.c. stud a 240 0.091 13.0 2.58 618 2.34 562 s 461 0.091 13.0 2.58 1186 2.34 1079 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl Irm mat, cir innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3 ft window ht, 1 it sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl Irm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s w w all Doors none) Ceilings 1613-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" gypsum board int Insh Floors 20P-191: Flr floor, Irm fir, 12" thkns, r-19 cav ins, gar ovr 6 0.340 0 9.62 58 10.6 63 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 145 0.340 0 9.62 1395 24.3 3518 1469 0.032 30.0 13 0.050 19.0 0.91 1331 1.74 2551 1.41 18 0.71 9 wri htsofR` 2017-Feb-24 09 00 07 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 IingionSGLE\Lo1291ThombmokeDarlingionBGLE.rup Calc = MJB House faces: E DEL -AIR Project Summary Job: Lot291ThombrookeDarli... 7 Date: 6/4/2014 ma-mco Enure House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8116 LS 6/21/16 JA LS 10/27/16 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22725 Btuh Structure 24320 Btuh Ducts 7654 Btuh Ducts 10157 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 30380 Btuh Use manufacturer's data y Rate/swinngg multipplier 1.00 Infiltration EquipmenfSens ibleload 34477 Btuh Method Simplified Latent Cooling Equipment Load Sizing ConstructionqualityAverageFireplaces 0 Structure 4165 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area ( ft2 2582 2582 Equipment latent load 5551 Btuh Volume (' ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment total load 40029 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.1 ton Heating Equipment Summary Cooling Equipment Summary Trade n/a Trade Na Model rVa 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. AOM ' wrightsoft Right•Suile® Universal 2017 17.0 16 RSU24011 2017•Feb 24 09:age I PageIingtonBGLE\ Lot291ThombrookeDarlingtonBGLE.rup Cak - MJ8 House laces: E JDEL-AIR Project Summary ahu 1 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407-333.3853 Web. WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 318/16 LS 6121/16 JA LS 10/27/16 JA Weather Winter Design Conditions Outside db Inside db Design TD Orlando Intl AP, FL, US Job: Lo12911rhombrookeDarli... Date: 6/4/2014 By: FJF Summer Design Conditions 42 OF Outside db 70 OF Inside db 28 OF Design TD Daily range Relative humidity Moisture difference Heating Summary Structure 13432 Btuh Ducts 3358 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 16791 Btuh Infiltration Method Construction quality Fireplaces Simplified Average HeatinCoolingg Area (ft2) 14 1 1Z Volume (ft3) 13715 13715 Air changes/ hour 0.39 0.20 Equiv. AVF ( cfm) 89 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 7045677 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 35 OF Backup: 9 HSPF 21800 Btuh @ 47°F 24 0 840 cfm 0.050 cfm/Btuh 0.30 in H2O Input = 5 kW, Output = 16909 Btuh, 100 AFUE 93 OF 75 OF 18 M OF 50 % 46 gr/ lb Sensible Cooling Equipment Load Sizing Structure 13584 Btuh Ducts 3396 Btuh Central vent ( 0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer' s data y Ratelswing multiplier Equipment sensible load 1.00 16980 Btuh Latent Cooling Equipment Load Sizing Structure 2627 Btuh Ducts 0 Btuh Central vent ( 0 cfm) 0 Btuh none) Equipment latent load 2627 Btuh Equipment total load 19606 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX- 024-230-19 Coil CBX27UH- 024-230•++TDR AHRI ref 7045677 Efficiency 13. 5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri9 htsoft' 2017-Feb-24 09:00:07 ACCK Right - Suite® Universal 2017 17.0.16 RSU24011 Pape 2 IingionEGLE%Lot291ThombrookeDarlingionEGLE. rup Cale = MJ8 House laces: E DEL -AIR Project Summary/ Job: Lot291ThornbrookeDarli... 7 Date: 6/4/2014 HUMO•ancotmmoomm ahu 2 By: FJF JP DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax: 407.333-3853 Web WWW.DEL-AIR.COM Project• • For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Design Information Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9293 Btuh Structure 10736 Btuh Ducts 4296 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13589 Btuh Use manufacturer's data y Ratelswing multiplier 1.00 Infiltration Equipment sensible load 17498 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 1538 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Coolingg none) Area (ft2 1115 1115 Equipment latent load 2925 Btuh Volume ()ft3) 13223 13223 Air changes/hour 0.43 0.22 Equipment total load 20422 Btuh Equiv. AVF (cfm) 96 49 Req. total capacity at 0.75 SHR 1.9 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofl t' Right-Swte® Universal 2017 17 0.16 RSU24011 2017-Feb 24 09:age 3Page3ACCK . IingionBGLE\Lot291ThombrookeDarkngtonBGLE.rup Calc = Md8 House laces: E DEL -AIR Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIONINC r 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407.333-3853 Web WWW.DEL-AIR.COM Job: Lot291Thom brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 It 147.9 It 3 Room height 9.2 It 9.3 If 4 Room dimensions 5 m Rooarea2939.3 ft= 1470.0 142 Ty Construction U-value Or HTM Area (112) Load Area (lt2) Load number BtutVltz• F) Btuhlll or perimeter (if) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heal cool 6 Vjl 12C-0sw 0.091 n 2.58 2.34 491 470 1209 1100 0 0 0 0 2A-2w 0.340 n 9.62 10.58 6 0 58 63 0 0 0 0 II----lfi 2A-2ov 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 MA-7.5ocs 0.095 n 2.69 1.67 494 470 1264 784 494 470 1264 784 11 2A-2ov 0.340 n 9.62 1058 5 0 48 53 5 0 48 53 2A-2ov 0. 340 n 9.62 10.58 19 0 185 204 19 0 185 204 yl f 13A- 7. 5ocs 0.095 ne 2.69 1.67 46 23 61 38 46 23 61 38 10c 0.340 no 9.62 16.97 23 0 225 443 23 0 225 443 WI 12C-0sw 0.091 a 2.58 2.34 270 240 618 562 0 0 0 0 G 2A-2ov 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 W 13A-7. 5ocs 0.095 a 2.69 1.67 51 51 138 86 51 51 138 86 Vy 12C-0sw 0.091 s 2.58 2.34 491 461 1186 1079 0 0 0 0 YLC 2A-2w 0.340 s 9.62 10.77 30 53 289 323 0 0 0 0 t1MA-7.5ocs 0.095 s 2.69 1.67 508 470 1263 783 508 470 1263 783 2A-2ov 0. 340 s 9.62 12.15 39 0 374 472 39 0 374 472 f Vjl 12C-0sw 0.091 w 2.58 Z34 270 200 515 469 0 0 0 0 fC 2A-2ov 2B-21v 0. 340 0. 340 w w 9. 62 9. 62 30. 36 30. 36 30 40 0 0 289 385 911 1214 0 0 0 0 0 0 0 0 Vj/ 13A- 7. 5ocs 0.095 w 2.69 1.67 280 150 402 249 280 150 402 249 2A-2ov 0. 340 w 9.62 30.36 58 0 561 1769 58 0 561 1769 11----(C 2A-2ovd 0.580 w 16.41 16.85 72 w 1182 1213 72 144 1182 1213 W P LD 16A- 30ad 12C- 0sw 0. 032 0. 091 w 0.91 2.58 238 1.44 30 244 30 223 27 575 71 3222 30 244 30 223 27 575 71 322 11D0 0. 390 n 11.04 11.99 21 21 228 248 21 21 228 248 C 168-30ad 0.032 0.91 1.74 1483 1483 1343 2574 13 13 12 23 F 2OP-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-td 0.989 27.99 0.00 1470 148 4140 0 1470 148 4140 0 61 c) AED excursion 26D71 1 2160 Envelope lass/gain 17014 18716 10685 8918 12 a) Infiltration 5711 1809 2748 870 b) Room ventilation 0 0 0 0 13 Internal(pns: Occupants @ 230 6 1380 6 1380 Apphances/other 2415 2415 Subtotal (lines 6 to 13) 22725 243201 13432 13584 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribulion 0 0 0 0 14 Subtotal 22725 24320 13432 13584 15 Duct bads 1 34% 42% 7654 10157 25% 25% 3358 3396 Total room bad 30380 34477 16791 16980 Air required (cIm) 16801 1 68DI 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 07 A -- wrtghtsoft- Right - Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-24 09 00: 1 IingionBGLE\Lol291ThombrookeDartingionBGLE.rup Calc - MJ8 House laces. E 1' DEL -AIR warm • M eamoeo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIO2NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407- -2665 ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot291ThombrookeDarlingil Date: 614/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It 3 Room height 9.0 It 4 Room dimensions 5 Room area 1469.3 Ile Ty Construction U•value Or HTM Area (fly Load Area Load number Btuh/Itz•F) BtulVft2) or penmeter (11) Bluh) or perimeter Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 Vjl 12C-Osw 0.091 n 2.58 2.34 491 470 1209 1100 II-----f(a 2A-2ov 0.340 n 9.62 10.58 6 0 58 63 2A-2ov 0.340 n 9.62 10.58 15 0 144 159 13A-7.5ocs 0.095 n 2.69 IV 0 0 0 0 11 2A-2ov 0 340 n 9.62 10.58 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 13A-7.5ocs 0.095 ne 2.69 1.67 0 0 0 0 t0c-v 0.340 ne 9.62 18.97 0 0 0 0 Vy 12C-Osw 0.091 a 2.58 2.34 270 240 618 562 2A•2ov 0.340 a 9.62 30.36 30 0 289 911G W 13A-7.5ocs 0.095 a 2.69 1.67 0 0 0 0 Vy 0 12C-0sw 0.091 s 2.58 2.34 491 461 1186 1079 2A-2ov 0.340 s 9.62 10.77 30 53 289 323 LG 13A-7.5ocs 0.095 s 2.69 1.67 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 Vy 12C-Osw 0.091 w 2.58 2.34 270 200 515 469 I--( f'a 2A-2ov 2B-21v 0.340 0.340 w w 962 9.62 30.36 30.36 30 40 0 0 289 385 911 1214 13A-7.5ocs 2A•2ov 0 095 0.340 w w 2.69 9.62 1.67 30.36 0 0 0 0 0 0 0 0 2A-2ovd 0.580 w 16.41 16.85 0 0 0 0 W P 16A-30ad 12C-Osw 0.032 0.091 w 0.91 2.58 2.38 1.44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 168•30ad 0.032 0.91 1.74 1469 1469 1331 2551 F 20P-191 0.050 1.41 0.71 13 13 18 9 F 22A-td 0.989 27.99 0.00 0 0 0 0 61 c) AED excursion 1447 Envelope loss/gain 6329 9798 12 a) Irlliftration 2963 939 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9293 10736 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9293 10736 15 Duct loads 1 469r6 63% 4296 6761 Total mom bad 13589 17498 Air required (cm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AA wrightsotft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-24 0 Page 2 lingionBGLE%Lot291ThombmokeDariingionBGLE.rup Calc - MJ8 House laces: E 1' DEL -AIR Right-J® Worksheet eaolla.re ahu 1 DEL -AIR HEATING 8t AIR CgNDITIQNINC 1 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax 407-333-3853 Web: WWW DEL-AIR.COM Job: Lot291Thom brookeDallingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr I'm 2 Exposedwall 147.91t 42.0It 3 Room height 9.3 It 9.3 It heal/cool 4 5 Room dimensions Roan area 1470.0 It= 17. 0 x 15.5 it 263. 5 10 Ty Construction U•value Or HTM Area (ftj Load Area (I12) Load number Btuh/Iti°F) Stuh/ft2) or perimeter (It) Btuh) or perimeter (11) Bluh) Heat Cod Gross N/P/S Head Cod Gross N/P/S Heat Cool 6 Vj/ 12C- sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 n 2.69 1.67 494 470 1264 784 159 159 426 264 11 2A-2ov 0.340 n 9.62 10.58 5 0 48 53 0 0 0 0 2A• 2ov 0.340 n 9.62 10.58 19 0 185 204 0 0 0 0 V La13A-7.5ocs 0.095 ne 2.69 1.67 46 23 61 38 0 0 0 0 tOC• v 0.340 re 9.62 18.97 23 0 225 443 0 0 0 0 V/ 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 G 2A•2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W y/ Y-- G 13A- 7.5ocs 12C- 0sw 0. 095 0. 091 a s 2. 69 0. 00 1. 67 0. 00 51 0 51 0 138 0 86 0 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A- 7.5ocsT_G0. 095 s 2.69 1.67 508 470 1263 783 89 89 238 148 2A- 2ov 0.340 s 9.62 1215 39 0 374 472 0 0 0 0 QC- Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 T= 2A•2ov 2S- 21v 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ILS13A- 7.5ocs 0.095 w 2.69 1.67 280 150 402 249 145 86 232 144 2A- 2ov 0.340 w 9.62 30.36 58 0 561 1769 58 0 561 1769 2A• 2ovd 0.580 w 16.41 16.85 72 w 1182 1213 0 0 0 0 W P LD 16A• 30ad 12C- 0sw 0. 032 0. 091 w 0.91 2. 58 2. 38 1. 44 30 244 30 223 27 575 71 322 30 0 30 0 27 0 71 0 11D0 0.390 n 11.04 11.99 21 21 228 248 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 13 13 12 23 0 0 0 0 F 20P•191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 1470 148 4140 0 264 42 1176 0 61 c) AED excursion 121601 1 864 Envelope loss/gain 10685 8918 2660 3261 12 a) Infiltration 2748 870 822 260 b) Roan ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/ other 2415 600 Subtotal ( lines 6 to 13) 13432 13584 3482 4351 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 13432 13584 3482 4351 15 Duct loads 1 25% 25% 3358 3396 25% 256/6 871 1088 Total room load 16791 16980 4353 5439 Air required (elm) 840 840 218 269 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t= . wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-FeD24 0 Page 3 IinglonBGLBLot291ThombrookeDarlingionBGLE. rup Calc = MJ8 House laces: E 1 DEL -AIR taro-areaorra c Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR JD03-531 CODISCO WAY, SANFORD, FL 3277111o432MFa407-333.3853 Web: WWW.DEL-AIR.COM Job: Lo1291ThombrookeDadingt... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12 0 It 0 It 3 Room height 9.3 It heaUcool 9.3 11 heal/cool 4 5 Room dimensions Room area 12. 0 x 8.0 It 96. 0 112 6. 5 x 7.5 It 48. 8 112 Ty Constriction number U• value BluIVItZ• F) Or HTM Btuh/ Itj Area ( III or perimeter (It) Load Btuh) Area ( It) or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heal cool 6 V)/ 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11----(fa 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 n 2.69 1.67 112 112 301 187 0 0 0 0 11 2A•2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 Vjl L_G 13A• 7.5ocs tOC- v 0. 095 0. 340 ne no 2. 69 9. 62 1. 67 18. 97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy G 12C- 0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 20v 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W t_ f 13A• 7.5ocs 12C- 0sw 0. 095 0. 091 a s 2. 69 0. 00 1. 67 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A• 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V LG13A-7.5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 2A• 2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vj/ 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 II---- ff'i2A• 2ov 28- 21v 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ILS13A- 7.5ocs 2A- 2ov 2A- 2Dvd 0. 095 0. 340 0. 580 w w w 2. 69 9. 62 16. 41 1. 67 30. 36 1& 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W R L.- D 16A• 30ad 12C- 0sw 0. 032 0. 091 w 0.91 2. 58 2. 38 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 D0 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•10 0 989 27.99 0.00 96 12 336 0 49 0 0 0 61 c) AED excursion 101 0 Envelope loss/gain 637 177 0 0 12 a) Inliltralion 218 69 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants Co) 230 0 0 0 0 Appliances/ other 0 5 Subtotal ( lines 6 to 13) 1 855 246 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 855 246 0 5 15 Duct loads 125% 25% 214 61 255/6 1 25% 0 1 Total room bad 1069 307 0 6 Air required (clm) 53 15 01 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c - Pk wright[soft' 2017-Feb-24 09:00:07 AMRight- Suite®Universal 2017 17.0 16 RSU24011 Page 4 IingionBGLL% Lot291ThombrookeDartingionBGLE.rup Cale - MJ8 House laces E 1 D.EL-AIR of mallaelo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot291ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 It 21.0 If 3 Room height 9.3 It heat/cool 9.3 It heaUcool 4 5 Room dimensions mRooarea 5. 5 x 3.5 It 19. 3 IF 1. 0 x 146.5 It 146. 5 112 Ty Construction U•value Or HTM Area (It2) Load Area (III Load number BtulVftz•F) Stuh/ft2) or perimeter (It) Btuh) or perimeter (It) Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat cod 6 Vj/ 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 IL---( C 2A- 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 20v 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A•7.5ocs 0.095 n 2.69 1.67 0 0 0 0 145 125 337 209 11 2A-20v 0.340 n 962 10.58 0 0 0 0 0 0 0 0 G 2A•2ov 0.340 n 9.62 10.58 0 0 0 0 19 0 185 2D4 t- G 13A- 7.5ocs 10C- v 0. 095 0. 340 ne ne 2. 69 9. 62 1. 67 18. 97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 GW WL12C- 0sw 13A- 7.5ocs 0.095 0. 091 a s 2. 69 0. 00 IV 0. 00 0 0 0 0 0 0 0 0 51 0 51 0 138 0 86 0 2A• 2ov 0.340 s 0.00 0,00 0 0 0 0 0 0 0 0 y/ 13A•7.5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 VI/ L- fC 12C- 0sw 2A• 2ov 28- 21v 0. 091 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yy C 13A- 7.5ocs 2A- 2ov 2A- 2ovd 0. 095 0. 340 0. 580 w w w 2. 69 9. 62 16. 41 1. 67 30. 36 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CW R L___ p 16A- 30ad 12C- 0sw 0. 032 0. 091 w 0.91 2. 58 2. 38 144 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 D0 0.390 n 11.04 11 99 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2DP-191 0.05D 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 19 0 0 0 147 21 588 0 61 c) AED excursion 1 0 24 Envelope lossigain 0 0 1248 474 12 a) Infiltration 0 0 382 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 0 Subtotal ( lines 6 to 13) 1 0 5 16301 595 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 1630 595 15 Duct loads 259/6 250/6 0 1 25% 25% 407 149 Total room bad 0 6 1 2037 744 Air required (clm) 1 0 0 102 37 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. e. - 4-11- wrightsoft' 2017-Feb-24 09:00:07 zA Right-Suile® Universal 2017 17.0.16 RSU24011 Page 5 IingionBGLE\ Lol29tThombrookeDarlingionBGLE.rup Calc - MJ8 House laces. E DEL --AIR mro • m aomr Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CgNDITIQ2NINC 531 CODISCO WAY, SANFORD, FL 3277t hone: 407- -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lo1291ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 It 40 It 3 Room height 9.3 1t heat/cool 9.3 It heat/cool 4 5 Room dimensions. Room area 4.0 x 11.5 It 460 It= 4.0 x 11.5 It 46.0 II= Ty Construction U-value Or HTM Area (112) Load Area (III Load number Btuh/It4•F) Btuh/II2) or perimeter (It) Bluh) or perimeter (It) Biuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 Vjl 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 13A•7.5ocs 0.095 n 2.69 1.67 37 37 100 62 37 32 87 54 11 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 5 0 48 53 2A-2Dv 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 yl VLC 13A•7.5ocs 0.095 ne 2.69 1.67 0 0 0 0 0 0 0 0 tOC-v 0.340 ne 9.62 18.97 0 0 0 0 0 0 0 0 VII 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 G 2A•2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 a 2.69 1.67 0 0 0 0 0 0 0 0 Vy G 12C-0sw 0 091 s 000 0.00 0 0 0 0 0 0 0 0 2A•2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A•7.5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 C 2A-2Dv 0 340 s 9.62 12.15 0 0 0 0 0 0 0 0 12C-0sw 0 091 w 0.00 0.00 0 0 0 0 0 0 0 0T= 2A-2ov 2B•21v 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-7.5ocs 2A•2Dv 0.095 0.340 w w 2.69 9.62 1.67 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2Dvd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 W P LD 16A-30ad 12C-0sw 0.032 0.091 w 0.91 2.58 2.38 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 D0 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 168•30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP•191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 46 4 112 0 46 4 112 0 61 c) AED excursion 1•27 5 Envelope loss/gain 212 35 247 102 12 a) Infiltration 73 23 73 23 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 285 658 3W 125 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 285 658 320 125 15 Duct bads 1 25% 25% 71 165 25% 25% 80 31 Total room load 356 823 400 1% At recprired (cfm) 18 41 20 8 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 0ghtscWt- Righl-Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-24 09:00 Page 6 IingionBGLBLot291ThombrookeDarlingionBGLE.rup Calc = MJ8 House laces: E 1 DEL -AIR Right-J® Worksheet r.mo-.omnrro.o ahu 1 t DEL -AIR HEATING & AIR CgNDITIONIN 11 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2fi65 ax 407-333-3853 Web WWW.DEL•AIR COM Job: Lot291ThombrookeDarlingli Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 It 10.0 It 3 Room height 9.3 It beat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 ft2 1.0 x 210.0 It 210.0 f12 Ty Construction U•value Or HTM Area (III Load Area (III Load number BtuN42-°F) BlUIVIl j or perimeter (it) Btuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vjl _ 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A.2w 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0F----`G+ 2A-2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 13A•7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 9.62 1058 0 0 0 0 0 0 0 0 2A•2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 Vll 13A-7.5ocs 0.095 ne 2.69 1.67 0 0 0 0 0 0 0 0 f 10C-v 0.340 ne 9.62 18.97 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W Y-0 13A-7.5ocs 12C-Osw 0.095 0.091 a s 2.69 0.00 1.67 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2w 0 340 s 0.00 0.00 0 0 0 0 0 0 0 0 t-G0.0% 13A-7.5ocs s 2.69 1.67 191 191 514 319 93 54 146 91 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 39 0 374 472 Vjl 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 r-[ f 2A•2ov 2B-21v 0.340 0.340 w w 0.00 000 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yy 13A-7.5ocs 0.095 w 2.69 1.67 135 63 170 106 0 0 0 0 CC 2A-3ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ovd 0.580 w 16.41 1685 72 72 1182 1213 0 0 0 0 W P LD 16A-3Dad 12C-Osw 0.032 0.091 w 0.91 2.58 238 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 000 297 35 980 0 210 10 280 0 6 c) AED excursion 1379 88 Envelope loss/gain 2846 3D16 800 651 12 a) Irdihrmion 636 201 182 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 3482 4138 982 938 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribulion 0 0 0 0 14 Subtotal 3482 41M 982 938 15 Duct bads 25% 25% 870 ION 2.5%1 25% 245 235 Total room bad 4352 5172 1 1227 1173 Air required (clm) 218 256 1 61 58 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A:. # wrighttsoft' 2017-Feb-24 09 00 07 A Right•Suite® Universal 2017 17.0.16 RSU24011 Page 7 IingtonBGLE\Lol291ThornbrookeDartingionBGLE.rup Calc - M.18 House faces: E 1 DEL -AIR r mro • M urrarrrtrr Right-J® Worksheet ahu 1 DEL -AIR HEATING 81 AIR gNINg531CODISCOWAY, SANFORD. FL 32771 hone: 407-NDITIQ2-2665 ax: 407-333-3953 Web. WWW.DEL-AIR COM Job: Lo1291ThombrookeDarlingt... Date: 6/4/2014 By: FJF I Room name pantry kitchen 2 Exposed wall 0 it 19.9 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 3.5 It 21.0 W 1.0 x 275 8 It 275.8 112 Ty Construction U-value Or HTM Area (It2) Load Area (112) Load number Btuh/I14"F) Blutdit2) or penmeter (It) Btuh) or perimeter (It) Btuh) Heal Cod Gross N/P/s Heat Cod Gross WP/S Heat Cool 6 Vj/ 12C-Osw 2A-2ov 0.091 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-f( 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 13A-7.5ocs 2A-2Dv 0.095 0.340 n n 2.69 9.62 1.67 10.58 0 0 0 0 0 0 0 0 5 0 5 0 13 0 8 0 yLG 2A-20v 13A-7.5ocs IOC-v 0.340 0.095 0.340 n ne ne 9.62 2.69 9.62 10.58 1.67 18.97 0 0 0 0 0 0 0 0 0 0 0 0 0 46 23 0 23 0 0 61 225 0 38 443 Vy G 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-20r 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W t12C-0sw 13A-7.5ocs 0.095 0 091 a s 2.69 0.00 1.67 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0C Vy t-G 13A-7.5ocs 2A-20v 0.095 0.340 s s 2.69 9.62 1.67 12.15 0 0 0 0 0 0 0 0 135 0 135 0 364 0 226 0 12C-Osw 2A-2ov 28-21v 0.091 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V)I 13A-7.5ocs 2A-201 0.095 0.340 w w 2.69 9.62 167 30.36 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 L G 2A-2Dvd 0.580 w 16.41 1685 0 0 0 0 0 0 0 0 W P, Ip 16A-30ad 12C-Osw 0.032 0.091 w 0.91 2.58 238 1.44 0 0 0 0 0 0 0 0 0 244 0 223 0 575 0 322 11D0 0.390 n 11.04 11.99 0 0 0 0 21 21 228 248 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 13 13 12 23 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 21 0 0 0 276 20 557 0 61 c) AED excursion 0 103 Envelope loss/gain 0 0 2034 1204 12 a) IMihration 0 0 363 115 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 0 5 1 2397 2518 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2397 2518 15 Duct loads 125% 259% 0 1 259b 25% 599 630 Total room bad 0 6 2996 3148 Air required (cim) 0 0 1 150 156 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w wrightsoft' Right -Suite® Universal 2017 17 0.16 RSU24011 2017-Feb-24 0 Pge077 IingionBGLE\Lot291ThombrookeDartingionBGLE.rup Cale - MJS House faces: E DEL -AIR Right-J® Worksheet M emrrmra ahu 2 DEL -AIR HEATING & AIR C9NDITIQ ING531CODISCOWAY, SANFORD, FL 32771 hone 407-3 -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot291Thorn brookeDartingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 It 39.5 It 3 Room height 90 It 9.0 It heaUcool 4 5 Room dimensions Room area 1469.3 112 14. 5 x 15 5 It 224. 8 Its Ty Construction U-value Or HTM Area (Its Load Area (f11 Load Bluh/ ItzoF) BtulVlt2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vjl 12C-Osw 0.091 n 2.58 2.34 491 470 1209 1100 131 131 336 306 2A- 2Dv 0.340 n 9.62 10.58 6 0 58 63 0 0 0 0 IF--- fCi 2A-2ov 0 340 n 9.62 10.58 15 0 144 159 0 0 0 0 13A- 7.5ocs 0.095 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0 340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 ne 0.00 0.00 0 0 0 0 0 0 0 0 10C- v 0 340 ne 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 0 091 a 2.58 2.34 270 240 618 562 0 0 0 0 2A- 2ov 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 W 13A-7.5ocs 0.095 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C.Osw 0 091 s 2.58 2.34 491 461 1186 1079 86 86 220 200 2A- 2Dv 0.340 s 9.62 10.77 30 53 289 323 0 0 0 0 GY_ G0.095 13A-7.5ocs 2A- 2ov 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 II---- fC 12C- Osw 2A• 2ov 2B- 21v 0. 091 0. 340 0. 340 w w w 258 9. 62 9. 62 2. 34 30. 36 30. 36 270 30 40 200 0 0 515 289 385 469 911 1214 140 30 0 110 0 0 282 289 0 257 911 0 Vy 13A•7.Socs 2A- 2ov 0. 095 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- 2Dvd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 W P L- D 16A- 30ad 12C- Osw 0. 032 0. 091 w 0.00 0. 00 0. 00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 1469 1469 1331 2551 225 225 204 390 F 20P•191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tot 0.989 0.00 000 0 0 0 0 0 0 0 0 61 c) AED excursion 14471 1 276 EmreIDM loss/gain 6329 9798 1330 2340 12 a) lydihration 2963 939 693 219 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) 9293 10736 2023 2559 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9293 10736 2023 2559 15 Duct loads 146% 631/64296 6761 46% 63% 935 1612 Total room bad 13589 17498 2958 4171 11 Au required (cm) 840 840 1831200 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c _ rk wrightsoft' 2017-Feb-24 09 00 07 Right• Sute® Universal 2017 17 0 16 RSU24011 Page 9 IinglonBGLENLot291ThombrookeDariingionBGLE. rup Cale - M.18 House laces: E D.EL--AIR or mmnorw Right-J® Worksheet ahu 2 DEL -AIR HEATING 81 AIR 531 CODISCO WAY, SANFORD, FL 32771 hND407- N2WTax. 407-333.3853 Web WWW.DEL-AIR COM Job: Lot291ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bth 2 blh 3 2 Exposed wall 9.0 1t 11.5 It 3 Room height 9.0 1t heal/cool 90 1t heat/cool 4 5 Room dmensiorls Room area 9.0 x 6.0 It 54.0 ft2 11.5 x 6.0 1t 69.0 It2 Ty Construction U•value Or HTM Area (1t2) Load Area (112) Load number StuN112-•F) BluIVft2) or perimeter (It) Btuh) or perimeter (It) Stuh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 Vl/ 12C-0sw 0.091 n 2.58 2.34 81 75 193 176 104 104 267 243 IL---ff 2A-2ov 0.340 n 9.62 10.58 6 0 58 63 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 13A-7 Sacs 0.095 n 0.00 000 0 0 0 0 0 0 0 0 11 2A-2ov 0 340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 13A-7.5ocs t0C-v 0.095 0 340 ne ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy YLC 12C-0sw 2A-2ov 0 091 0.340 a a 2.58 9.62 2.34 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W tVy 13A•7.5ocs 12C-0sw 0 095 0.091 a s 0.00 2.58 0.00 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0G yl 13A-7.5ocs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0G Vy 12C-0sw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 I---CG 2A-2ov 2B-21v 0.340 0.340 w w 9.62 9.62 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-7.5ocs 2A-2ov 2A-2ovd 0.095 0.340 0.580 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W P L-D 16A-30ad 12C-Osw 0.032 0.091 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 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 54 54 49 94 69 69 62 120 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A•ld 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1.35 39 Envelope loss/gain 300 298 329 323 12 a) Inliltration 158 50 202 64 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) 458 348 531 387 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redstnbulion 0 0 0 0 14 Subtotal 458 348 531 387 15 Duct bads 1 46% 63% 212 219 48% 63"/6 245 244 Taal room bad 669 566 776 630 Air reouired (cim) 41 27 1 48 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A--. 4 wrightsoft' Righl-Suite® Universal 2017 17.0 16 RSU24011 2017-Feb-24 09 00:077 IingionBGLENLot291ThornbrookeDarlingionBGLE.rup Cafc = MJ8 House faces: E Page 10 1 DEL -AIR rtu • of wmrrar Right-J® Worksheet ahu 2 DEL -AIR HEATING 81 AIR C9NDITIR NINC 531 CODISCO WAY, SANFORD, FL 32771 none: 407- -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lo1291Thom brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rim4 rrn 3 wic 2 Exposed wall 28.0 It 7.0 It 3 Room height 9.0 11 heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 14. 0 x 14.0 It 196. 0 f12 9. 5 x 5.0 it 47. 5 It2 Ty Construction U-value Or HTM Area (III Load Area (It2) Load number Btuh/it4•F) Stuh/It2) or perimeter (it) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 Vjl 12C-Osw 0.091 n 2.58 2.34 126 111 286 260 18 18 46 42 I---- fCi 2A- 3ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2ov 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 13A. 7.5ocs 0.095 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vy f 13A- 7.5ocs 0.095 no 0.00 0.00 0 0 0 0 0 0 0 0 tOC- v 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 t- G2A-2ov 12C- Osw 0.091 a 2.58 2.34 126 111 286 260 45 45 116 105 0. 340 a 9.62 30.36 15 0 144 455 0 0 0 0 W 13A-7.5ocs 0.095 a 0.00 0.00 0 0 0 0 0 0 0 0 Y- a2A-2ov 12C- Osw 0.091 s 258 2.34 0 0 0 0 0 0 0 0 0. 340 s 9.62 10.77 0 0 0 0 0 0 0 0 t- G0.095 13A-7.5ocs s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2oV 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 1----( t 12C- Osw 2A• 2ov 28- 21v 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 34 30. 36 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ILS13A- 7.5ocs 2A- 2ov 0. 095 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- 2Dvd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 W P I-- D 16A- 30ad 12C- Osw 0. 032 0. 091 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 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 196 196 177 340 48 48 43 82 F 20P•19i 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A-tot 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-83 26 Envelope loss/gain 1038 1391 221 213 12 a) Irdiflration 491 155 123 39 b) Room ventilation 0 0 0 0 13 Imemal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Sublotal ( lines 6 to 13) 1 1529 1547 344 251 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1529 1547 344 251 15 Duct loads 1 46% 63% 707 974 48 % 63% 159 158 Total room bad I 2236 2521 503 410 Au required (cm) 1138 121 31 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A-- _ Fk wrightsotft' 2017-Feb24 09:00:07 AM Right -Suite® Universal 2017 17 0.16 RSU24011 Page 11 IingionBGLE\ Lot291ThombrookeDarlingionBGLE.rup Calc = MJ8 House laces. E 1' DEL -AIR Elmo - u rxmltororo Right-J® Worksheet ahu 2 DEL -AIR HEATING 81 AIR CgNDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 ax: 407-333.3853 Web, WWW.DEL-AIR.COM Job: Lot291Thom brookeDarlingt... Date: 6/4/2014 By: FJF 1 m Roonamenn 3 bit 2 Exposed wall 24.0 It 11.5 it 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 it 143.0 fie 11.5 x 11.0 It 126.5 IR Ty Construction U-value Or HTM Area (I12) Load Area (I12) Load number Btuh/ ltzOF) BtuN1tj or perimeter (It) Btuh) I or perimeter (It) Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vy I--fi 12C-0sw 2A•2Dv 2A-2Dv 0.091 0.340 0.340 n n n 2. 58 9.62 9.62 2.34 10.58 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- f11Vy I- l 13A-7. 5ocs 2A•2ov 0.095 0.340 n n 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Imo; 2A- 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ I-- 0 13A•7. 5ocs tOC-v 0.095 0.340 ne ne 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 12C- 0sw 2A-2Dv 0.091 0.340 a a 2. 58 9.62 2.34 30.36 99 15 84 0 216 144 197 455 0 0 0 0 0 0 0 0 W t12C- 0sw 13A•7. 5ocs 2A•2bv 0.095 0.091 0.340 a s s 0. 00 2.58 9.62 0.00 2.34 10.77 0 117 0 0 117 0 0 301 0 0 274 0 0 104 30 0 74 26 0 189 289 0 172 323 f Vy13A• 7.5ocs 2A•2w 0 095 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 VjlC f 12C- 0sw 2A-2ov 2B•21v0.091 0.340 0.340 w w w 2. 58 9.62 9.62 2.34 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy i-- G 13A-7. 5ocs 2A•2Dv 2A•2ovd 0.095 0.340 0.580 w w w 0. 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I--( iWP, 16A• 30ad 12C-0sw 0.032 0.091 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 D DO 16B•30ad 0.390 0 032 n 0. 00 0.91 0.00 1.74 0 143 0 143 0 130 0 248 0 127 0 127 0 115 0 220 C F20P- 19t 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A• id 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 39 39 Envelope loss/ gain 793 1215 593 676 12 a) Infiltration 421 133 202 64 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) 1 1214 13481794 740 Less external load 0 0 0 0 Less transler 0 0 0 0 Redsinbution 0 0 0 0 14 Subtotal 1214 1348 794 740 15 Duct bads 46% 63% 561 849 46% 63% 367 466 Total room bad 1775 2197 1161 1206 Air required ( clm) I 1 1101 105 721 58 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 A wrightsoft^ 2017- Feb-24 09:00:07 Right-SuileS Universal 2017 17.0 16 RSU24011 Page 12 ImgionBGLE%Lot291ThombrookeDarlingionBGLE. rup Calc = MJB House faces: E DEL --AIR Right-J® Worksheet aro•areaorlo o ahu 2 DEL -AIR HEATING & AIR gNDITIQ&NINC1531CODISCOWAY, SANFORD, FL 32771 hone 407• 26659665 ex. 407-333-3853 Web: WWW.DEL-AIR.COM Job: 011291 ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 It 3.5 It 3 Room height 9.0 It heat/cool 9.0 It heaUcool 4 5 Room dimensions mRooarea 20. 5 x 14.5 It 297. 3 It2 1. 0 x 311.3 It 311. 3 112 Ty Construction U-value Or HTM Area (f12) Load Area (It2) Load number BtutV112-*F) Btutdit") or perimeter (11) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat cod Gross N/P/S Heat Cool 6 V)I 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 32 32 81 74 It----( C' 2A•2ov 0.340 n 9.62 t0.58 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 yl V-- G 13A• 7.5ocs 0.095 ne 0.00 0.00 0 0 0 0 0 0 0 0 10C- v 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 yl G 12C- Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 W 13A.7.5ocs 0.095 a 0.00 0.00 0 0 0 0 0 0 0 0 WL12C- Osw 0.091 s 2.58 2.34 185 185 475 432 0 0 0 0 2A• 2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 Vy Y-- G 13A- 7.5ocs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V/ Imo- fC 12C- Osw 2A- 2w 2B• 21v 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 234 30. 36 30. 36 131 0 40 91 0 0 233 0 385 212 0 1214 0 0 0 0 0 0 0 0 0 0 0 0 ILS13A- 7.5ocs 2A- 2ov 0. 095 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- 2Dvd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 W P 16A• 30ad 12C- Osw 0. 032 0. 091 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 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 297 297 269 516 311 311 282 540 F 2DP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A•td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1412 59 Envelope loss/gain 1362 2787 363 556 12 a) Intitlration 614 194 61 19 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) 11976 2981 424 575 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1976 2981 424 575 15 Duct bads 1 46% 63% 914 1877 48% 63% 1961 362 Total room bad I 2889 4859 621 937 Air required (clm) 179 233 1 1 38 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 ` t•. -Fk wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017- Feb-24 09:8 . 07 IinglonBGLE% Lot291ThombrookeDartingionBGLE.nrp Calc = MJ8 House faces- E 41DEL -AIR Duct System Summary Job: 291ThombrookeDarli... EA m * to w m1mmm Date: 6/4/2014 I allll 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407333.2665 Fax, 407.333.3653 Web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/10011 840 cfm 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Fig.Egv Ln (ft) Trunk den h 2037 102 37 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO dining rm h 1227 61 58 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm c 5172 218 256 0.183 9.0 Ox 0 VIFx 36.2 95.0 stl kitchen c 3148 150 156 0.212 7.0 Ox 0 VIFx 18.1 95.0 stl msir t4h h 1069 53 15 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm c 5439 218 269 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 rnstrWc c 6 0 0 0.164 4.0 Ox0 VIFx 36.7 110.0 st3 mslr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox0 VIFx 19.6 95.0 stl pwdr h 400 20 8 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO tit c 823 18 41 0.191 4.0 Ox 0 VIFx 30.9 95.0 SO Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 271 285 0.148 522 10.0 0 x 0 VinlFlx SO stl Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx C wri htsoft• 2017-Feb-24 09.00:09 9 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 1 A...IingtonBGLE\Lot291ThombrookeDartinglonBGLE.rup Calc = MJfi House laces: E Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft• 2017-Feb09,00 09 ti 9 Righl-Suile® Universal 2017 17 0.16 RSU24011 Page 2 IingionBGLSLot291ThombrookeDarlingionBGLE. rup Calc = MJ6 House faces: E 1 DEL -AIR Duct System Summary mm•°"emmTOmin ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407333.2665 Fax 407.333-3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Job: Lot291ThombrookeDarli... Date: 6/4/2014 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 0.202 in/100ft 0.202 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk blh 2 h 669 41 27 0.318 4.0 Ox 0 VIFx 5.5 70.0 bill 3 h 776 48 30 0.311 4.0 Ox 0 VIFx 7.1 70.0 loll h 1161 72 58 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below c 2429 89 117 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 2429 89 117 0.286 6.0 Ox 0 VIFx 14.0 70.0 ml 2 C 4171 183 200 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 105 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2236 138 121 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs C 937 38 45 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 183 0.202 609 8.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx A * wrightsoft• Right-Suile® Universal 2017 17.0.16 RSU24011 40%..IingionBGLE\Lot291ThombrookeDarlingionBGLE.rup Cale = 101J8 House faces: E 2017-Feb-24 09:00:09 Page 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name. Lot291ThornbrookeDarlinglonBGLE Builder Name: Taylor Morrison Street. Permit Office: City, State, Zip- FL , Permit Number: Owner- Jurisdiction. 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered w'dh 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 2/24/2017 8:43 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 2/24/2017 8:42:44 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot291ThombrookeDarlingtonBGLE Builder Name Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area.: 2582 sq.ft. Cond. Volume. 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved thins party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1 Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4 Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5 Heating and cooling systems, if installed at the time of the test, shall be turned off, and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: yO tHE Srgp o 2/24/2017 8.43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved thins 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 heal recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMAIWDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psi (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)MI ducts, air handlers, and filter boxes and building cavities that forth the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be `substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/24/2017 8:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS -(Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. O 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. O 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'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TMA, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403 6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/24/2017 8:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. 0 R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9 3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14 O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2 Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heal 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. D RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights D R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/24/2017 8:43 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 13- barn duc-t to wall cap 42X42 A/C SLAB 2.0 TON V/5KV @240V IPH w/fan BY BLDR MIN 1840 ppplea Nutc 696RNbldrformby2FROMWALLscaleof/8'=1.0. 0 TOR Tea z-2 z-T yd as RlO A/C A/C Sol uY PAD l lOx 15 0 I I aa' we RTar s V-e MT i 4 • ( MASTER SUITE 9. so a•-one•-s• 12x12 lrcli 4' V-•• TTUT ac. if LsrRATaa — — 16x16 ragTTI TrOW= ill Semm TW."av RM Mow-1 Caftywom MF=-"fl ll W9 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS V n' I 3r 53' VVMDOW CA11-OUT5 26' 094 to V SW a sW I 3T SW 39' 094 103394 135W 3394 83 SI' W 50 W 3154 24 9; 34 5W y 7379 65W W Z V SSW 36V 3 4' r3 * SW V! 36 sW 16 5W 36 54 tTG vBtFt' F4llClRf OFEIl3C5 FOR All S OQ10, W015510 AV NTALUATO MAT vVY PW rMFAC11M AIO S TOFCAT06 R Z WRTOFiMFIAMFOR MIS OFCY DQU ISED( Wa4Kr5KC4 W-CK.CRFD® aA56• FCi) jto e I I 1646rnLava I e;. I A aniT I TTt1> AI aIIAW m 1 ICA I LANAI 1 FAMILY FAMILY ROOM T- e•a'-• I V-e 0.T. NT. yyy 125542 sr swI f 2-STORY VOUAK / 1 R6uea Tan Al 6-0A"A J- r I bath duct o wall cap fan z T • FIAT CA d 356 c l mIOxlo rag el 6' _ T` Ton Transfer ducts/grilles sized InY• 1 compliance with Florida Resldentlal Ro •+ Building Code - M1602.4 Balanced Return Air, exceptions 1-3. Builder - must provide unrestricted l Inch undercut on doors to habitable rooms. 0 6' 1 18'xl2' as RV- CYi. \ / ' i Tart 1 m I ENTRY I T- 4' RLT. MT.I QQ> V- 4• TUT QA I I S I 12x6 Iwcd j 1 l-J s Tatz I I I cwc- 7' kltchen vent to roof cap Yu awavmee r--------- Demo I Room'• 1 Ltwax 4N I I CF I RMOV. rHUM MMfl A I 1 l l WAI I 1 ll zo•-W.2'-o• I 6 j T-a• 0.T. MT. i . p11xUL- I Nam Jrx, ij i ow 1 QI RR I Ju--------• 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. RsIMPKrREADKK MAIN FLOOR 1461 OF. UPPER FLOOR 105 SF. O L LIV1Wq n 9 29826F. 455 OF1396F- ENTRY 4 lisp - TOTAL 5a FT 1 3241 OF. N Z 0_ m Q QQ 9 Q W W Q V 0 Z 0 I) H W Y Zo 0 a T PQ o Cv Z N J J O O -- 0 4-L, QQ0= AJ 0 r N CO W Z Z p W J Q m Q O J O O Q W mCLJ( n00 r 2.0 TON V/SKV @240V 1PH 1840 pten p ntForm by bldr scale 11/8'=1'0' Transfer ducts/grilles sized In compliance with Florldo Residential Building Code - M1602.4 Balanced Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch undercut on doors to habitable rooms. 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. N Z O10 v ,D 1,0 `0 1 w W \ \ M a 00 CU CU CU 0 CU M \o CU ClJ Z O V) Z LW Y 0 O O O Q Z OJ o Zr- O J CU Q~a Q J 0 Rating Z } U5 m w > Z O Z o J Q H m Q O J O O Q of m J(n00 DESCRIPTION AS FURNISHED: Lot 291, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. 8P 1'7 - IWc-Yj PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inn. 7_ONIN DATE Rj CORD COPY LOT 304 Ok to construct Single Family home with setbacks and AT 00° 10' 44" W impervious area shown on plan. I 40.00' tip' I I LOT 291 P\ 19.80' 19.80' 3.0'x3.0 5.33' AC 5.33' 5.00' 5.00' 15 7 COVERED i. PATIO ° J W O( 5 IN e` PROPOSED RESIDENCE O O MODEL: DARLINGTON-8 p O 2 CAR GARAGE LEFT d O Q) w C'2 LOT 292 CO 1j 00 5.0' hti 5.00' o ENTRY o S.7' No 0 5.00' 21.3' 16' ERNE 25.20' 25.20' 11 10' unl. ESMr.I 235.03' 0 0 Q PROPOSED = FINISHED SPOT GRADE ELEVA77ON PER DRAINAGE PLANS r"- PROPOSED DRAINAGE FLOW LOT GRADING TYPE A i PROPOSED F.F. PER PLANS - 23.9' PROPOSED GRADE PER CONSTRUC77ON PLAN 5' CONC. WALK 3' FLARES PB B.B.)S 00° 10' 44" E 40.00' ROCKY GROVE LANE 50' RIW) TRACT I UTILITY & ACCESS R/W BUILDING SETBACKS: FRONT - 25' REAR - 15' SIDE = 5.0' SIDE CORNER - 10' LOT 290 DRAINAGE INLET AS SCALED FROM DRAINAGE PLANS NOT FIELD VERIFIED) LVI 4,600 5U.FT. LIVING 1.467 SOFT. GARAGE 455 SOFT. ENTRY 71 SOFT. LANAI 139 SO.Fr. BREEZEWAY= N/A SOFT. DRIVEWAY 403 SOFT. A/C PAD 18 SOFT WALKWAY 70 SO.FT. IMPERVIOUS- 54.6 f• 2.623 SOFT. SOD 7 177 cn FT R/W 440 SOFT. APRON 110 SO.FT. PLOT PLAN ONLY* SIDEWALK 200 SO.FT. NOT A SURVEY) 130 sD.Fr. 67 PROPOSED INFORMA77ON SHOWN AREA 5,240 SO.FT. BASED ON SUPPLIED PLAN DRIVEWAY 513 SOFT. AND/OR INSTRUCTIONS PER SIDEWALK 270 SOFT. CLIENT NOT FIELD VERIFIED SOD 2 307 SOFT. GRUSL'NME'YE'R-SCOTT & ASSOC. HNC - LAND STIR VE70RNF LEGEND - P DLAT F MELD I.P. IRON PILE I.R. IRON ROD Cx CONCRETE MONUMENT SET IR. 1/2' IR../ILR 4596 a. PR-MIL POINT oC DC60D11NG P.O.C. POINT OF CONNEMMMENT E CENTCRLIE Nil NAIL L DIM R/V RIGHT -Dr -VAT CSNT. EASEHEN7 DRAIN. DRAINAGE 11TIL. U7ILITY LEGEND Pal- POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 TYP. TYPICAL NOTES: PJLLP,C.0 POINT Or REVERSE CURVATIIRC POINT Or COMPOUND CURVATURE 1. THE UNWISNIRED ODES NEREOY CERTIFY THAT THIS SURVEY MEETS TIHE SWIDAR05 OF PRACTICE SET FORTH BY THE FLORIDA SOARD Or RADIAL PROFFESSSONN. SURVEYORS AND MAPPERS W GNPTER W-17 FLORIDA ADMINISTRAM'r CODE PURSUANT W SECTION 47Z027. FLOR/M SYANES NJLNJL NON -RADIAL Z UNLESS WOWEDN7TN SURVEYORS SIONATURE ANDOMOW. RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID . W.P. VITNESS POINT 6. THIS SURVEY WAS PREPARED rROM TIRE D00RMAION /VRNISHED TD ME SVRKYOR. WERE MAY BE OTHER RES WTIONS CALL CALCULATED ONT FASEME'NIS ANT AFFECT 1HLS PROPERTY. RM PERMANENT REFERENCE MONUMENT A. NO UNDERGMVID IMPROVEMENS NAVE SEEN LOGIED UNLESS WINERNISE SHOWN. rf. FINISHED FLOOR ELEVATION 6. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF 1N= CERTIFIED TO AND SNNOULD NOT BE RCU[D UPON SY ANY OTHER MTV.. ML DUDDCN"W DApt L1/E 6. OWDMOMS SHOWN FOR THE WrATION Or WPROVOWINTS HEREON SHDULD NOT BE USED TO RECONSTRUCT BOUNDARY ONES. IL& EASE DCARUG 7. SEARINOS, ARE SUM ASSIREO DUW AND ON THE LWE SNOW AS ELSE BEARING (8.8.) IS, ELEVATIONS, B 9IOWN, ARE DAS.D ON NAT10" OCOOETIC DATUM Or 19Z9, UNLESS OTNERWW NOTED. R. CERTIFWAR Or AVIHOROATTON No. 43Da CLJC. • OWN LIEN FDNCC VDFC. • VOOD FENCE C/D • CONCRETE DLOCK P.C. POINT OF CURVATURE P.T. •POINT OF TANGENNCr DESC. VZ3CAVTIQH CERTIFIED eY: R • RADIUSAREAC 'TMD • DELI C CHORD C.G CHORD REARING NORTH K s_ THIS BUILDING/PROPERTY OOES.NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM* TON USENA(E1ER. R.L.S. / 4714 ZONE -9. MAP / 12117C 0035 F. ES W. SCOTT. R.LS 1 4801 I SCALE I• _ 20'-1 I DRAWN BY: — I A D e PLOT PLAN 03-10-17 RENSED PLOT PLAN 03-31-17 PER No. _ 1061- 17 TAYLOR MORRISON THORNBROOKE S.F. Ll DARLINGTON NfR /. LOT 292 V I 1ST FLOOR WITH OPT: SHOWER IN BATH 2 I• 2ND LAV IN BATH 3 l ` I1 LAUNDRY TUB I r WATER SOFTENER I Aa V I (y 3" WASTE STACK FROM ZND FLOOR TERMINATING TO THE 1ST FLOOR VIM 19 5 3" wo O z 00 00 16D . V rR TRar I I I nF f r LOW j , Jlfff i Pow de r-R v TAYLOR MORRISON THORNBROOKE S.F. DARLINGTON LOT 291 2ND FLOOR WITH OPT: SHOWER IN BATH 2 2ND LAV IN BATH 3 LAUNDRY TUB WATER SOFTENER 3' WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR IN RECORD COPY ectzica ese zvices..na. 2153 Preauer Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN DARUNGTON 2585 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 1 LAUNDRY CIRCUIT AT 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 1 WATER HEATER 1 DISHWASHER 1 CLOTHES DRYER 1 DISPOSAL (113 HP) SUBTOTAL OF GENERAL LOAD FIRST 10 KVA OF GENERAL LOAD AT 100% REMAINDER OF GENERAL LOAD AT 40% 25201 VA x . 4 TOTAL NET GENERAL LOAD 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 5 KW ELECTRIC HEAT AT 65 KW ELECTRIC HEAT AT 65% 7 - 889 LOINC SANFORD OFpAR k 7755 VA 3000 VA 1500 VA 12000 VA 4500 VA 1200 VA 5000 VA 246 VA VA VA 35201 VA 10000 VA 10080 VA 20080 VA 3960 VA 3960 VA 3250 VA 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT 14420 VA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP ISO AMP SERVICE t. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TB0291 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0291 Model: Darlington Tampa, FL 33610 4115 Lot/Block: 291 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. I Seal# Truss Name Date 1 I T10551894 1 C01 3/1/17 118 IT10551911IF15 3/1/17 12 1 T1 0551895 1 CO2 1 3/1/17 119 1 T105519121 F16 1 3/1/17 1 13 I T10551896 I CO3 1 3/1/17 120 1 T105519131 F17 1 3/1/17 14 IT10551897 1 F01 1 3/1/17 121 1T105519141 HR01 1 3/1/17 1 5 IT10551898IF02 3/1/17 122 1 T10551915 1 HR02 3/1/17 6 IT10551899IF03 3/1/17 123 1 T1 05519161 HR03 3/1/17 7 IT10551900IF04 3/1/17 124 1 T1 05519171 HR05 3/1/17 8 IT10551901IF05 3/1/17 25 IT10551918IJ01 3/1/17 9 IT10551902IF06 3/1/17 126 IT10551919IJ02 3/1/17 10 1 T10551903 F07 3/1/17 27 IT10551920IJ03 3/1/17 11 IT10551904IF08 3/1/17 28 IT10551921IJ04 3/1/17 1 12 IT10551905IF09 3/1/17 129 IT10551922IJ05 3/1/17 113 I T105519061 F10 1 3/1/17 130 I T10551923 I J06 1 3/1/17 1 114 I T10551907 I F 11 1 3/1 /17 131 I T 10551924 I J07 1 3/1 /17 1 15 IT10551908IF12 3/1/17 132 IT10551925IJ08 3/1/17 16 IT10551909IF13 3/1/17 133 IT10551926IJ09 13/1/17 1 117 I T 10551910 I F 14 13/1 /17 134 I T10551927 I J 10 1 3/1 /17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e. g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. VDING SplcORD vL1US' G N 3486 • TATE OF ON AL iIlttttttt Jullus Lee PE No.MM Mlrek Usk Inc. FL Cert 6634 6904 Parke East ON. Tampa FL 33610 Date. March 1, 2017 Lee, Julius 1 of 2 RE: TB0291 - Site Information: Customer Info: Taylor Morrison Lot/Block: 291 Address: City: Sanford Project Name: TB0291 Model: Darlington Subdivision: Thornbrooke No. Seal# Truss Name Date 35 1 T10551928 J11 3/1/17 I 136 I T105519291 J12 13/1/17 1 137 I T10551930 I J20 13/1/17 1 138 I T10551931 I J21 13/1/17 1 139 1 T1 0551932 1 R01 13/1/17 140 1T105519331 R02 13/1/17 1 141 1T10551934 1 R03 13/1/17 1 142 1 T1 0551935 1 R04 13/1/17 1 143 1 T1 0551936 1 R05 13/1/17 1 144 1 T1 0551937 1 R07 13/1/17 I 145 1 T105519381 R08 13/1/17 1 146 1 T1 0551939 1 R09 13/1/17 1 147 1 T1 0551940 1 R10 13/1/17 1 148 1T10551941 I R11 13/1/17 1 149 1T105519421 R12 13/1/17 1 150 1T105519431 R13 13/1/17 I 151 1T10551944 1 R16 13/1/17 1 152 1 T10551945 I R17 13/1/17 153 1 T10551946 I R18 13/1/17 I 154 1 T1 0551947 1 R 19 13/1/17 155 1 T1 05519481 RF01 13/1/17 1 156 1T10551949 1 RF02 3/1/17 1 157 1 T1 0551950 1 V01 13/1/17 1 158 1 T10551951 I V02 13/1/17 1 State: Florida 2of2 Job runs runs type PT10551894 TB029t C07 GABLE I'll t 1,3976800, Job Reference (optional) ouuosrs ruswmce, erryu. rem wy, r,unYa o,a. w 0}1,(e ID:ZI7yactf3rgf5y0bDEG6Bra0Ul6.009Dp50tkkW HUhkNH9EIIvpNXTc1GOd55FOYRZIF7T om Scale = 7:25.5 U3 = 1 2 3 4 5 6 7 6 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 15 3x3 = 30 R LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) Na Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) Na Na 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(fL) •0.00 17 Na Na BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 79lb FT = 200%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0.0 oc pur ins, except BOT CHORD 20 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8. pb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) • Max CompJMax. Ten. • All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 sirongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO • Verily design pararmfen and READ NOTES ON THIS AND INCLUDEOWTEX REFERANCE PAGE NP7479 rov. W03W IS BEFORE USE Design valld lot use only with Ml lek®co nnecrors. Ihls desW is lased only upon paamelers shown, and Is lot an Indlvtdai txAdlng component. not a truss system. Before use, the buik9ng designer mtsl verity the aplxlcabllly of design paamelen and properly incorporate Ihh design Into the over,, design. Bracing hx9coled Is to bucabng of Individual miss web and/or chord members only. Ad,ilonal lemporay aril permanent txa,&g M!Tek' btAd ng prevent Is always required for sl=Clty and to prevent collapse with possM personal *ffy and property damage. Fot general guidance rega,ng the 6904 Parke East Blvd. R"IcatkM. slaoge. delivery, election arxt L-Aoct ng of Inssos and tnrss systems. sf*MSVIPII Guailly Criteria, DSB•69 and SCSI Building Component Tarnpa, FL 33610SafetyInformationovtDablefromtrussPlateInshNte. 218 N. Lee Sheol. SJte 312, Alexaxhkt, VA 223)4. runs runs ype ry P T,ossls9s 780291 CO2 Flow Truss 77 t 739768002 Job Reference (optional) ouuae,a ras,avu,cs, ,arty., rw,n wy, rwr„ua a,a. w Pie ID:Zl7yacit3igf5yObDEG6Bta0U16.009Dp50fkkW HUhkNH9EIIvphLXTatGPd55FOYRziF?T Scale = 1:17.0 1 2 3 4 S 6 7 a 16 1s 14 13 12 11 10 9 LOADING (psi) SPACING- 2-" CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) rVa n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) rUa n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(rL) 0.00 9 We n/a BCDL 5.0 Code FBC20141TPI2007 Matrix) Weight: 45Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purtins, except BOT CHORD 2x4 SP No.2(Ilat) end venicals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(llat) REACTIONS. All bearings 9-0-7. Ib) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. 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 IWIy sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid piichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERANCE PAGE A07473 rov. IGMMIS BEFORE USE Design wild for use only Win Wlek® connectors this design Is based only upon parameters shown. and is rot an individual building component. rot a Was system. Before use, the lx&ing designer must verily the o Wicabllly of design Ixtranelers and properly Incorpaohe talk design Into the over, buedng design. Racing Indicated Is to brciding or Individual truss web aid/or choid members only. Addllonal temporary and permanent bracing M iTek' prevent Is always iegJred br stablity and to prevent collapse vAlh possible personal bnpry and property damage. For general guidance regadng the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing or trusses and miss systems. seeANSVTPl1 Quality Cdtedo, DSB-89 and 11CSI building Component Tampa, FL 33610SafetyIntormatlonavc&tble born Inns Plate institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Truss I cuss I ype ty Ply T10551896jJobT80291CO3GABLE11 Job Reference (optional) ousaersrosiaource.iamp.. -1 .y.riu— . .., ...__._....._.....___...__....- .-__-'-'--'------.. ._o_ ID-Zl7yacf13rgl5y0bDEG6Buz0Uf6-uajbORRIV2e86i larslX16Ms4xpmiemKk_Suz1F? S 0N8 Scale . 1:23.4 1 2 3 4 530 = 6 7 8 9 10 11 12 26 T 25 , 24 23 22 21 20 19 18 17 16 15 14 13 30 = LOADING (psi) SPACING- 2-0.0 CST. DEFL In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a OVA 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 Hor2(TL) -0.00 15 n/a nta BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 72 lb FT = 20V%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(I1at) TOP CHORD Structural wood Sheathing directly applied or 10.0-0 oc pudIns, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 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 14-2-12. pb) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - Vatly dedgn paramerars and READ NOTES ON "M AND OWLUDEO MMK REFERANCE PAGE ll@7473 mv. raWMIS BEFORE USF- Design vdkl Tor use only vA01 Mllek® connectors. tits deslgl It based only upon paameters showX and is lot an Individual building component, not a Suss system. Befae use. the Wilding design, mint verify the applk:abally or design paaneters and property I ncort>otote his design Into the overall bidding design. Bating Indlcoted Is to prevent buckling of IndNkhxl Inns web and/or chord members only. Additiondi temporary and permanent Utoclno M iTe k' Is always rect lred la stMalty and to prevent collapse with possible persond IMury and property clan ige. rot genetal guidance tegathng ene satmIcatbn staage. delivery, etectlon and doting of trusescM Truss systems. seeANSViPII Quality Criteria. DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information avcBable born Lust Rate institute, 218 N lee Sheet. Suile 312. Alexandria, VA 22314. Tampa. FL 33610 o russ cuss ype ty' 710561897 780291 FO1 FLOOR TRUSS 5 IPly 1 739766003 Job Reference(optional) 6ae0916 rrt61J ice. Ia11g0. rw 1. ay. rwtl0a JBa00 0.1-8 li 1 2-&0 13-0 16 15 3x4 = 2 3x3 = 3 4 5 IO:D7yaef13rgl5y0bDEG68tu0U16 uajbORRIV2e86rlarslXr6MlmxeJcdwmKk_SuzIF?S 2-6-0 a . 1:26.0 3x3 = 30 = 6 7 6 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 30 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Ven(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Ven(TL) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 rVa n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 2(AbF, 114bE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end veNcals. WEBS 2x4 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 14=834/0-7-4, 9--834/0.7-4 FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1530/0, 3-4=-2021/0, 4-5=-2021/0, 5-6=-2021/0, 6.7=-1530/0 BOT CHORD 13-14=0/1191, 12-13=0/1839, 11.12--WO21, 10.11=0/1839, 9.10=0/1191 WEBS 2-14=-1390/0, 7-9=-1390/0, 7.10-0/539, 6-10=-490/0, 6.11=0/502, 5-11=-29310, 2.13=0/539, 3-13=-490/0, 3-12=0/502, 4.12=-293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end Ilxfty model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • yerry deagn pantmetwo and READ NOTES ON TNLS AND INCLUDED MITEK REFERANCE PAGE 4167473 ray. I&VO IS BEFORE USE. Design vdki la use ordy win Ml lekb connectors. ttds design Is tamed oily upon parameters sown. and Is lot an hxlMdal building component. not a frtiss system. Belare tare. the bills" designer must verify the 4XpOcab4lly of design parameters and lAoperty Morpaale this design Into It* overall bUdIno design. Racing Indicated Is to prevent bucktkng of Individual miss web and/or chord members only. Addtbnal temporary and peana enl btacing M iTek' Is always ietlwed for slabiity and to prevent cotkltuse wnh possible personal Injury and property damage. Fa general guidance regardng to abk;atlon, storage, atetNery, etecllon and bdci ng of lasses and taus systems. soeANSVTPI I Quality Cdtedo, DS949 and IICSI Building Component 6004 Parke East Blvd. Safety Information avalable from truss Plate frulltule. 218 N. Lee Sheet. Suite 312. Alexandilo. VA 22314. Ton". FL 33610 Job fuss Tfuss Type ty Ply 710551898 780291 IF02 FLOOR TRUSS 4 1 004 Job Relerent:e(optional) Job Reference auaoersrasi.We.aaga. r——y.r, -- 0.1.8 H, 260 130 16 is 1.Sx3 11 1.Sx3 = 1.Sx3 = 3x4 = 1 2 ID:Zl7yac113rgf5yObDE66Buz0U16•MnHzEWRw iL?k_tmPZGmNKvu?L)JL4FwZOkXdKzfF?R 1.11.12 3x3 = 1.5x3 II 1.Sx3 II 3x3 = 3 4 5 6 2.6-0 0 tu8 afj 1:26.3 1.Sx3 II 30 = 1.Sx3 = 7 8 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 = 1 S2.12 -- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Ven(LL) -0.13 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Ven(fL) -0.17 10.11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 HOR(fL) 0.04 9 n/a Na BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 82 lb FT = 20%F, 1145E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flal) SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 9=814/0-3-8, 14=820/0-7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/0, 3-4=-1960/0, 4-5=-1960/0, 5-6=-1960/0, 6-7=-1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10.11=0/1806, 9-10=0/1189 WEBS 2-14=-1363/0, 7-9=-1374/0, 7-10=0/515, 6-10=-464/0, 6.11_ 14/453, 5.11-261/0, 2-13=0/523, 3-13=-474/0, 3-12=-3/464, 4-12— 266/0 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verity dedgn parameters and READ NOTES ON 7NS AND INCLUDED WTEK REFERANCE PAGE M67473 rev. raWMIS BEFORE USE Design vaild to use only wpm MllekS con neclors. 11* design It based only upon pottmeters slnowfl and Is to an tndMUlal buldN component, not a bias system. Before use. It* tAllic g designer mast vedly the atolec Ify of deslgn Ixtranoters and pxopedy lncorpoofe this design Into It* overall building design. Racing Indicated Is to prevent buckling or BndIvIck" truss web and/or chard members only. Additional tempxxay and pemnanenl bracing M!Tek' Is always iegtlted poi stab lity and to prevent collapse with poade personal frMaY and property, damage. For general guidance tegading tine labricallon. sloage, delivery, eiectlon and bracing of busses and Mrss systems. seeANSVTPI l Quality Criteria. DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information avc8able from ktrss Plate Institute, 218 N Lee Sheet, Salle 312. Atexarxirla, VA 22314. Tampa. FL 33610 O N59 NSS Type OyFly TIOSSI 89 T80291 F00 Fla Ttuse 1 1 005 Job RJobReference (optional) Buddet9 Fiis:Souice. Tampa. Plam City. Flertds 33566 7 640 9 Apt 19 2016 M7ek Inm alnes. Inc Wed Mat 01 15 45:18 2011 Page 1 IDZI7yactt3rg15yObDEG6BuzOU16-MnHzEnRwGLm?k_tmPZGmNKvogL_sL t CwZOkXdKz1F?R 0.1-8 Ii 3-0 2-6-0 1.11.12 2.6-0 OtIS Seal . 1:26.3 I.Sx3 II t.Sx3 = t.5x3 II 1.Sx3 = 4x4 = 3x6 = I.Sx3 II 1.Sx3 II 3x3 = 4x6 = 1.51(3 = 17 4 T 3x3 = 4x4 = 3x4 = 3x3 = 06 = 3x6 = 2.9-0 2A-0 I 12•S72 9 8 t 2 lb-Z.12 2." Plate Offsets (X 1)-- 112:0.1-B,Edoel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Ven(LL) 0.25 10-11 706 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Ven(fL) 0.36 10-11 495 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 HOIz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 82 lb FT = 200SF, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc puffins, except BOT CHORD 2x4 SP SS(Ilat) end verticals. WEBS 20 SP N0.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IWsize) 9=1201/0.3-8, 14=956/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1323/0, 3.4-2626/0, 4-5=-2626/0, 5.6=-2626/0, 6-7=-1811/0 BOT CHORD 13.14=0l772, 12.13=0/1870, l l-12=0/2626, 10.11=(/2536, 9-10=0/1032 WEBS 7-9=-1548/0, 2-14=-1191/0, 7.10=0/1237, 2-13=0/875, 6-10=-1151/0, 3-13— 867/0, 4-12=-339/0, 3.12=0/1022, 6-11=-206/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pilchbreaks wllh 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 oc and fastened to each truss with 3.10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3-0 on top chord. The designtselection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) *This manufactured product 1s designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Uve (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 9.14-10, 1.8=-100 Concentrated Loads (Ib) Vert: 6=-523(F) WARNWG . Y4rtly design parameters and READ NOTES ON TH S AND WCLUDED AMK REFERANCE PAGE A07473 rev. IOi'034015 BEFORE USE Design valkl for use only VAth MIIek® connectors. Iris design Is based only upon paametets shown. and Is tot an trxlMc0.x9 rAddi ng component not o miss system. Before tee. She txDdng designer mtrsl verify She alrNkabll fy of design parameters and property Incorrlotale Ihk design Into the ovetal IxDdng design. Bracing Indkated Is to btteNnng of Indlvlcfual truss web and/or chord members only. Addtbnal temporary and permanent btacing M iTe k' Ixevent is always ie%ked for stability and to prevent collapse with possible personal "and properly damage. For general gtddc nce tegadng Be labrlCalom slaage, delivery, eteellon and bracing of Misses and miss systems. seeANSI/Mi I Quality C95terlo, DS11-69 and ISCSI Building Component 6904 Parke East Blvd Safety MMotmotlon ovdlanle nom )Hiss Rate hnsllMe. 218 N. lee Sheel. St/le 312, Alexandra. VA 22314. Tampa. FL 33610 Job TFUSs russ Type oty ply 710551900 780291 F04 FLOOR TRUSS 2 1 739768006 Job Reference o itona aaxaals rush ulcv. I5"Wa. - { y, rglltlB iaaoo I D:ZI7yact13rgf5y0bDEG68uz0Ut6g2rLR6SY1 fusLSSyzAn?wXR3wIMMZ43n2T59mzfF'?0 0.1.8 H 2-6-0 2-" 14.4 3-0 0.4- Stela - 1:19.9 I.SICJ II 1.50 = I.Sx3 = 3X3 = 1.50 II I.Sx3 II 3X3 = 3x6 II 1 2 3 4 5 6 7 3x3 = 11-0.12 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.12 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Ven( L) 0.26 11.12 501 240 BCLL 0.0 Rep Stress Incr YES WS 0.29 Horz(TL) 0.03 7 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(tlat) TOP CHORD SOT CHORD 2x4 SP No.2(Ilat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=595/0-3-8, 12=595/0-7.4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3_ 1031/0, 3.4=-1031/0, 4-5=-1031/0, 5-6=-408/0, 6-7=-416/0 BOT CHORD 11.12=0l784, 10-11=0/1031, 9-10=01784 WEBS 2- 12— 915/0, 2-11=0/369, 7-9=0/615, 5.9= 598/0, 5-10=0/487, 4-10=-273/0 PLATES GRIP MT20 244/ 190 Weight: 61 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purfins, 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) -Semi- rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dadgn paramatms and READ NOTES ON TNS AND INCLUDED AB7EK REFERANCE PAGE A07473 rev. $AN MIS BEFORE USE DesWn vdid rot use only Wltn AAleW connectors. Ills dedM Is Rased only upon paamelers shown. and Is rot an kx9vkfFKO building component. not O fuss system. Before Ise. the LxOdhg designer mist verily the applicability of deslgn pcsameters and properly Incorporate this design into the overall bulicfing design. Bachg Indicated Is to prevent bucldi ng of uxiMdfa truss web and/or chord members only. Addliond lemporay and permanent txaolng MiTek' Is dways tecliked la stcd'Slty and to prevent collapse wllh possible persorxD M>N and pfoperty damage. For genmtal gJdcnce Fegacfng the fabrIcallom storagm. delivery. erection ml brocing of ins ws and truss systems. seeANS=/FPI I Quality CAtarlo, DSB-89 and SCSI BuBding Component 6904 Parka Easf Bbd. Salary Information oveOcUe from ln8 Rate InsilMe. 218 N. Lee Steel. SJIo 312, Alexaxift VA 22314. Tampa. FL 33610 Job Truss Truss Typeply T1055tB01 T80291 FOS FLOOR TRUSS 5 1 739769007 Job Reference(optionall 0-1-8 H 2.6-0 1 U3 11 1.5x3 = t.Sx3 = 3x3 = 1 2 ID:ZI7yacit3rg15yObDEG6BuzOUf6-gzrLR6SYl lusLBSyzHn?wXR 1clMy4ZN3n2T59mzf F?O 1•tat2 1— o,,e scale . 1:19 6 1 Sx3 II 1.Sx3 II 1.Sx3 II 3x3 = 1.50 = 3 4 5 6 Lo 77 t LO 9 a 3X M. LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Ven(LL) 0.15 9-10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Ven(TL) 0.28 9-10 468 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FSC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flal) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP N0.3(flal) BOT CHORD REACTIONS. (lb/size) 7=603/0-3-8, 10=610/0.7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1079/0, 3-4=.1079/0, 4-5_ 1079/0 BOT CHORD 9.10=0/808, 8-9--WlO79, 7-8--0/827 WEBS 2.10=-943/0, 2-9=0/404, 5.7=-954/0, 5-8--W499, 4-8=-29510 3x6 = PLATES GRIP MT20 244/190 13 Weight: 61 lb FT = 20%F, 1 I%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. 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 tot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNDIG • Versy design paranwtars and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MP7479 rev. fdOMIS BEFORE USE Design valid for use only with Mllek® connectors. This design Is based only upon paameters shown. and Is lot an Individual building component. not a truss system. Before use, the building deslgnef must verity the applk:abltty, of design paaneters and psoperly Incorporate this design Into the overall building design Bracing Indicated Is to b ucahng of IndMdual truss web and/or Chad members only. Additional temporary and permanent bracIrV WOWprevent is always required fa statAlty and to prevent collapse whh possible personal "and property damage. For general guidance tegadng the t brlcallon, storage, clellvety, etection and bracbng or tosses and Miss systems. sceANSVIPI I Quality Criteria, OSS-89 and SCSI BuBmng Component 6904 Parke East Blvd. Safety Information avallabte Dom Buss Plate Institute. 218 N. Lee Sheet. Suite 312, AlexanWla. VA 22314. Tempe. FL 33610 Job I russ Truss Type Oty 710651902 T80291 F06 FLOOR TRUSS 3ply t 1739768008JobReference(optional) 0•t-8 li 2ai-0 26-0 t 11.3-0 2-6-0 2 3x3 = 3x3 = 3x4 = 4x4 = 34 FP= 2 3 4 5 6 7 8 9 1- ID: Zl7yac113rg15yObDEG6BuzOU16-190jeSTAozOjzI18W IESI 948ggpyiDOltDeekzlF7P swrot' I. t.so.e 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 4 T 29 26 25 24 23 22 21 20 19 18 17 16 3x3 = 3x3 = 3x4 = 3x6 = 36 FP= 3x3 = 3x3 = 3x3 = 30 = 30 = 4x4 = LOADING ( psi) SPACING- 2.0.0 CS1. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25.26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert( L) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 HOIz(TL) 0.06 16 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 154 lb FT = 204eF, 1140E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(ilat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1- 8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flal) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 16- 22: 20 SP No.1(flat) 6-0-0 oc bracing: 24-25,23-24. WEBS 2x4 SP No.3(flat) REACTIONS. ( Ibtsize) 16=945/0.7-4, 23=1802/0-4-0, 26=498/0.7-4 Max Grav16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/165, 3-4=-992/165, 4-5=-992J165, 5-6--WI022, 6-7-0/1022, 7-8= 1498/0, 8- 9=-1498/0, 9-10=-2306/0, 10-11= 2715/0, 11-12= 2715/0, 12.13= 2715/0, 13- 14=-185510 BOT CHORD 25-26=0/774, 24-25= 165/992, 23-24= 443/685, 22-23=0 956, 21-22=0/956, 20- 21=0/2007, 19.20--WS89, 18-19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6-23=-299/0, 2.26=-903/0, 2-25=-206/255, 5-23=-1099/0, 5.24-0/734, 4-24=-444/0, 14- 16=-1635/0, 14.17=0/721, 13-17=-664/0, 13-18=0(629, 7.23=-1830/0, 7-21=0/911, 9- 21_ 863/0, 9.20=0/522, 10-20=-508/0, 10-19=-66/485, 11.19=-251/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manulactured product is designed as an individual building component. The suitability and use of this component lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Va ty design piumnaws and READ NOTES ON TM AND INCLUDED WMK REFERANCE PAGE b217473 rev. 16411"IS BEFORE USE Design valld for use only Wth 0108 coruleclom IIH9 design Is based only talon paameters stvown, and Is lot an kndlNdual Ix9ding component not a hue system. Before use. the building designer must verify the opplicabllly of design paaneters and Ixoperly Incorporale this design Into the overall brLdbV design. RracN Indicated If to prevent bridging of bxBvkrixf toss web and/or chord members Orly. Addlilonal lemporay and permanent bracing WOW is always tecluired tot stab011y and to Prevent collapse wllh possible personal kmpey and property damage. For gemad guidance tegadhmg 8me IaINlCatron. storage. delivery. erection and bracing of tosses and toss systems seeANSVIPII Qua illy Criteria, DSB-89 and SCSI Bu0dU1>7 Component 6904 Parke East Blvd. Safety Information avo love from truss Plate knslllute. 218 N. lee Sheet. Stifle 312. Alexandria, VA 22314. Tanpa, FL 33610 Job Truss russ Type Oly ply TIOSS1903 TBO291 F07 FLOOR TRUSS 2 t1 1739769009JobReference(optional) aUAaws vaslbource. Iarrpe. -may, r,w,aa a,aaoo 0.1-8 H, 2-6.0 2-" ID:Zl7yacf13rg15yObDEG68uzOU16-190jeSTAoz01zI16W_IESI AUBeApzboiDehC-zfF7P 2-6-0 24-0 2." " 2.6,0 -0scald t:so.e 30 = 3x3 = 3x3 = 30 = 3x6 FP = 30 = 2 3 4 5 6 7 a9 10 11 30 = 30 = 12 13 14 3115 30 4 9 29 26 25 24 23 2221 20 19 1B 17 16 3x3 = 3x3 = 3x3 = 3x3 = 3x6 FP = 3x4 = 3x4 = 3x3 = 3x3 = 30 = 3x6 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Ven(rL) 0.38 17.18 >523 240 SCLL 0.0 Rep Stresslncr YES WB 0.46 HOrz(TL) 0.05 16 flla n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20%F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.l(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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, Except: 6-0-0 oc bracing: 22.23,20-22. REACTIONS. (lb/size) 16=826 0.7.4, 22=1796/0.4-0, 26=623/0.7.4 Max Grav16=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1359/0, 3.4=-1359/0, 4-5— 1359/0, 5-6=-1006/28, 6-7--W1040, 7-8=011040, 8.9=-1297/0, 9.10-1297/0, 10.11=-2105/0, 11.12— 2105/0, 12.13-2105J0, 13.14-1606/0 BOT CHORD 25.26_-0/928, 24-25=0/1359, 23-24=0/1262, 22.23=-1541728, 21-22=-87/876, 20-21=-87/876, 19.20=0/1727, 18.19=0/2105, T7.18=0/1930, 16.17=0/1228 WEBS 7-22-262/0, 2.26=-1083/0, 2-25=0/504, 6.22-1343/0, 6-23=0/555, 5-23-539/0, 5-24=0/424, 14-16-1433/0, 14-17=0/601, 13-17=-515/0, 13-18-39/276, 8-22-1606/0, 8-20=01717, 10-20=-74310. 10.19=0/755, 11-19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi- dgld 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 wish 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verity design parwrwtent and READ NOTES ON THIS AND INCLUDED IWIEK REFERANCE PAGE AD.7473 rev. 1403W IS BEFORE USE. Oeslgt vdkl for use orgy wtm kAleh® connectors. This design E based only upon paameters atown, and Is lot an hdwuj t building component. not a tnta system. Before toe, the bulding designer muff verily the app8caullly, of design paanelers and property Incorporate IMs design Into the overall bJdktg drnign. Braking Vxlkaled Is to prevent btscM V of tndlvkltscll truce web and/of chord members orgy. Additional lemporay and pennanenl bracing WOW is always rectufrecl la slal191ty, and to prevent coflopse whh posZle personal lni<ay and property darnage. too Aenerdi guidance regadhg the fadhcltin, storage, cfelNery, erection and Lvocing of tnmes anal truce systems. seeANSVrPl I Quality Criteria. DSB-89 and SCSI BuMA9 Component 6904 Parke East Blvd. Safety Information avalable from truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandnoa, VA 22314. Tampa. FL 33610 Job Truss Truss Type all 710551904 780291 FOB Floor Truss 1 1 7397680t0 Job Reference (optional) DUYDara rxS UFGe, larrya, r,em a.ny, r,w uu owaw 0.1-8 Hi 2-" 2 1— 3x3 = 2 3 4 ID:ZI7yact13rgf5yObDE1366uz0UWMLY&ioli idi- cL4ipT?yxLOYzWYOcMFM yeBEtzfF'10 1I —0-i 1— I pi4 1F Scald'- t:so.e 04 = 30 = 3x6 FP= 30 = 5 6 7 B 9 3x3 = 30 = 10 11 12 13 2914 28 qa 27 24 23 22 21 20 19 18 17 16 is 3x3 = 3x3 = 3x4 = 3x6 FP= 40 = 30 = 3x3 = 3x3 = 3x4 = 3x6 = LOADING (pal) SPACING 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Ven(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Ven(TL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES W B 0.48 Horz(rL) 0.06 15 n/a rVa BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 151 lb FT = 20%F, 1I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 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, Except: 6-0-0 oc bracing: 21-22. REACTIONS. (lb(size) 15=853/0.7-4, 21=1791/0.5.11, 24=602/0.7-4 Max Grav15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1231/0, 34-1231/0, 4-5— 1231/0, 5-6=0/1048, 6-7=0/1048, 7-8=-1491/0, 8-9=-1491/0, 9-10=-2351/0, 10.11-2351/0, 11-12=-2351/0, 12.13=-1687/0 BOT CHORD 23-24-0/876, 22-23=0/1231, 21.22=-245/646, 20.21-0/1039, 19-20=0/1039, 18-19=0/1912,17.18=012351,16.17=0/2049,15-16=0/1287 WEBS 6-21— 281/0, 2-24=-1022/0, 2-23=-38/414, 5-21=-1233/0, 5-22=0/836, 4-22=351/0, 13.15-1501/0, 7-21— 1681/0, 7-19=0/797, 9-19— 768/0, 13.16=a637, 12-16— 575/0, 12-17— 30/428,9.18=01718,10.18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3)'Semi-ilgid 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 Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Vertry design paramaaa and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD7473 rev. 1062101S BEFORE USE. Design vcikd la use only with Wlek® conneclots. W& deslvl is based only upon paarneters srlown, and Is lot on individual txrWbng component. not o buss system. Before true. the txfld9rng designer must verity the applicability of design parameters and properly Incorporate, Ink design Into the overall bticong design. Bracing Indicated Is to prevent buckbxl of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is akvoys regWecf for stab0ly and to prevent Collapse vAlh possUe personal IVray and properly damage. For general guidance regarding the farrk:atlon. stotoge, delivery. erectlon and txocbng of Misses and tnsss systems. seeANSUTPI I Quality Criteria, DSB-69 and BCSI building Component 6904 Parka East Blvd. Safely information available from lltm Plate bsslltule. 218 N. Lee Street. Suite 312. Alexantlfb. VA 22314. 7on", FL 33610 Job truss Truss Type 0 ry ply 710551905 780291 Fog Floor Truss 1 I 1 1739768DIIJobReference (optional) ounus,• ru ,auu. onyv, r,vn, .nt, r,v„va uuavv Hi 2-6-0 2-0 1 _ 1-3-0 , 2-"i 2dr0_ i ID:Zl7yacN3rgf5yObDEG6Buz0U16-EYWU36UOKaGR( eBXePKrYA3WLyHmHsuVTdlm5zfF?N 2-2-5 i 2-6-0 2-6-0 0 Seal 1:508 3x3 = 3x3 = 3x4 = 4)V6 = 34 FP= 2 3 4 5 6 7 a 9 3x3 = 3x3 = 3x4 = 10 11 12 13 14 3115 30 Q 1? 29 26 25 24 23 22 21 20 19 to 17 16 3x3 = 3x3 = 30 = 3x6 = 3x6 FP= 3x3 = 3x3 = 3x3 = 3x4 = 30 = 4x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Ven(LL) 0.22 17.18 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Ven(TL) 0.33 25.26 384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 16 n/a n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) PLATES GRIP MT20 244/190 Weight: 154 lb FT = 20%F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.l(llat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(tlat) BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. REACTIONS. (lb/size) 16=94807-4, 23=1864/0-5-11, 26=434/0.7.4 Max Grav16=961(LC 7), 23=1864(LC 1), 26--548(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3-4_ 859/305, 4-5=-859/305, 5.6=0 1198, 6-7--Wl198, 7.8=-1307/0, 8-9=-1307/0, 9-10— 2187/0, 10.11-2698/0, 11.12-2698/0, 12-13=-2698/0, 13-14=-1851/0 BOT CHORD 25-26=-57l710, 24-25-305 859, 23-24=-612/563, 22-23--W28, 21-22=0J728, 20-21 --W1 854, 19-20=0/2509, 18-19--W698, 17.1a=0/2267, 16-17=011398 WEBS 6-23-299/0, 2.26-828/66, 2-25-290/174, 5-23=-1162/0, 5-24=0/765, 4-24-456/0, 14-16=-1632/0, 7-23=-1897/0, 14-17-0/720, 13-17=-660/0, 13.18-0/621, 7-21-0/956, 9-21=-908/0, 9.20=0/562, 10-20=-552/0, 10.19=0/561, 11-19=-316/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verify dedyn parameters and READ NOTES ON TMIS AND INCLUDED AIAEK REFERANCE PAGE MU-7473 rev. IG&9302015 BEFORE USE Design valkd lot use orgy vAm Mllek®conneclors lrgs d%lgn is based only upon parameters shown, and Is fa an Individual building component. nor a nuns system. Below use, the bu kbV deslgnei must verily the appOcoLAIty of design pararneters and properly ircorporole mk design Into the overall IxAd Ing design. ®acing Indicated Is to bticl&V of Individual tniss web and/or chord members only. Additional temporary and permanent biacting MOWpevent is aNKIys requited far sWWlry and to peveni collapse w9h possible personal May and property darnoge. for general gu ldance regarding the 6904 Parks East Blvd. laixicatiofL storage. delivery. erection and bracing of trusses and tuns syslcYns, seeANSIMI I Quality Criteria, DSB.89 and BCSI Building Component Taupe, FL 33610SafelyInformallonovalWbleBorntrussPlatebnsfitule. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314 Job Truss russ Type y 710551006 T8029t No Floor Truss 1 t 739768012 Job Reference tiona ouauam rawacmcs, Tampa, ream c,uy, raH ua .a.aaw 0.1.8 2-" 1-3-0-.1 2-0.11 2-6-0 2-6-0 3x3 = 3x3 = 06 = 2 3 4 5 6 ID:Zl7yacf13rgf5yObDEG6Buz0Ulfr1k4sHUV35uOlgmmiC7sx4Ncgtil yi 1AfgilIxzIF?M 1 ' 2.6.0 -8 e a 1:50.7 3x4 = 30 = 34 FP= 3x3 = 3x3 = 40 = 7 8 9 10 11 12 13 14 3215 27 26 25 24 23 22 21 20 19 18 17 16 3x3 = 3x3 = 4x6 = 4x4 =3x6 FP= 3x4 = 3x3 = 3x3 = 4x4 = 3x6 = 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Ven(LL) -0.27 20-21 >926 360 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(rL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 HOrz(TL) 0.09 16 n/a We BCDL 5.0 Code FBC2014/rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilal) 'Except' TOP CHORD 1-8: 2x4 SP No. 1(flat) BOT CHORD 2x4 SP No.2(11at) 'Except' BOT CHORD 16.22: 2x4 SP No. 1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=1079/0.7.4, 24=1847/0-5-11, 27=319/0-7-4 Max Uplif127=-38(LC 4) Max Gravl6=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=-543/369, 3-4=-543/369, 4-5=0/1059, 5.6=0/1059, 6-7=-1715 0, 7.8=-2751/0, 8-9=-2751/0, 9-10=-3500/0, 10.11_ 3500/0, 11-12=-3500/0, 12-13= 3019/0, 13-14= 2171/0 BOT CHORD 26-27=-138/533, 25.26= 369/543, 24-25= 369/543, 23-24=0/1072, 22-23=0/2328, 21-22=0/2328,20.21=0/3145,19-20=0/3500,18-19=0/3331,17-18=0V2697,16-17=0/1614 WEBS 2-27— 623/161, 4-24=-1160/0, 2-26=356/15, 14-16=-1883/0, 6-24=-2114/0, 6.23=0/1060, 7.23=-1015/0, 7-21=01702, 9.21=-660/0, 14-17=0/886, 13.17=-835/0, 13.18=0/511, 12-18=-496/0, 12-19=-132/554, 11.19>280/17,9-20=0/688 PLATES GRIP MT20 244/190 Weight: 155lb FT = 20%F, 11%E Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6-" oc bracing: 26.27,25-26,24-25. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 27. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 srongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNAVO - Vartly dadgn paromuters rind READ NOTES ON THIS AND 100CLUDEDWYEN REFERANCE PAGE MP7473 rev. 1002MIS BEFORE USE Design valor lot use only vAm MI1ek® connectors. VA design Is based only upon parameters shown, and Is for an individual txAding component. not o &as system. Before use, the building designer must verily the oppk;abllty, of design parameters and property ncormote ft design Into the overall btDd ing design. Biocing tnc9cated Is to prevenl buckling or Individual mass web and/or chord members only. Additional lempaay and penmanenl txacbg M iTek' Is always requited for stability and to prevent collapse with possible personat knksy and property darnage. For general guidance regarding Brio 6904 Parka East Blvdfarxlcattorlstorage. delivery, eiectlon and txocing of trusses and tnm systems, seeANSVIPl1 Quality Criteria, DS9.89 and SCSI Building Component Tampa. Fl. 33610SafetyIrdormallonavailablefromliumRatefruOMe. 218 N. lee Street. Sulle 312, Arexandks. VA 22314. Job Fuss Fuss Type ty T10551907 TB0291 F11 FloorTmsa 1ply 1 739768013 Jab Reference (optional) DYU01115 rr1510,0 rce. i DmpD. ream .ny, nurraa .aoaoD 0.1-8 H 2-6-0 3x3 = 3x3 = 2 3 4 ID:Zl7yacH3rgf5yObDEG6BuZOU16-BvreEUgWhsBVir9Svt:;; Adbi;A 3Kl4uoxKBrq ZIF?L 11A 2I5121 4-0 i 11 a Sa:al 1 50.9 3x3 = 3x3 = 3x6 FP= 3x4 = 3x3J = 5 6 7 B 9 10 11 12 13 14 3115 30 4 29 25 24 23 22 21 20 19 1B 17 16 3x6 = 3x3 = 3x6 FP= 3x6 = 30 = 3x3 = 3x3 = 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Ven(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven( L) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 152 lb FT = 20%F, 11916E LUMBER- BRACING - TOP CHORD 20 SP No.2(11at) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end venicafs. WEBS 20 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except (It=length) 23=0.5-11, 19=0.5.11. Ib) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max CompJMax. Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3.4=0/334, 4-5=0/334, 5-6=-871/0, 6.7=-871/0, 7-8=-871/0, 8.9=0 521, 9-10=0/521, 10.11=0/521, 11-12= 1249/0, 12.13— 1249/0, 13-14=-1249/0 BOT CHORD 25-26=-12/364, 24.25-12/364, 23-24=-12/364, 22.23=0/637, 21-22=0/871, 20.21=-26/674,19-20=-26/674,18-19=0/764,17-18=0/1249,16-17=0/879 WEBS 4-23=-281/0, 10.19= 282/0, 2-26-422/14, 3-23=-623/0, 5-23=-827/0, 8.19-870/0, 8-21=0/405, 5-22=0/348, 7-21— 258/0, 11-19-1116/0, 11-18=0/668, 12-18=-288M, 14-16-1026 0, 14-17=0/432 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vally dedpn Paramsrat and READ NOTES ON THIS AND INCLUDED AIREK REFERANCE PAGE MD-7473 rev I11192lOIS BEFORE USE Deslgn vdld fa use only vAth MlleM conrlectors. Dnls design Is based only upon paranetets shown and Is for an indt0dual IxAUbng component. not o 11tra system. Before ttse. Ow LwDdng doslgner must verily the applka1Aify of deslgl pararnetets and properly Woq>orafe 01S deslgn Into the overall building design. Bating Indicated Is to budding of Individual Muss web and/or chord members only. Addliond tampotay and permanent bracing Welk' Wevenl Is always regaled IN stablllly and to prevent collapse wllh possible perso nd Infury and popery damage. For general gtldance regarding the 6904 Parka East Blvd. talbrlcatlon, slaage. dellvery. erection and bracing of tntsses and Inter syslerrsx soeANSVWI I QUa81y Criteria, DS11-89 and SCSI BUFAIng Component Tampa. FL 33610SafetyInformationavailableMomtrimPlateiu0tute, 218 N. lee Street. Stlte 312, Alexandria, VA 22314. Job Truss Truss Type N T10SSINS T80291 F12 Floe Truss 110 1 173976W14JobReference (optional) Builders FlimSoiece. Tampa, Plaid City. Fbilds 33U6 1.9.12 1 f.Sx3 II 6 2 3x3 = 7.640 a Apr 19 2016 MiTak industries, Inc Wed Mar 01 16 48 24 2017 Page 1 ID:Zl7yac113rgi5yObDEG6Buz0Uf6-BweEUgW hsBW9SvLwlgNAdb9temBxlsCoxKBrq_ziF?L 3 t.Sx3 II Scale . $ 10.0 3x3 = 3x3 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Ven(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Ven(TL) 0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 HOrz(rL) 0.00 4 n/a rVa BCDL 5.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD BOT CHORD 20 SP No.2(Ilat) WEBS 2x4 SP No.3(llat) BOT CHORD REACTIONS. (lb/size) 5=523/Mechanical, 4=66510-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2-5=484/0, 2.4=-684/0 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 2MoF, 11%E Structural wood sheathing directly applied or 3.10-8 oc puffins, except end verilcals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 11-4-0 from 0.9-0 to 3-10.8 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-D-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) -This manufactured product is designed as an individual building component The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase--1.00 Uniform Loads (plQ Ven: 4-5= 10, 1-6=-100, 3-6=-353 WARNWG - VwW dedlin pwametws and READ NOTES ON THIS AND /NCLUDED NITEK REFERANCE PAGE ND7472 ray. IaW120IS BEFORE USE Design vdkf lot use only with Milek® connectors this design is based only upon pcnameters shown and Is rot an Vx*Adud building component not a btiss system. Belote use, the btDding deslgnei must vestry the apxk citAlly of design paaneters and property Worpaote th6 design Into the overall building design. Bacng Indicated is to prevent truckling of individual truss web anti/ot chord members only. Additional lempotary and permanent bicieft MiTek' Is always teopLed loi stability and to prevent collapse with possible personal Wray and property damage. rot genetd guidance iegadng the IalxlCafbn storage, delivery, erecflon and broemo of musses and truss systems. seeANSI/M I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Iriformatlon ovdlabko barn truss Rate 6nsllMe. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job I Nss N66 I ype Oty T10551909 TBO291 F13 Floor Truss 1 1 6,680115bReference(optional) BuNers FustSource. Tamps, Plam Gfy, Fluda 33566 t-10-8 1 1.50 II 2 3x3 = r 61U a Apt le ZVIb M118K 11311=11i0a, Inc. Woo Mat V I j6 46 24 2Oi7 rape t ID:Zl7yacN3rgf5yobDEG6BuzOU16-BweEUgW hsBW9SvLwlgNAdb9tXm9flrJoxKBrq_zf F?L 3 1.Sx3 II Scale. t:to.o 313 = 3x3 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Ven(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert( I-) 0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO W B 0.23 Horz(TL) 0.00 4 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.t(llat) TOP CHORD BOT CHORD 2x4 SP No.t(IlaQ WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 4=648/Mechanical, 5=86310-7-8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.5=-342/0 BOT CHORD 4-5=0/753 WEBS 2.4=-904/0, 2-5=-904/0 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 14-10-0 from 0.0-0 to 3-2-0 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X X) nails. Sirongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code! LOAD CASE(S) Standard 1) Dead Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-6=449, 3.6=-100 WARNING. Vwtry dsalgn paramatsrs and READ NOTES ON TNlS AND INCLUDEDWTEK REFERANCE PAGE 11-7473 mv. 16MMIS BEFORE USE Desl6m valid la use only calm Ml lek® connectors. this de*p Is based only upon paameters shown. and Is for an IndNkRxe txrldbng component. nor a buss system. Before use, the txACWng designer mursl verify the apPIc("1ty of design paanetets and property Incorporate this doWn Into the overall lxOdng design. Bracing In lcoled Is to prevent txrcaing of Individual truss web and/of chord membefs only. Additional temporary and permanent troth© MiTek' 6 always regrLed for skriSlfy and to prevent collapse with possible personall Infury and property damnage. For general guidance regaic" the fatxicolkrn storage, delivery, erection and bracing of If asses and mass systems. seeANSVTPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sagely Information avallc"e from truss Plate I nsSMe. 218 N. lee Street. SJIe 312, Alexa dilm VA 22314. Tampa. FL 33610 Job russ Truss Type ty Ttt1551910 Ta0291 F14 Floc Truss 1 1 73976BOt6 Job Reference o bona weeoas reanource, ramps, rum Y, riaiae aa000 0.1-0 Fi 2.6-0 1.3-0 ID:Z17yacf13rgI5yObDEG6Buz0U16 f7CciAXJdV9043w6JYuP9ohBz9PIUEXyA_wPNOzfF7K i 1-5-4 ---- 1 4 1:26.2 15x3 II 1.5)(3 = 1.Sx3 = 30 = 3x3 = 1.50 11 1.Sx3 II 3x3 = 3x3 = 4)V6 11 1 2 3 4 5 6 7 a 9 3x4 = 3x3 = 3x3 = 3X3 = 3x3 = 4x4 = 1.Sx3 II LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Ven(LL) 0.09 14-15 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Ven(fL) 0.12 14.15 999 240 BCLL 0.0 Rep Stress Incr YES W B 0.42 HOrz(TL) 0.01 9 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20%F, I I%E 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(flal) end venicals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing. REACTIONS. (lb/size) 9=787/0-3-8, 16=787/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1416/0, 3-4=-1812/0, 4-5=-1812/0, 5.6=-1812J0, 6-7=-1409/0, 7.8=-589/0, 8-9-596/0 BOT CHORD 15.16=0/1112, 14-15=0/1687, 13-14=0/1812, 12.13=0/1688, l l-12=0/1110 WEBS 2.16=-1298/0, 9-11=0/888, 7.11=-827/0, 7-12=0/476, 6-12=-442/0, 2-15=0/482, 3-15=-431/0, 3-14— 41/383, 6-13— 43/386 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 sirongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1Off (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verity doOgn Perarnetars and READ NOTES ON THIS AND INCLUDED AUTEX REFERANCE PAGE 1167477 rev. I003MIS BEFORE USE. Design valid lot use only with MllekO connectors. Ihk design Is based orgy upon paameters sinown. and is rot an Individual ". dling component, not a hus system. Before tee. the IxOding designer must verify the applicability of design mucimelers and property Incorporate this design Into She overall Lxdd design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Adalilonat lemporary and permanent bracbng MiTek' N prevent tsalways iecpAed lot stability and to prevent collapse wllh possible personal Inkay and property damage Foe general g ldance tegaalng the 6904 Parka East Blvd. lcstxlcalkxn, storage. delivery. erection and bracing of trusses and Ines systems. seeANSI/FP11 Cua9M Criteria, DSS-89 and SCSI Building Component Tampa, FL 33610 SafetyInformationovallablefromIrusPlateInstitute. 218 N. Lee Street, Suite 312. Mexa dria VA 22314. Job Truss rus5 I ype ty Ply TBO291 F1S Flow Truss 110 1 1 6,69D17T105519tt Reference (optional) wooers ruw ce, ramps, nem nary, rrwwa aa000 a1a H 26-0 I-0-0 ID:ZI7yacff3rgiSyObDEG68uz0U16-f7CciAXJdVeO43w6JYuP9oh1 g9KXU98yA_wPNOzIFIK 24-0 I 2.6-0 s, . I 1:32.5 1.Sx3 II 1.Sx3 = 4x6 = 1.Sx3 II 1.Sx3 = 4x6 = 3x6 FP= 1.Sx3 II 1bx3 II 3x3 = 40 = 5x6 = 1.6x3 = 1 2 3 4 5 6 7 8 9 10 PPPAFPrp LV I.MrA 3x6 = 40 = 40 = 3x3 = 3x8 MT2OHS FP = Sx6 = 4x6 = 3x3 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in poc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Ven(LL) 0.35 14-15 626 360 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Ven(TL) 0.54 14-15 412 240 BCLL 0.0 Rep Stress Incr NO W B 0.76 HOrz(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP SS(Oat) 'Except' TOP CHORD 1-3: 2x4 SP No.2(flat) BOT CHORD 2x4 SP SS(flat) *Except' BOT CHORD 11.13: 20 SP NOA(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 18=1151/0.7-4, 11=1521/0-4-0 FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2301/0, 3-4-2301/0, 4-5=-3769/0, 5-6=-3769/0, 6-7— 3769/0, 7-8-3621/0, B-9= 2325/0 BOT CHORD 17-l8--Wl709, 16-17=0/2884, 15-16=0/3769, 14-15_-0/3851, 13-14--&3329, 12.13=0/3329, 11-12=0/1313 WEBS 2-18-1994/0, 2.17=0/940, 4-17-926/0, 4-16=0/1202, 5-16=-397/0, 9-11-1971/0, 9-12=0/1606, 8-12=-1594/0, 8-14--W463, 7.14— 366/0, 7-15=-446/477 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 100 lb FT = 20%F, 11- E Structural wood sheathing directly applied or 5.10.1 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Off (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 Iniss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 11-18=-10,1-10=-100 Concentrated Loads (lb) Van: 8= 648(F) WARNWG - Varlly design ParanWNS and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE Am-7473 m. r0WMIS BEFORE USE Design valid for use only wtm Mllek® connectors. Ms design is Hoed orgy upon paraneters shoam. and Is lot an IndhAd al buldi ng component, nor a truss system. Before use. the building deslgnet must verily the applicabllry of design parameters and properly Wopaote this design Into the overall @acing Indicated Is to ixtcMhng of IndNkhK1 truss web and/ot chord members only. Additional lemporay anti permanent bracdng WOWbuildingdesign. prevent Is always requited lot stability and to prevent collapse wllh possible personal kt uy and lmopeny damage. For genatal guldance iegadng We fabrication, slotage. d1lNery, erection and btachng of trusses and Inns systems. soeANSVIPII Qualify Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safely Iniotmotlon ovalable mom puss Plate InsI1Me. 218 N. lee Sheel. Slle 312, Alexandria VA 22314. Tanya, FL 33610 Job russ Truss Type Ory ply T1055t9t2 TBO291 F16 Floor Truss 1 t 739768018 Job Reference(optionall ounass rns,aw,ca, Tanya, rwm a.,.r. r.,..,w. w..a.. ID:Zl7yact13rgfSyObDEG68uzOU16.7Jm?vW YxNpmthDUltFPeiOEHmZoWDkXSOegyvszf F,J 0.1.8 H 2-6-0 13-0 2.5.6 "-0 Scale a 1:18.2 t.5x3 II 1.5x3 = 1.Sx3 = 3x3 = 1.Sx3 11 1.Sx3 11 3x3 = 1.Sx3 II 1 2 3 4 5 6 3x3 = LOADING (psQ SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Ven(LL) 0.08 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Ven(rL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(fL) 0.01 7 We rt/a BCDL 5.0 Code FBC20141TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD BOT CHORD 2x4 SP No.2(Ilat) WEBS 2x4 SP No.3(flal) BOT CHORD REACTIONS. (lb/size) 10=568/0.7-4, 7=568/0.3-15 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-922/0, 3-4=-922/0, 4-5=-922/0 BOT CHORD 9-10=0!/36, 8.9=0/922, 7.8=0/736 WEBS 2-10=-859/0, 5.7=-859/0, 5-8=0/410, 4-8=-252/0, 2-9=0/410, 3-9=-252/0 3x3 = PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20%F, 1140E Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design 2)'Semi-rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verity design perenwten and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE A07473 rev. M63W rS BEFORE USE Design valkl for use orgy vAth MllekO connectors. Inniscleslgn It based orgy upon pczameters shown a xi 6 for an WxkA ual buldng component. not a truss system. Before use, the building designer must verity the applicability of cfeslgl p oiarnelers and properly Incoglorate ihb design Into the over,, bgdeng design ®acing trxOcotod Is to prevent bucMpno of IndNWuo1 truss web and/or chord members orgy. AddllaxA Temporary and permanent bating MiTek' is always regnhed" stabBily and to prevent collgsse vAth r>osstle posa0 IM>ryand ptopefty dolnoge For garter, gticlaxe regardng the fabrication, storage, delivery, erection and bracing of busses and mra systems, seeANSUTP11 CuaBty Criterlo, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available bon buss Plate Inslltule. 218 N lee Street. Sutle 312. Alexancfrio. VA 22314. Tampa. FL 33610 o ruse ruse Type ty Ply T1oss,e+3 7BO291 Ft7 FLOOR TRUSS 10 1 Job Reference bona ousosrs rastaourca, r arrpa, - .y. rruaaa ooaoo o•1a F , 2-6.0 1-3-0 I.Sx3 II 1.50 = 1.Sx3 = 1 2 wwnwa. ,nw. ...,. ..w. ,.. .,....,... ...qo ID:ZI7yactt3rgf5 ObDEG6BuzOUf6-7Jm?vWYxNprn h6UltFPeiOEIeZWDi&begyvsztF?J 1.7.12 280 o}t,(6 a . 1.25.7 1 Sx3 II 1.5x3 II 3 4 S 6 7 RMIE 17 q LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2.0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.47 BC 0.63 WB 0.38 Matrix) DEFL. in (loc) Well Ud Ven(LL) -0.10 10.11 >999 360 Ven(fL) -0.15 10.11 >999 240 Horz(fL) 0.04 9 n/a We PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20%F, I I%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) 14=80207-4, 9=796/0.3-8 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1452/0, 3-4=-1878/0, 4-5=-1878/0, 5-6=-1878/0, 6.7=-1468/0 BOT CHORD 13-14=0/1137, 12-13=0/1736, 11-12=0/1878, 10.11=0/1746, 9-10=0/1158 WEBS 2.14-1327/0, 7-9=-1338/0, 7-10=0/492, 6-10=-441/0, 2-13=0/500, 3-13=-451/0, 3.12= 26 417, 6-11=-37/407 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this Uuss. 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. Sirongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verty dadgn parametors and READ NOTES ON TM AND INCLUDED AMK REFERANCE PAGE NO.7472 ray. 1403 MIS BEFORE USE. Design vdlW for use only vAth WIek® Con neclors. fink design Is based only upon pataneters shown, and is lot an kr i al bu f1ding component. not a Was system. Before use, the bbBC$ng designet mtat verify the at)NIcatAly of design parameters and property Incorporate this design Into the overall binding design ®acing Indicated is to btaWbng of Individuall teas web and/or chord members orgy Ada libnal temporary and permanent bracbng Mprevent Is a wogs required lot sic"lly and to prevent ccllopse wllh posble personal htf W and property damage. for general guidance regad hg the iTek' 6004 Parks East Blvdlabrlcatbnstorage, def". erection and biocing of fames and truss systems. seeANSU1Pl I Quality Criteria, DSB-89 and SCSI Building Component Tanpo. FL 33610SafelyInformahonavmablefromtrussRoleInstitute. 216 N. lee Sheet. Suite 312. Alexandlo. VA 22314. Job Truss truss type ty ply T10551914 TSW91 HR01 DrsgonalHip Girder 1 11 1739768019JobReference Donal W11061erustsource. pampa. wanteay,rbnaaasabb o.v.w..e.... —ocrawl 'y.. I D:Zl7yacfMgf5yObDEG6BuzOU16•bVKN6sYZ66vjJN3VRywIFDm RVz23yC7EdIPW RIzIF91 1.5.0 7.1.5 9.9.5 1.5-0 7-1-5 2.8-0 2x4 11 3x6 = 3x6 = LOADING (ps, SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2OO7 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=421/0-10.15, 5=592/Mechanical Max HorZ2=143(LC 4) Max Uplift= 143(LC 4), 5=-212(LC 8) Scale . 1:21.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TC 0.59 Ven(LL) -0.15 5-8 >771 240 MT20 244/190 BC 0.78 Ven(rL) -0.48 5-8 >243 ISO WB 0.16 Horz(rL) 0.01 5 We n/a Matrix-M) Weight: 39 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pudins, except end venicals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1075/29, 2-3= 653/225 BOT CHORD 2.5=•311/612 WEBS 3.5=-062/387 NOTES- (8) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=25fh, Cat. II, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 212 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-2=-60 Trapezoidal Loads (pit) Ven: 2=40(F=30, B=30)-to-9=35(F=27, B=27), 9= 5(F=27, B=27)-to-4=-147(F=-43, B=-43), 6-0(F=10, B=10)-to-5=-49(F=-14, B=-14) 0 WARNWG • Vary dadgn paranwtws and READ NOTES ON THIS AND eyCLUDED NREK REFERANCE PAGE MD-7472 rev. 140MO S BEFORE USE Design valks la use only with W lek®conneclats. Ihk design Is based only upon pmamnelers shown. and Is la an Individual bulding component, not a tuns system. Berate use. the building designer must verify the applicability or design Marneters and properly heorporote M design Into the overall bu/ding design. ®acing Indicated Is to bxtcWV of Individual ,suss web and/ot chord members only. Additional lemMary and permanent tracing MiTek' prevent Is always required lot stability and to prevent collapse with possible personal hfury and property damage. For general guidance tegading the 6904 Pake East Blvd. tr biicatkrn, storage. delivery. esectlon and bracing of muses and truss systems, seeANSVtPI I Quality Criretlo, DSB-69 and SCSI Building Component Taupe. FL 33610SarelyIrdormationavailabletramTeasRateinstitute. 218 N. lee Sheet. Suite 312. Alexandria. VA 22314. Job Truss Truss Type oty Ply T/0551915 T80291 HR02 DiaponelHip Glram t 1 1739768020 JobReference (optional) emote 1-11135attrce. I amp&, nam ,frtMtaa :T.ACar.—Pwq "wmalwv fu, -'; r.pe, ID: Zl7yactf3rgf5yObDEG6Buz0U16-bV KN6sYZ86v1,IN3VRyvAFDmSbz4oyEdEdIPW RIzIF?I 1. 5.0 6.11.6 1. 5-0 6-11.6 30 II 20 = 20 11 LOADING ( psf) SPACING- 2 0 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 10.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. in (loc) Udell Ud Ven( LL) -0.06 2-4 >999 240 Ven( TL) -0.15 2-4 >513 180 Horz( fL) 0.00 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. ( Ib/size) 4=293/Mechanical, 2=264/0-11-5 Max Horz2=120(LC 4) Max Uplift4=-112(LC 8), 2=-105(LC 4) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:17.9 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 6.0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst-, 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent With any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 4 and 105 lb uplift at joint 2. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-5=-60 Trapezoidal Loads (pit) Van: 5=0(F=30, B=30)-to-3— 104(F=-22, B=-22), 2= 2(F=9, B=9)-to-4=-35(F=-7, B= 7) Q WARNING • Vary dadpn pan netas and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE M34473 rev. 10417YlOrS BEFORE USE Design valkt for use only %-Aan Mllek® conneclors. lids design It based only upon patometers shown. and is la an Individual building component, not a truss system. Before tile, the building ngdeslgnet must verify the c"Il :abllty of design Marnelers and Ixoperty kncorpoiole this design Into the overall building ingdesign. boding bx9colod Is to lxscktbng of Individual hiss web and/ot chord members only. Additional lemporay, and permanent txocbng MOW proven) 6 always iegWed lot stability and to peveni collapse with possible personal Iryuy and property damage. Foi genetal guidance ieg rcI ng the labricatbn. stooge, delivery, election axi Naebng of trusses and tniss system; seeANSI/1PI I Quality Criteria. DSII.69 and SCSI BuBdhV Component 6904 Parke East Blvd. Safety Information ovrlahle mom law Plate institute. 218 N lee Sheet. Site 312. Alexandria VA 22314. Tefrpa. FL 33610 Job Truss Truss Type 0 y ply 710651916 780291 HR03 DIAGONAL HIP GIRDER 4 1 1739768021JobReference(optional) Buxdam Fasibource. ramps. rram cay, t-tone;F.=.b w, ,..- M - , , ,tea• U, • .„ ^", , . ID:ZI7yacff3rgf5yObDEG6BuzOUf6-bVKN6sYZ66viJN3VRywtFDmRcz 1 HyClEdl PW RIz1F?l 1.54 6.2-11 9-9.5 5 6-2.11 3-6.10 Scale - 1:23.1 2x4 II 3X6 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) -0.17 5-8 >696 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.83 Ven(rL) -0.51 5.8 >228 180 BCLL 0.0 ' Rep Stress incr NO WB 0.19 HOrz(rL) 0.01 5 We rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural Wood sheathing directly applied or 5.3-13 oc puffins, except BOT CHORD 2x4 SP No.2 end venicals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 2=427/0.5-5, 5=600/Mechanical Max Horz2=217(LC 4) Max Uplitt2=- 111 (LC 4), 5=-253(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-540/145 BOT CHORD 2-5=-293/489 WEBS 3-5=-530y351 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: cantilever left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This thus has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at Joint 2 and 253 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-2- 60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-4-147(F=-43, B-43), 6-0(F=10, B=10)-to-5=49(F=-14, B=-14) WARNING. Vaulty doatpn paramatom and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MA7472 ray. fO 3WIS BEFORE USE Design varW for use orgy with 041ek® connectors. this design is rased orgy upon paameters shown. and Is for an Individual boding component, not a truss system. Before use, the btt9dng designer mast verity the appicabllN Of design parameters and propedy Incorporate 9%design Into the overall btidhg design. Bochg Indlcaled Is to prevent bucUing of pnd *AKil truss web and/or chord members only. Acld1flonat temporary and permananl bracing MOW is always regtbed lot statAlty and to prevent collapse wllh possUe personal Injury and Ixoperly damage. For general guidance regarding the wbdcatton. storage. delivery, erection and bracing of trusses and Into systems seeANSV1Pl I Quality. Criteria. DSB-89 and BCSI BuWing Component 6904 Parke East Blvd. Safety information avdtdlle from truss Rate Institute, 218 N. Lee Street. Site 312. Alexandria VA 22314. Tampa. FL 33610 Job rurss truss type ry T105S1B17 T80201 HROS DIAGONAL HIP GIRDER 4 1 739768022 Job Reference(optional) Builders FuSISouwa. Taupe. Ptah City. FINide 33666 r.IMV a Npr it zuio mr r eR mausmss, r11G. rrea I i.1111 16:+o.26 cv r ys i ID:ZI7yacft3rgf5yObDEG68uzOU16-3itlKBZBv01 axXeh_gR6nRJIJNZDhhsOsy93_MF?H t•5-0 1-0-0 1-5-0 1-0-0 2x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.00 5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Ven(TL) 0.00 5 999 180 BCLL 00 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 2 n/a rlla BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=175/0-5.5, 4=-11/Mechanical, 3=0/Mechanical Max Horz 2=45(LC 8) Max Uplilt2=- 1 23(LC 8), 4=-11(LC 1) Max Grav2=175(LC 1), 4=19(LC 8), 3=8(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:6.4 PLATES GRIP MT20 244/190 Weight: 5lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc punins. BOT CHORD Rlgid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=250; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 [all by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 2 and 11 lb uplift at joint 4. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . VeAfy dedpn Parameras and READ NOTES ON Th7S AND INCLUDED iR7EK REFERANCE PAGE MD•7473 rov. 14VIV IS BEFORE USE Design valid la use only with Weir® connectom Ills design is Ixised only upon paameters shown, and Is too an individual bL&AW component. not a btas system. Below use, the LAgdbV deslgnet must verity the aWlco illy or design pairxneters and popetty Ilcaporate this design Into the overall btAdt ng design. Noting Indicated is to poevenl buictakV of IntflvkDial truss web and/a tined members only. Additional lemporary and peffna nenl bating MiTe k' Is always ieclulred lof stalillty and to prevent collapse wllh possbie personal I>lury and property damage. For general guidance fegadhg 11ne labrlcollon. slotoge. delivery. erection and bfacdng of tnsses and Iris systems, seeANSI/TPI I Quality Wilda. OSB-89 and SCSI 8u0ding Component 6904 Parke Exist Blvd Safety Informtlon ovak"e, Dom Wss Plate Institute. 218 N. lee Sueel. Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job T fuss I russ I ype ty T10651918 TB0291 J01 JACK -OPEN TRUSS 2 t 39768023lJob, Reference(optional) 9uuders Itxstsowce. I arrpa, rtam crry. I•ronaa asaue —> P' — m" e. Y. ID:Zl7yacit3rgf5yObDEG6BuzOU16-31tlKBZBvO1 axXeh_gR6nRJkSNZ?hhs0sy93_lzf FAH 1-0-0 _ 1.10.15 14)-0 1.10-1s Scale . 1:7.7 20 = LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Ven(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOfz(TL) -0.00 3 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10.15 oC puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical, 2=156/0-8.0, 4=18/Mechanical Max HorZ 2=47(LC 8) Max Up111t3=-28(LC 12), 2=-87(LC 8) Max Grav3=36(LC 1), 2=156(LC 1). 4=37(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511, Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 28 lb uplift at joint 3 and 87 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG • Va ly design parameters and READ NOTES ON THIS AND WCLUDEDWFEK REFERANCE PAGE 1D17473 mv. 1003,201S BEFORE USE Design valid lot Lae orgy Win Mllek® connectors. frgs design is Ixsed orgy upon paaneters s novAn, and Is for an kxlMdrxd txdkMV component. not a Outs system Belote use. that LxlkLtg designer must verity Ilse "Icat4ily of design paameters and Ixopedy hcaltorate this design Into the overall Bracing Indicated Is to brtcldhg or IrwilvlCLxf Intl web and/or chord members only. Additional temporary and prmmo neni lxmhg M iTek' ailing design prevent Is always required for sttt Aly and to prevent collapse with possUe personal "and property damage. For general guidance tegadng the wbrication. storage, delivery. etectlon and bracing of tntses and Inns systems sceANSI/1PI I Quality CAloda. DSa-89 and BCSI SuBding Component 6904 Parke East Blvd. Safety Information avaOcsttle from buts Plate hstlMe. 218 N. lee Street. SJte 312, Alexa d t. VA 22314. Ten", FL 33610 Job I russ russ ype ty T1oss1919 TB029i J02 1. JACK -OPEN TRUSS 2 1 739768024 Job Reference(optional) uunasrsrssibwtce, Iattpo. l rmm dory. t-tonoa u000 w, I I. - • • v ID-Z17yac113ig15yObDEG6ButzOU16-XuR7XXapgk9RYhDtYNzLKesvcnuhO86X4cu ; BzfF?G t-0-0 _ 2•to•15 t o 0 2.10.15 2x4 = 2.1a1s LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in poc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) -0.00 2.4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Ven(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.00 3 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0-8-0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-42(LC 12), 2=-108(LC 8) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsi: h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 108 lb uplift at joint 2. 6)'Semi-rigid pttchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Val/y dodpn pwwwtws end READ NOTES ON "Its AND INCLUDED NMK REFERANCE PAGE rl07473 rev. 16030201S BEFORE USE Design valid lot use only calm MllekS connectom Inls design is based only t4-.on paaneters shown. and Is tot an Individual tAAMV component, not o fuss system. Belae use, the bt/dtng designer must vedN the oWicabllly of design paanelers and properly InCorpoiale this design Into the oveta0 Boding Indicated Is to bticMing of IndhddhKf buss web and/a chord members only. Additional tempotary and permanent lxocW M k* btla0tg design pieveni 6 always requited for stability and to prevent collapse wtlh posble personal InA+y and lNopedy damage. rot general gu ldance regarding he labticatknn storage. delivery. erecilon and bfachlg of Irtmes and miss systems, seeANSVIPI1 Quality Cdtedo, DSS-89 and BCSi Building Component iTe 6904 Parke East Blvd. Safely IMormallon available liom Inns Plate Institute, 218 N. lee Sheel. Sulle 312. Alexa film VA 22314. Tonpe, FL 33610 Job FUS Truss Type ty ply 710661920 T80291 J03 JACK -OPEN TRUSS 120 1 17397680251JobReference hone ouuCers I-ustsouice, r arma, t•mm csy, rronaa ;jaaoo w• • • o •^• • • •mow• ^+• - • • v ID:Zl7yacit3rgt5y0bDEG6BuzOUt6-XuR7XXapgk9RYhDtYNzLKessZnsuO86X4cucW BzfF?G 1-0-0 4.10.1 s 1-0-0 4.10.15 ' 2x4 = LOADING (psi) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 10.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 Rep Stresslncr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. pb/size) 3=124/Mechanical, 2=272/0.8-0, 4=45/Machanical Max Horz 2=91(LC 8) Max Uplift3=-88(LC 12), 2=-118(LC 8) Max Grav3=124(LC 1), 2=272(LC 1). 4=90(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:12.7 DEFL, in (loc) Well Ud PLATES GRIP VerI(LL) -0.02 2-4 >999 240 MT20 244/190 Ven(TL) -0.06 2-4 >869 180 Horz(TL) -0.00 3 n/a We 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 10.00 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intenor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five loads. 3) - This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vsrtry deslpn parameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE A@7473 rev. 1401WIS BEFORE USE Design valkl lot use only a4m Milek® connectors. INS design Is based only upon paameters shown, and Is tot an Indh4dual building component. not a u1as system. Before use. the btbdng designer must verily the applicability or design pataleters and properly Incogwtato INS design Into the ovetotl txAdWQ design. Bracing Inr9caed Is to prevent bueaung of Individual truss web and/or chord members only. Additional temporary and permanent Ixaclng MiTeW It a ways iegWed for stabUlly and to povent collapse with possmle persor4 r*>ryand properly damage For genets guidance tegadng the labricallm sloraoe. delivery. efectlon and btacIrV of tnrsesand In=systems. seeANSVTPII Quality Criteria, OSS-89 and SCSI Ifu901ng Component 6904 Parke East Blvd. Safety information available ham truss Nate Institute, 218 N. lee Sheel. Suite 312. AlexatWriO. VA 22314 Tampa. FL 33610 Job ruse runs I ype y N 710661921 T80291 J04 JACK -OPEN TRUSS 4 1 739766026 Job Reference (optional) Builders RISI50urCe, Tanga, Plant Gay, hbrxra 3W66 r.o+v a App iv Nm -n nmuw. ea, . n. v ..., ,o ,, y. , ID:Zl7yacff3rg15yObDEG6Buz0Uf6-XuR7XXapgkeRYADtYNzLKesml no3086X4cucW BzfF?G 14}0 7-0.0 f- o 7-0-0 3x4 = 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.08 2.4 >976 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Ven(TL) -0.25 2-4 >321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 We rlla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 23lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. pb/size) 3=177/Mechanical, 2=352/0-8-0, 4=79/Mechanicaf Max Horz 2=121(LC 8) Max Uplitt3=-112(LC 12), 2=-135(LC 8) Max Grav3=177(LC 1), 2=352(LC 1), 4=123(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 Interlor(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for taus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verity dadppn pwamotsm and READ NOTES ON T10S AND INCLUDED WTEK REFERANCE PAGE N9.7472 rev. I&OVAIS BEFORE USE Deslgl va lrJ for use only wlm 141c" connectors. Ms design is iced only upon paamnelem shown. afrnciB fa an IndNkkxi txAdhg carnponenl. not a hiss system. Belore use, the IxOdng designer must verify the oppllCablity of design lxrdineters and properly hcorporote ln6 design Into the overall btlding design ®acing Indicated Is to prevent btaMdhg of Individual truss web and/or chord members only. Additional temporary and pennanenl irachng MiTek' Is a ways reed fa stability and to prevent collapse with p ossble persond"and property damage. For 13enesal guidance regarding the Moicatlon. storage. deitvory. etecflon and bracing of trusses and truss systems. soeANSI/TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information avcloc"e from huss Plate Institute. 218 N. lee Street. Slle 312. Alexandria. VA 22314. Tampa, FL 33610 Job rus Truss Type ry T,os5,9n TS0291 J05 JACK -OPEN TRUSS 2 t 739768027 Jab Reference(optional) Builders FeslSource. Tompa, Plant Coy. Florida 33566 7 640 a Apr to 206 muea industries, inn. Wed may of f6.4e;30 M t rage f ID:Zl7yacf13rgf5yObDEG6Buz0U16-'t4'tVltbSR 1 HIAgo365UassO4dAFZgbMtUGeA2dzf F?F 1-0-0 a10.15 1-0-0 ata15 LOADING (psQ SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=-6/Mechanical, 2=137/0-6.15 Max Horz 3=39(LC 12) Max Uplih3=-6(LC 1), 2= 82(LC 12) Max Grav3=35(LC 16), 2=137(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale . 1:6.9 2x4 = DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) 0.00 4 >999 240 MT20 244/190 Ven(TL) -0.00 4 >999 180 Horz(TL) -0.00 2 n/a We Weight: 5 lb FT = 20'e BRACING - TOP CHORD Structural wood sheathing directly applied or 0.TO- 15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=lOBmph, TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11, Exp B; Encl.. GCpi_—O.18; MW FRS (envelope) gable end zone and C-C Intenor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcunent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 3 and 82 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Verlry design pwamafere and READ NOTES ON THS AND INCLUDEDWTEX REFERANCE PAGE 1AD-7473 rev. 1003WIS BEFORE USE Design valid lot use only Win, Mllek®conneclors. Ras deslgf Is based only upon parameters shown. and Is for an Individual buldhtg component, not o truss system Before use, the Ixidho designer must verily the aWicablify of design, parameters and propefty llcaporate this cleslgn Into the overall btid ing design Macing VK tcaled Is to prevent buclding of Individual truss web and/or Chad members only A[killonal temporary and permanent brocing M iTek' is always iedluied fa stability and to prevent coilarse with possible personal IyWy and property damage For gemal guldafce regarding Rue fatxication. storage, delivery, election and bracing of trusses and truss systems seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovaAable from truss Plate Inslitu le. 218 N. Lee Sheet, Sulle 312. Alexandria. VA 22314. Tafnpa. Fl. 33610 Job Truss russ Type y ply T1055t923 T80291 J06 JACK -OPEN TRUSS 2 tI IM768028JobReference(optional) Budders FkstSource. Tampa, Plant Coy. Florida 33566 1 e4u s Apr tv zutc musk industries. inc. wad mar dt io:•a:w Nr r rage i ID:ZI7yacit3rgl5yfbDEG6BuzOUf6-'147VItbSR1 HIAgo365UassO4HAEwebMKJGeA2dzIF?F 1-0-0 2.10.15 1 0 0 2.10.15 Scale: 1 -1' 2x4 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 10.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0-8.0, 4=25/Mechanical Max Horz 2=82(LC 12) Max Uplilt3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) Udell Ud PLATES GRIP Ven(LL) -0.00 2-4 >999 240 MT20 244/190 Ven(TL) -0.01 2-4 >999 180 Horz(TL) -0.00 3 We n/a Weight: 11 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE MP-7473 mv. 1001W IS BEFORE USE Design valkd to use oNy with MIIeR9 connectors. Ins dasign Is based only urion prJamelers anown. and Isla an tKMAdi u]I btldkng component. not a truss system. Before tae, the blRdkng designer must verily the applicability of design paameten and property Incorporate this design Into the overall building design, elaetng i ndicaled Is to prevent budding of IndlAdual trim web and/or chord members only. Additional lempaan/ and permanent tsra"--tr* MiTek' Is always reed let stability and to prevent collapse with possibAs personal I>Ary and property damage. for general gJdance tegacling One labrkatbn, storage. delNery. erection and bracting of tnussos and Inm systems, seeANSVTPI l Cuddy Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety INortnaOon avallrIDle from Buss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tanya. FL 33610 Job Truss truss type 0ty Ply 710551924 780291 J07 JACK -OPEN TRUSS 2 tI 1739768029JobReference(optional) Budder& FltstSource, Tonga. Plant Cdy, Florida 33566 7 640 a Apr 19 2015 Nblak IndusUtes, inc. Wad Met 01 16:48:31 2017 raga 1 ID:ZI7yacti3rgf5yObDEG6BuzOUf6-UHZuyDb4CLP9o__NGgo?pP3xBmaXBu2cgYwN1a4z1F? E Scale . 1:17.3 2x4 = 04-0' 4-8-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Ven(TL) 0.07 2-4 820 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) 0.00 3 rVa rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 18lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IbJsize) 3=127/Mechanlcal, 2=276J0.8-0, 4=46/Mechanical Max Horz2=128(LC 12) Max Uplif13=-106(LC 12), 2— 70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(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 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent With any other live loads. 3) - This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 loll by 2 0 Wlde will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wilhstanding 106 lb uplift at joint 3 and 70 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vadiy dadgn paremetart and READ NOTES ON 1T4S AND WCLUDED NIrEK REFERANCE PAGE A07472 rev. IOW,201S BEFORE USE Design vdkt for use only vAm Wlek® corvteclors. This design Is based orgy upon paamelers drown. and Is We an Individual building component. nor a truss system. Before use, the building designer must verity the aMicabllty, of design paamelers and popody I ncogwrate this design Into the ovetdl building design. Bracing indicated Is to btuclding or IndtMuol truss web and/or chord members only. Additional temporary and pemlanont bracing WOWpevent is awmys lequi ed tot stability and to prevent collapse with possible personal h>p,y and property damage. For general guidance regadng the 6904 Parke East Blvd. fabrication storage. deWery, enaction and bracing of trusses and truss systems. seeANSVIP11 Quality CAlw1c, DSB-89 and BCSI BuBmng Component Tampa. FL 33610SafetyinformationavailablebornBrasRatebtstiMe. 218 N. Lee Sheet. Sulle 312. Alexax]da VA 22314. Job I ntss truss type City T1055/925 T80291 JOB JACK -OPEN TRUSS Bply 1 Job Reference(optional) Job Reference Uuailers rxstsource, Tampa. r•mm cny. I-anoo saaoo I—.1W.... •o ..... ••• ^••• .- •, • • I D:Zl7yacif3rgf 5yObDEG6Buz0U16-UHZuyDb4CL P9o_NGgo?pP3x F habBu2cgY,Wjua4 zI F?E 1-0-0 0.110.15 o- o•1s LOADING ( psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( Ib/size) 3=-11/Mechanical, 2=134/0-4-0, 4=9/Mechanical Max Horz2=39(LC 12) Max Upliit3=-11(LC 1), 2= 57(LC 12) Max Grav3=12(LC 8). 2=134(LC 1), 4=17(LC 3) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 9 20 = DEFL. in (loc) Well Ud Ven( LL) -0.00 2 >999 240 Veri( TL) -0.00 2 >999 180 Horz( rL) -0.00 3 n/a Na Scale . 1:6.9 PLATES GRIP MT20 2441190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7.10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsi; h=2511; Cat. II; Exp B; Encl , GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed:C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 57lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Va ly doson Paametets and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 mv. M02M1S BEFORE USE valid for use orgy with Mllek9 connectors. this deslg161 ed only upon paalnelels shown. and is lot an k*00cl xf buldi ng component. nor OF obusssystem. Before trse. the btRdtrng deslpnei must verity the applicability of design txxaneters and properly Incosporote 0* design Into the overall txBdbng design. Bracing kx2coled Is to prevent budding of Indlvldtral buss web and/or cnord members only. Acklltiorld lemporary and pertlronent brocing WOW Is always sequined lot statAlly, and to prevenl collapse with rxossirole personvf W Wandproperty damage. For general guldance regarding the labrdalbn, storage, del". esectton and bracing of trusses and Inns systems. soeANSI/TPI l Quality CAtedo. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety INormotlon ovcBable born buss Plate Ins9Me. 218 N. Lee Street. Suite 312, Alexcincirlm VA 22314. Taupe. FL 33610 Job I suss Truss Type ry Fly Tt0551926 T8029t J09 JACK -OPEN TRUSS Ile, 1I 1,3976803, Job Reference (optional) Rudders Fbatsourcs. Tampa. rmm c rry, rronaa 33s6a ID:Zl7yacff3rgf5yObDEG6BuuzOUf6-yT7GAZcrztxOPBySDW W2yHUOD_wEdVs_na7H7WziF?D t-0-0 2.10.16 1.0 0 2-10.15 Scale, 1'.1' 20 = 2.10.15 LOADING (psi) SPACING- 2.0.0 CS1. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=193/0-4.0, 4=27/Mechanical Max Horz2=82(LC 12) Max Uplif13=-57(LC 12), 2=58(LC 12) Max Grav3=65(LC 1), 2=193(LC 1). 4=54(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(l) zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 58 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Varlly dadyn pmama ws, and READ NOFES ON FMCS AND INCLUDED WMK REFERANCE PAGE MD-7473 Mv. 14116 0/5 BEFORE USE. Deslgl valld to use orgy with kllekb connectors. mis desIM Is based oNy upon paameters shown. and IS fa an bldMdual bAdb1D component. not a Dtas system. Belae use. the bx/d1rV deslgncr must verify the applicabllty of desw ixlfametelS CM ixopefly Incorporate this design Into the overall b ldliV design rydclng bxAcated Is to prevent 1xfcMblg of WIvIdual truss web and/ot chord members orgy. AddOonal temporary and permanent bracN WOW is always regtled for sta bSny and to prevent collapse vAlh possible persoW Ifury ar a properly damage. For general guidance regading She labkallm storage. delivery. erection axl broclnp of teases and truss systems. seeANSUTPI I Quality Criteria. DSB-69 and SCSI Building Component 6904 Parka East Blvd. Shcery Intormar on avdfo bto Dom bias Plate blstiMe. 218 N. Lee Sheet. Sulto 312. Alexarldit VA 22314. Tarrpa. Fl. 33610 Job runs Truss Type ty Plyt T10551927 780291 J10 JACK -OPEN TRUSS 100 739766032 Job Reference tional tlu4aars t rrsusorrres, rempa, rmm cay. Pronoa asaoo ID-Zl7yacff3rgfSyObDEG6BuzOUffayT7GAZciziOP xBySDWW2yHUM5_tGdVs_na7H7WzfF?D 1-0-0 4.10.15 r 1-0-0 4.10-75 20 = 4.10.15 4.10.15 Scale. 1:17.1 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(TL) -0.07 2-4 >780 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=132JMechanical, 2=266J0.4.0, 4=47/Mechanical Max Horz 2=126(LC 12) Max Uplilt3— 107(LC 12), 2— 67(LC 12) Max Grav3=132(LC 1), 2=266(LC 1), 4=94(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other five loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tail by 2.0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this 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.' WARN/NO - Vary design paramerars and READ NOTES ON TN1S AND INCLUDED AMK REFERANCE PAGE N67473 rev. 1063001S BEFORE USE Design vc/kl for use only with Mliek® connectors. Wits design Is Ixaed orgy upon paanelem sWwn, and Is too an Wividltlal buldN component, not a Oral system. Before tao, the lotilk g deg" mint verily the appileablily of dfeslgn parameters and propetty Worpolate Mis design Into the overall building design. ®achg trxOcated is to pevent btrcldkV of Indiviclu l tams web and/or chord members only. Additional lamporay and permanent lxactrng MiTek' Is always required for stability and to pevenl collapse vAlh possBlle personal lVra1' and property danoge. For general g kkMe regadng the ktxlcoijam slordlge, dellvery, erection and txadng of fames and lams systems seeANSVWlI Quality Cdleft DSB-89 and BCSI Buildtrmg Component 6904 Parke East Bbd. Safety Information avalic"e norm truss Rate tralltute. 218 N. Lee Street. Suite 312, Alexaxirta. VA 22314. Tampa. FL 33610 Truss Truss Type oly ply 710551welJobT80291JttJACK•OPENTRUSS 10 t 173976(iOCKi Job Reference (optional) wMersrestsource. Tampa, rwmcny,rrpraar=W ..P...—w. •••••>•••W.•,•. w' ID:Zl7yacff3rgi5yObDEG6BuzOUf6-yT7GAZcizfXOPBySDWW2yHUHa_pBdVs na7H7WzIF7D t-0-0 7-0-0 1-0 0 7-0-0 30 = 7-0-0 7-0_0 Scale . 1:22.2 LOADING (psQ SPACING- 2.0.0 CSI. DEFL. In hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) 0.10 2-4 >777 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(rL) -0.28 2-4 >291 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) 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 puffins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. REACTIONS. (lb/size) 3=181/Mechanical, 2=347/0.4-0, 4=83/MeChanical Max Horz 2=172(LC 12) Max Uplift3=-133(LC 12), 2= 78(LC 12) Max Grav3=181(LC 1), 2=347(LC 1). 4=127(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph. TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 3 and 78 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vedly dedyn peranwtms and READ NOTES ON TMIS AND NCLUDED WTEK REFERANCE PAGE N1167473 rev. 14W2015 BEFORE USE Desl®n V lw for use only wtlh Mnek0 connectors. 11%design b based only Won paanetem shown. and b for an Individual 1xDtlhg component, not a hues system. Before rise, the building designer must verity 1ho apfAIcabllly of design paanelers and lAopedy hcolpaate Ihb design Into file overall design. Bracing Indicated Is to b of IndMdrxl InrA web and/or chord members orgy. Addlllonnl temporary and pennanenl tAadng WOWbrBdngpreventucaing Is chvoys tegrbod lot stability and to prevent cotiaRse with possible persax9 Inf ry and property damage. For general guidance regarding the fabrk:allon, storage, delivery, erection and bracing of trusses and Mon systems, seeANSVrPll Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avcllade from hum Rate hslltute. 218 N. tee Street. Suite 312, Alezantlrio. VA 22314. Tampa. i. 33610 Job I puss truss type 0 ty ply T1oss1929 T80291 J12 Jack -Open Tiuss 1 1I 1739768034JobReference(optionali Butldero Fest5ewee. ,arlpe. rram lily. I -was 33b66 wv s ryn ,. cv— —P.n .mw, ,.,. P— ...0 m., .., ,v.+..w .... .y. . ID:217yacf13rgl5yObDEG6Buz0Uf6.OlheNvdKkylt I IXenD1 H0002108dMsW 7?EsglyzlF1C 4.1.7 7.0.0 4.1-7 2.10.9 ' Scale. 1:22.4 3x4 = ixo 11 3x4 = Plate Offsets (X Y)-- 15.0-4-4 0 1-81 LOADING (psi) SPACING- 2-" CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Ven(TL) -0.05 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.01 4 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.10.9 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 OC bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1138/0.8-0, 4=10D8/Mechanical Max Horz 1=149(LC 8) Max Upliltl=-260(LC 8). 4=-305(LC 8) Max Gravl=1254(LC 15), 4=1102(LC 15) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1353/250 BOT CHORD 1-5=-321/1173, 5-6=-321/1173, 4-6=-321/1173 WEBS 2-5=-226/1279, 2-4=-1457/399 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf-, BCDL=6.0ps1; h=251t; 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 psi bottom chord live load nonconcunent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 1 and 305 lb uplift at joint 4. 6) Girder carries tie-in span(s): 15-8-0 from 0.4-0 to 6-4-0 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1.3=-60, 1-6=-291(F=-271), 4-6=-20 WARNING - Verily dedpn parametars and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE NP7,173 rev. lAdGIMIS BEFORE USE Design wild la use only with Ivblell® connectors. This design It lXaed only upon parameters shown. and B la an tr divId al rnUdhg component. not a hiss system. Belote use. the IxAdng deslgnet must vedN the citAft"ry of design paaneters and properly hcotporale this design Into the ovetoll bindhg design. bachg hdcated Is to ptevenl bmldhg of UWlvktud truss web and/ot chord members only. Addllond temporary Ord permanent btocblg Welk' is cOways requJled lol stcd)Ully and to prevent collapse with possible persorxtl busy and poperty damage. For general guidance tegadng tho Ict Acolbn storoge, delivery. etectlon and btacing or trusses and hiss systems seeANSVIPl I Ctrdbly Criteria. DS6-St and BCS1 building Component 6904 Parke East Blvd. Sataly Information avdklsle horn tram Plate institute. 218 N. Lee Sheet. SUIe 312. Alexandria. VA 22314. Tampa. Fl. 33610 Job Truss Truss Type City ply 710661930 780291 J20 JACK -OPEN TRUSS 20 1 739768036 Job Reference (optional) Budders FhoSource, Tampa, Plant City, Fonda 33566 r.ra+u s Apr iv zuto Nsr sx mausmss, inc. Wed mar yr i6AS 33 zvr aye . ID:Zl7yacf13rgf5yObDEG6BuzOUf6.OlheNvdKkyltl IXenD 1 HUUObBOHBMy67?EsgfyzlF?C 1-0-0 0.8-12 1- 0-0 0-0.12 Seale. 1.6.4 20 = 0. 8.12 0. 8.12 LOADING ( psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Ven(TL) 0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.8-12 oc puffins BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. ( lb/size) 2=136/0.4-0, 4=-19/Mechanical Max Horz 2=36(LC 9) Max Upl1112=-69(LC 9), 4— 19(LC 1) Max Grav2=136(LC 1), 4=20(LC 9) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=6.Opsl; h=251t; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to glider(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69lb uplift at joint 2 and 19 lb uplift at joint 4. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vwtry design paramotws and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 0167473 rov. iMMIS BEFORE USE Design vdkf lot use only With Mllek® connectors. this design Is based orgy upon parameters shown, and Is fa an bxllviduad building component. not a truss system. Before use. One bilk9np designer must vedly the applicaLYlty, of design parameters an cl Ixopeny Incotprnato Ihls design Into the overall btddbng design. Bracing Indicated Is to prevent MrcWing of Individual Onus web and/ot chord members only. Additional temporary amd peffn neni Imactmg WOW is always tegWed lot slab6lty and to prevent collapse with posslole personal "and property damage. For general guldance tegadhng the kilorlcatbn, storage. delivery. erection and bracing of trusses and inks systems. seeANSI/iPl t Cua1iN Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. safety Information ar"aMe from truss Rate butBMe. 218 N lee Sheet. Sulle 312. AlexandrIo. VA 22314. Tamps. FL 33610 Job rus Truss Type 0ty T1e661931 T80291 J21 Jack -Open Truss 1 1 739768036 Job Reference(optional) Baadere 1`e9150utt8, 1 ar pa, plant flay. I -large 33bbb r.wv s API to [ 10 mn 6. muasmes. mc. —11 mar v1 cv' 1 rays , ID:ZI7yacft3rgf5yObDEG6BuzOU16-usFObFeyVGnklS6rLxYW 1121uoPw5lUGEucNBOzfF?B 4.1.7 7-" 4.1.7 2.1" Scale . 1.22.4 3x4 = 3x6 11 3x6 = 4-1-7 7-" 4-t-7 2.10.9 Plate Offsets (Y `r)-- 15:0.4.8,0.1-81 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 020 Ven(LL) 0.02 4.5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(rL) 0.05 4.5 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.50 HOrz(rL) 0.01 4 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 20 SP No 3 REACTIONS. (lb/size) 1=845/0-4.0, 4=1326JMechanical Max Horz 1=149(LC 8) Max Uplihl=-213(LC 8), 4=432(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-1442/348 BOT CHORD 1-6=-407/1236, 6.7=-407/1236, 5-7=-407/1236, 5-8=-407/1236, 4-8=-407/1236 WEBS 2-5=-33311323, 2-4=-1535/506 Structural wood sheathing directly applied or 4-8-11 oc puffins. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=2511, Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconwnent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 213 lb uplift at joint 1 and 432 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 33 lb up at 1-0-0, and 191 lb down and 57 lb up at 3-0-0, and 1334 lb down and 397 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead r Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Von: 1.3=-60, 1-4=-20 Concentrated Loads (lb) Van: 6=-111(F) 7— 191(F)8=-1334(F) Q WARNING - Vm1ly dsslgn parameters and READ NOTES ON TNS AND INCLUDED WTEK REFERANCE PAGE A®-7473 rev. fOgt' MIS BEFORE USE. Deslgn vdid for use orgy with fAlekS connectors 0nts design Is leased orgy upon paometers shown. and Is for an dividual building component. not a Was system. Before use. the IxBdtng designer must verity the c"Aiccit Ally of design poometers and properly Incorpaole ihk design into the overall btBdfrng design. 9aceg I ndleated Is to bxrclding of Individual hurss web and/or chord members orVy. Additional tempomy and permanent lxacfrlg M iTek' prevent Is alwoys requlted lot slahlity and to prevenl collapse with possbie personal "and p ioperty damage rof general guidance legalding the 6904 Parke East BlvdIdx1callon, storage. delivery. etecllon and txacbo of trusses and truss systems. seeANSI/iP1I Quality Critelb, DSB-89 and BCSI Building Component Taupe. FL 33610safetyInformationovdlablefrombussPlateInstitute. 218 N. lee Sheet. Suite 312. Alexanctrlo. VA 22314. Job Truss Truss Type TtO657a32 TB0291 RM Hal Hip Truss 10ty1 t 739768037 Job Reference (optional) Builders rasl5outca. rampa, rram Lay. i-anm xs>oo w, -vevm, . x ID:Zl7yacff3rgl5yObDEG68uzOU16-usFObFeyVGnMS6rLxYW 1 rZb80P05F_GEucNBOzf F?B 1-0-0 7-0-0 10-S-8 14.2.8 1-0-0 7-0-0 3.5-8 3.9-0 Seale. 1.26.3 6x6 = 2x4 = 3x4 = 3x6 = 3x8 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.89 W B 0.66 Matrix) DEFL. in Ven(LL) 0.09 Ven(TL) -0.36 Horz(TL) 0.05 loc) Udell Ud 2-7 >999 240 6-7 >452 180 6 n/a rlla PLATES GRIP MT20 244/190 Weight: 63lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0.5 oc purilns, except 3-5: 2x4 SP No.2 end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1082/0.8-0, 6=1302/Mechanical Max HorZ 2=123(LC 4) Max Uplift2= 372(LC 4), 6=-428(LC 4) Max Grav2=1082(LC 1), 6=1355(LC 18) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2521/649, 3-4=-2282/655 BOT CHORD 2-7=-653(2312, 6-7=-573/1569 WEBS 3-7=0/512, 4-7=-1IW853, 4.6_ 1797/698 NOTES- (11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 372 lb uplift at joint 2 and 428 lb uplift at joint 6. 7) Girder caries hip end with 0.0.0 right side setback, 7.0.0 left side setback, and 7.0.0 end setback. 8)'Semi-rigid pitchbreaks wilh fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 685 lb down and 161 lb up at 7-0.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 11) *This manufactured product is designed as an individual budding component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Van: 1-3=-60, 3.5=-133(F=-73), 2-7=-20, 6-7=-44(F=-24) Concentrated Loads (Ib) Vert: 7=-513(F) Q WARNING. Vertty design paramere» and READ NOTES ON THIS AND WCLUOEO WITK REFERANCE PAGE 11164I73 rev. 1403MIS BEFORE USE Deslgn valkf for use only vAth MI1ek0connectors. This cleslart is based orgy upon paarnelers shown, and Is la an hdlvkW building comlwrlenl, not a truss system. Before use. the t>Aclit0 designer must verily the applk:aWiry of design paaneters and property incorWole ink design Into Ilse overall b tAdhg design. ®aclno Inckated Is to prevent bxuddino of IndNkAxf truss web and/or chord members orgy. Addif anal temporary and permanent txacN Welk' is always tequired for sktilllty, and to prevent collapse wllh possiMe personal busy and properly damage. For genetal guidance regarding the k" Icollm storage, dellvery, erection and Matting of tnsses and truss systems. seeANSI/TPI I CuwOly Criteria. DSS-89 and SCSI Building Component 6004 Parks East Blvd. Safely Information a%K0abie Rom Inm plate institute. 218 N. lee Street. Suite 312. Alexandria, VA 223)4 Tampa. FL 3300 Job Truss TrUSS Type y Ply TIOSS1933 780291 A02 Hall Hip Truss 110 1 1739768038JobReference (optional) BWlders F11e115ourCe. larrga. !'Writ flay, !aria jibbb ..wv a'W. a Aviv— on ...v..au.ea. .... .. vv ...n. ... .,. .,, ..... ...p . ID217yacit3rg15yObDEG6BuzOU16-usFObFeyVGnldS6rLxYW IiZe7oUX5BkGEucNSOZiF'1B 1-0-0 7-2.7 9-0-0 14.2.8 1-0-0 7-2.7 1.9.9 5.2.8 3X4 = Scale - 1:26.4 30 II 3x4 = 20 II " — LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.07 2-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Ven(fL) 0.17 2-7 963 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.94 HOrz(fL) 0.03 6 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. Qb/size) 2=633/0-8-0, 6=545IMechanlcal Max Horz2=152(LC 8) Max Uplift2=-219(LC 8), 6_ 175(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1038251 BOT CHORD 2-7=-310(922, 6-7= 310/922 WEBS 3-7=0/317,3-6=-928/312 PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% Structural wood sheathing directly applied or 5-1-2 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10, VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=250: Cal. II; Exp B, Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 2 and 175 lb uplift at joint 6. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Varl/y dedpn paramMats and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO.7473 rev. IGOQr201S BEFORE USE Design valid lot use orgy with MllekV cavtectors. Iris design Is based orgy upon paormelen shown. and Is lot an VxIMcl al btAdkV componenl. not o btss system. Belore use. the btAdblg designer must verity the applk:abilly of design pcxcsnelers and properly hcotporole fAk design Into the over,. b tAdhng design. Bracing kWlcated Is to prevent buckWV of Irxg Mlud Minis web and/or chord members airily Additional temporary and pemlcmenl bracing WOW Is always tegtLed We stability and to prevent collapse Win posdAe personal "arid property damage. For genmd gtldance tegadhg ho latxkallm storage. deWery. etection arid b1c"V of maces cmd tins systems. seeANSVM1 Quality Criteria. DSB-69 and BCSI Building Component 6NM Parka East Bbd. Safety Information aytlldtle mom truss Plote butlMe. 218 N. lee Sheet. St.e 312. Alexandria. VA 22314. Tarrpa. FL 33610 Truss Truss Type ty 710551934' ITB0291 R03 Special Truss 110 6"'MIre Reference (optional) Budders FbslSouice. Tarripa. Plarn City, Florida 3M66 7.640 s Apr 19 2016 rvbTek Industries. Inc Wed Mot Of 16.4e 35 2017 Page 1 ID:Zl7yacff3rgl5yObDEG6BuzOUf6-M2oOobeaGZvbGch lve31Zv6pcBlZghgOTYLxjrzlF?A r100. 6.9.14 10-0-0 16-4-0 20-e-0 2t-0-0 25-0-0 30-0-0 31-0-0 1-00 6.9.14 3.10.2 5-0-0 4.4-0 0.4-04-0.0 6-0-0 '140' Stale . 1:54.4 4x6 = 3x6 = 3xB = 4x6 = 3XB = 2x4 11 3x4 = LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Ven(LL) -0.18 13-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Ven(TL) -0.49 13-16 >516 180 BCLL 0.0 Rep Stresslncr NO WB 0.75 Horz(TL) 0.03 8 n/a n1a BCDL 10.0 Code FBC2014/TPI2OO7 Matrix-M) Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc puffins. SOT CHORD 2x4 SP No.2 Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 8- 12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=812/0-8-0, 11=2642/0-8-0.8=467/0-8.0 Max Horz2-111(LC 9) Max Uplllt2=-197(LC 8), 11-818(LC 9), 8=-190(LC 9) Max Grav2=812(LC 1), 11=2789(LC 15), B=514(LC 16) FORCES. ( Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1026/238, 3-4=-738/171, 4-5=-752/160, 5.6-165/708, 6-20=-165/708, 7. 20— 165r/08,7-8=-687/220 BOT CHORD 2.13-213/845, 12-13— 49/503, 11-12=-49/504, 11-21— 130/537, 10.21-130/537, 8- 10=-138/579 WEBS 4.13-31/411, 7-10=-148/723, 6-11=-343(223, 7-11=-1291/443, 5.13-0/260, 3- 13=-333/246,5-11=-1370/378 NOTES ( 11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psi; BCDL=6.Opst; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 2, 818 lb uplift at joint 11 and 190 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22.0-0 left side setback, and 5-0-0 end setback. 8)' Semi-rigid pflchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325 lb down and 91 lb up at 25.0.0, and 1430 lb down and 401 lb up at 22-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 WARNING - Verity dadgn parameters and READ NOTES ON TMIS AND INCLUDED NAEK REFERANCE PAGE NP7473 rev. 141100 IS BEFORE USE Design valid for use orgy vdh MllekO connectors. This design is based orgy upon pmameters shown. and Is for an bxlMckxU bundling component. nol a hm films system. Before use, the txgdbV design ei must verity the applicabilityof design parnetem and popedy incorporate this design into the oveiall uuBdfrlg design. Bache halcated Is to pevenl buckb,0 of hdlvldural puss web and/of chord members orgy. Additional temporary and permanent bracing WOW Is always ieclulted for stability and to prevent collapse with poss9Ne persona"and property damage. for general guidance regadhg the s, seeANSVH41 Qlity Criteria, DS6-69 and SCSI Cubdhng Component ktxlcc lion. storage, dolNery. erection and bracing of fusses cW truss syslemQuality 6904 Poike East Blvd. Safety irgotmadon ovagatile from truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria VA 22314. Tamps, Fl. 33610 JI Fuss Truss Type ty 710551934 T80291 R03 Special Truss 1 t 739768039 Job Reference (optional) uueaers rustsource, ,ortpe. rram a,try, rronae J4aoo I D:Zr/yacll3rg15yObDE G6Buz0U16-M2oOobeaGZvbGch 7 ve31Zv6pcBlZghgQTYLxirzl F?A LOAD CASES) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4— 60, 4-5-60, 5-20=-60, 7.20=-95(F= 35), 7-9=-60, 14.21= 20, 10-21=-32(F— 12), B-10= 20 Concentrated Loads (lb) Vert: 10-233(1`) 21-1027(F) 0 WARNING - Verily design panunetwa and READ NOTES ON TM AND INCLUDED Af1TEK REFERANCE PAGE MO.7472 rev. IQUIMIS BEFORE USE De*p Valid for use only with Mllekr9 conne-clois. fhb design Is based only upon paa eters shown, and Is lot an hldMduol building component, not a truss system. Before use, the building designer must verity the aWleab111y of design parameters and propeAy lncoq)atole Ihk design into the ovetal building design. Bracing Indicated h to buckling of Individual mtrs web aid/or chord members orgy. Additional temporary and permanent bating MiTe k' prevent is always reatttred for slabillty and to prevent collapse YAM possible personal Iryuy and rxopeny damage. For genera guidance regadng the 6904 Parke East Blvd. labrkatkln storage. del". oteclion and bracing of trusses and muss systems. seeANSI/TPI I Quality Marto. DSB-B9 and SCSI Building Component Tarspa. FL 33610SafetyInformationavailabletomIr1gRateInstitute. 218 N. Lee Street, SUIe 312. Alexaxhb. VA 22314. Job Truss Truss TWe oty ply Tt0SSM3S T80291 R04 comnwn 2 1 17310768040JobReference (optional) ouvaers "s3boulce, rarnpa, rum Lmy, rm m aaaoo .- • • Y ID:217yacf13rgf5yObDEG6BuzOU16-gEMn?xtClt/SuIFDSLb_67e1 b4AZG1ZhC5UGHzfF?9 1 0 0 6-9.13 10-8-0 14.6 3 21.4-0 1-0 0 6.9-13 3.10-3 3 10.3 6.9.13 Scale - 1:38.3 4x6 = to 3x6 = US = Us = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.16 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Ven(TL) -0.44 7-10 >586 180 BCLL 0.0 ' Rep Stress Incr YES W S 0.24 Horz(TL) 0.04 6 n/a We BCDL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 91 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 6=853/0-8-0, 2=914/0-8-0 Max Horz 2=121(LC 12) Max Uplift6=-194(LC 13), 2=-224(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1271/299, 3-4=-977/230, 4.5-977/229, 5-6=-1271/300 BOT CHORD 2-7=-277/1063, 6-7=-176/1064 WEBS 4-7=-117/642, 5-7-336252, 3-7- 335/251 NOTES- (7) 1) Unbalanced root live loads have been considered for [his design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=2511; Cat. II; Exp B. End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed tot a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 6 and 224 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Verify dedgn pwwaoren and READ NOTES ON THIS AND INCLUDED MREX REFERANCE PAGE MR.7473 rev. I461MIS BEFORE USE Design valld for use only with MileM connectors. this design Is teased only upon paaneters shown. and Is fa an IndlUtkral building component, not a frua system. Before use, the Ixudbng designer mtal verity the appkabllN of design prrartnelers cowl properly Incorporate ft design Into the overall design. Noclng Indicated Is to b of individual tnrss web and/a pchordmembersonly. Additional temporary and mncinenl bracbng M!Tek' building prevent uclafng is always tegahed to slabllly and to prevent collapse wllh possible personal "and property damage. For generd guidance regarding Me dsbrldatbm sddage. delivery, erection and bracfrq of teases and Inns systems seeANSViPI I Quality Crilerlo, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety INa non avanable from Inns Plate Ins8lule, 218 N. lee Sfreel. Sune 312. Alexandria. VA 22314. Tarrga, FL 33610 Jobruse truss type ty, T1oss+e36 T80291 ROS Common 6 1 1,3976804, Job Reference(optional) Budders Fes1SOUlta, Tarrga, plant clty. Florida 33555 /.W V a /1P, — [V,6 rpraa 11/pYa1110S. i— pap I . V. —4o— ap.. ID:Zl7yacff3rgf5yObDEG68uz0U"EMn'hdCIitSuIFDS b 67e12b4CZG2ZhC51JGHzfF?9 1.0-0 6.9.13 10-e-0 14.6-3 21.4.0 22 4-0 . 1-0-0 6-9.13 3.10-3 3.10.3 6.9.13 ' 1-00 Scale . 1:38.4 44 = la 3x6 = 5x8 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Ven(fL) -0.43 8-11 >593 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.24 HOrz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 93lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood Sheathing directly applied or 4-8-7 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=913/0-8-0, 6=913/0-8.0 Max Horz 2-111(LC 17) Max Uplih2=-224(LC 12), 6— 224(LC 13) FORCES. (Ib) - Max CompJMax. Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 2-3=-1269/299, 3-4= 976/229, 4.5=-9761229, 5.6— 12691299 BOT CHORD 2-8=-267/1062, 6-8=-164/1062 WEBS 4-8=-117/640, 5-8=-335/252, 3.8-335/251 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=251h Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 2 and 224 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Varlry dodgn Parameters and READ NOTES ON TM AND INCLUDED MrrEK REFERANCE PAGE M07473 rev 104A WIS BEFORE USE Design valid la use only with Mllek® connectors. D* design Is rimed only upon paanelets show^ and Is lot an IndMWial building component, nor o hum system. Belote use, the txOdl ng designer must verily the applicability of design p atomelers and property Ilcorporare Ihh design Into the overall Bracing Incilcoted Is to bucldi ng of Individual truss web anWdx chord members orgy. Ackldalal temporary aid permanent bracing M iTek' Utlagng design. prevent Is always regtthed lot stobllly aid to prevent collapse with posible personal I+A+y, and propeny damage. For genetol guddance regarding the kMricatlon. storage, delivery, erection aid bracing of tnrses a nd Ines syslems, seeANSVMI Quality Cdten0. DS9-a19 and SCSI BuDding Component 6904 Parke East Blvd Salary Intormdtldn available Iom lnm Plate IKUtule. 218 N. Lee Sheet, Suite 312. Alexa sift VA 22314 Tanpa. FL 33610 I fuss Truss Type ty T1oss1937jJobT80291RolHrpTrusaIla11,3976804, Job Reference o bonal tsumers Fxslb"otute, tarripa, rram Gay. Mrlaa J.000 I -V .1W. a cv.v .... o.. ...v.._...o.. ..... .. o.. ...... ... __.. . _y.. . ID:Zl7yacif3rg15yobDEG6BuzOU16-IQwBDG;r 9R Wvg0036DeKB4 i lalwsg2olzlF't8 1 0-0 7-0-0 8 8-0 15.8.0 1 16.8-0 1-0-0 7-0.0 1-0-0 7-" Scale . 1:29.5 56 = Sx6 = I" 0 3x4 = 3x6 II 3x6 11 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) -0.13 2-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Ven(TL) -0.28 2.8 >663 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.27 Horz(TL) 0.06 5 We n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purtins. 3.4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9.12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/sfze) 2=1281/0-4-0, 5=1281/0-4-0 Max Horz2=-77(LC 13) Max Upli112=-398(LC 8), 5=-398(LC 9) Max Grav2=1367(LC 15), 5=1367(LC 16) FORCES. ( Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2476/665. 3-4=-207W614, 4-5=-2476/665 BOT CHORD 2.8=-521/2154, 7.8=-516/2120, 5-7-523/2156 WEBS 3.8=-183/865, 4.7-183/865 NOTES- ( 11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint 2 and 398 lb uplift at joint 5. 7) Girder carries hip end with 7.0-0 end setback. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at 8-8.0, and 715 lb down and 200 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building Code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-3=-60, 3-4=-133(F=-73), 4.6=-60, 2-8=-20, 7-8=-44(F=-24), 5-7=-20 Continued on a e 2 WARNING - V.Hly design paramerors and READ NOTES ON THIS AND INCLUDED IINTEK REPERANCE PAGE W7473 rov. IM3MIS BEFORE USE Design valid lot use only Will, Wlek® connectors. Iris design Is rased only upon paameters shown. and IS for an hdMdrKlI building component, not o him system. Before use. the bu&btp deslgm mini WON the applicability of design pmamelers and p topeny Incorporate this design Into Ine overall buldhlg design. Bache Indicated Is to rxevenl bttcahg of InclMdttd muss web and/or chord members only. Additional lernWary and pemlanenl bachg WOW 6 always recoed" slatAlly and to pevent collapse wtlh possM personal "and property damage. Fot general guidance tegoc9ng the lal] dcatbox slotage. delivery. election and btachg of trusses and truss systomt seeANSI/TPI I Quality Mello, DS11-0 and SCSI Building Component 6904 Park& East Blvd. Safety IMormatlon avallabte horn buss Plate institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type 710551937 780291 R07 Hip Truss t 1 68042 Job Reference (optional) Job Refer tsuilaete "Sib arce, I etlpe, merit ury. 9-rattto :rsuCe LOAD CASE(S) Standard Concentrated Loads (Its) Vert: 8=-513(F) 7=-513(F) ID:Z17yacf13rgl5yObDEG6Buz0U16-IQw9DGgroB9JWvg0036DeKB41?Syllxjws4o' F?e WARNING - Vartly dedgn PwwnW re and READ NOTES ON TM AND INCLUDED ANTEK REFERANCE PAGE M214473 rev. iMMIS BEFORE USE Design valla lot use ortty a/m Ml1ek9 connectors. D* deslWp Is based oNy upon paameters shown and Is rot an IntlNkRial rxAdbV component not a Was system. Before use. the bxucbV designer must verify the "Icabllly of desl®1 paatneters and properly Incorporate IM design Into Iho ovetall txAc kV design. Biocbng Incilcoted Is to prevent bucaktg of Ir WkW truss web and/or chord members oNy. Additional temporay and Permanent btactrV M iTe k' Is always tequlred for stability and to prevent collapse with possUe personal "and property damage. ra general guidance regadIng me fctrxlcallon . slaoge. del", etectlon and bracing of trtmes and tram systems seeANSttIPI I Quality Cdtwlo. OSS-89 and SCSI euBdlng Component 004 Parke East Blvd. Safety Information available mom hu ss Plate InsIIMe, 218 N. lee Sueel. Sulle 312, Alexandria. VA 22314. Tonpo. I. 33610 Job I NSS Truss Type 1Y T10551938 TSMI Roe COMMON TRUSS 140 IP"t 66804, Reference (optional) Btatdars FUSIS0YtCe, Tampa. Pram city. F Wilde :abbe V. I D:Zl7yacH3rgf5yObDEG6Buz0Uf 6-IOw9DGgroB9J W vgOD36DeKB4J?U31Mlwsg2olzl F?6 1-0-0 7.10-0 i 5$-0 rt-0-0 7.10-0 7.10-0 Scale . 1:28.7 4x6 = lTa 3x6 = 20 11 JX5 - 7.10-0 7.10-0 15-8-0 7.10-0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.13 4-5 >999 240 MT20 2"/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Ven(TL) -0.29 4-5 >636 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(FL) 0.02 4 n/a rUa BCDL 10.0 Code FBC20141TPI2OO7 Matrix) Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (IG/size) 4=615/Mechanical, 2=690/0-4-0 Max Horz 2=93(LC 16) Max Uplih4=-137(LC 13), 2=-172(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8951181, 3-4- 892J176 BOT CHORD 2-5=-95!/03, 4-5= 95/703 WEBS 3-5=0/375 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=IO8mph: TCDL=4.2psf; BCDL=6.Opst; h=2511. Cat. II; Exp B. Encl., GCpi=0.18, MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 4 and 172 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.' WARKNG - VMly dedgn parartrorm and READ NOTES ON JIM AND INCLUDED MREK REFERANCE PAGE MD-7473 mv. 16=01S BEFORE USE Design valkt lot use only wllh WIek® Connectom this design is based only upon parameters shown, and Is tot an Inc1M[Axi building component, not o Inns system. Before use. the bticfing doslom must verify the app0oabllty of design parameters and properly Incapowte Snis design Into the overall building design. Bracing bWlcoted is to prevent bucidi no of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always tecpited for stability and to prevent callq)se vAlh possible personal bury and property damage Fot general guidance iegardng fine Ribricallon, shaage. cleilvery, eiectktn and bracing of trusses and truss systems. seeANSI/TPI I Cuailly Crltedo, DS8-89 and SCSI BuOding Component 6904 Parke East Blvd. Safety information available from Inns Plate Institute, 218 N. lee Sheet. Stile 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss fuss ype ry P 710661939 TB0291 R09 Hip71uss t 1 1739768044JobReference(optional) tiusdem rns150urce, ramps, riant Gfry. rpnaa 3:Uaa 11, I D:ZI7yacff3rgf5yObDEG6BuzOUf6-mdUXOchTZUHA73PcamdSBYkGIPo31?Es9W abKAzfF?7 at 0 0 3.11 d 7-0-0 12 4.9 17.7.7 23-0-0 26-0 12 30-0-0 31-0.0 311a 3-012 5.4.9 S-2.13 5.4.9 3012 3-11-4 c 6x8 = 4x10 = 20 11 Bx10 = Scale a 1:53.5 v o_ 9 t0 t aJ je 13 21 z5 3xa - 010 = 7xt4 MT20HS = 6xB = 3x4 = 4x10 = 2x4 11 LOADING (pso TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.78 BC 0.82 WB 0.90 Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(iL) in (hoc) Well Ud 0.30 12.14 >999 240 0.75 12-14 >478 180 0.15 9 n/a rVa PLATES MT20 MT20HS Weight: 188lb GRIP 244/190 187/143 FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.10.1 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 5-15 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2163/0.4.0, 9=2687/0-8-0 Max Horz2=76(LC 8) Max Uplift2=-420(LC 5), 9=-509(LC 4) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4339/914, 3.4=-4154/885, 4-5=.3763/822, 5-20= 6735/1446, 6-20=-6735/1446, 6.7=-6740/1448, 7.8= 5342/1078, 8-9=-5510/1104 BOT CHORD 2-15=-814/3855, 14-15=-129215981, 13-14=-1292/5981, 13.21=-1292/5981. 12-21=-1292/5981, 11-12= 881/4793, 9-11= 940/4899 WEBS 4-15= 281/1621. 5-15=-2708/687, 5.14=-85/572, 5-12= 152/955, 6-12=-747/322, 7-12=-608/2373,7-11=-64/741 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf, h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MIN FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420lb uplift at joint 2 and 509 lb uplift at joint 9. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 153 lb up at 23.0-0, and 1102 lb down and 328 lb up at 15.8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Dane 2 WARNWO . Val1y daNpn pwamNars and READ NOTES ON THUS AND INCLUDED UFTEK REFERANCE PAGE M1167473 mv. I&MMIS BEFORE USE Design valkt lot use only whin Mllek® connectors lnls design Is based only upon paameters shown. and Is for an Inclivi Aral Waring component, not a toss system. Before rise. the h111dng designer mtal verify the applicability of design parameters and property hcorpoiate i % design into the overall Bracing Indicated Is to bucldlrlg of Individual miss web and/or chord members only. Additional temporary and permanent bracing WOWbrldingdesign. prevent 6 awarys tec"ed for stability and to prevent collapse wtlh possible personal "axl property damage. For general gtWance tegading the wdk.•aten stotoge. delivery, etecten and bracing of losses and toss systems, seeANSVM I Quality CrilMq DSB-69 and BCSI Building Component 6904 Parka East Blvd Safety Information avalable from truss Rate Irs1IMe. 218 N. lee Street. Stlte 312. Alexandra. VA 22314. Tampa. FL 33610 Job T russ Truss Type oty Ply TtOS51939 780291 R09 Hip Truss 1 1 1 739768044 Job Reference hone r UM$ rxslboufee, ramps, rom t.ey, rrwrm ss000 I D:Zl7yacf t3rgf SyObDEG6Buuz0Uf6-mdUXOchTZUHA73PcamdSBYkGIPo31lEs9W abW-11F77 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4— 60, 4.20=-60, 7-20=-133(F=-73), 7.10_ 60, 2-21-20, 11.21-45(F=-25), 9-11-20 Concentrated Loads (Ib) Vert: 11-513(F) 21-1102(F) WARNING - Verily dedgn pwametevr wd READ NOTES ON TNLS AND INCLUDED AUTEK REFERANCE PAGE MO.7473 rev. 1003MIS BEFORE USE Design valid la the only wpm MllekO cortttecfas. Ills design Is based only upon paametefs shown. and Is tot an InaMdual building component. not a Ouss system. Before use. the building designer must vedtV The applleabllly of design paalleters and Txopedy Incorporate his design Into the overall design. Bracing Indicated It to budding of tndNlduai truss web and/a chord members only. Additional lempotay and permanent bracing MiTek' building prevenl Is always tegt6ed la stab011y and to prevent collgne with pos1111e pelsonal Injury and rxoperly damage Fa general guidance tegadhng me 690e Parke East Blvd. fabnlcatim slonage, delivery. efecllon and bracing of lases and miss systems, seeMSI/WI l Quality Criteria, 03111-89 and SCSI Bu9ding Component Tampa, FL 33610SafetyIrdoanatlonavailableDomIrtasRateInstitute. 218 N. lee Sheet. Suite 312. Alexa chki VA 22314. Job T fuss fuss ype ry ply 710551940 T80291 R10 HIP TRUSS 2 t 17397680461JobReference(optional) Builders FxslSoutce. Tempe. Plant Coy. Florida 33566 7.640 s Apr to zone r+arex moust ies. inc. wed Met 01 16*48,3& 201 r r8 9e t ID:Zl7yacff3rgf5yObDEG68uz0Uf6-Fp2veySKoP01D_o8U8hklGW ep9DmYb00AJBsczIF?6 rt-00 666 9-0-0 15-0-0 21-0-0 23.5.10 30.0-0 31-0-0 1-0-0 2.570 6-0.0 6-0-0 2-5.10 6.6.6 '1.". Scale . 1:53.6 4x6 = 3xB = 4x6 = 13 12 10 3x6 _ 3x8 = 3x4 = 3xB = 3x6 = 2x4 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TPI2007 CSI. TC 0.45 BC 0.76 WB 0.51 Matrix-M) DEFL. in (loc) Udell Ud Ven(LL) -0.12 10-19 >999 240 Ven(TL) -0.35 10.19 >999 180 Horz(TL) 0.11 8 rVa n/a PLATES GRIP MT20 244/190 Weight: 148 lb FT = 200% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.6-8 oc bracing WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1260/0.4.0, 8=1260/0-4-0 Max Horz 2=96(LC 16) Max Uplill2— 242(LC 12), 8=-242(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2046/450, 3-4— 1832/427, 4-5=-1616/396, 5-6=-1616/396, 6-7=-1832/427, 7-8=-2046/449 BOT CHORD 2-13=-334/1753, 12-13=-372/1944, 11-12=-372/1944, 10-11=-372/1944, 8-10= 314/1753 WEBS 4.13=-94/596,5-13=-496/193,5-10=-4961193,6-10=-93/596 NOTES- (8) 1) Unbalanced 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.Ops1; h=2511; Cat. If; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 2 and 242 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VerW dedgn parameters and READ NOTES ON TMIS AND INCLUDED WTEN REFERANCE PAGE MB-7473 mv. 14GY"IS BEFORE USE Design vdkf lot use only With W109 corvrectors llth design Is based orgy iron p iametefs shown, and Is lot an kvdMCAx9 buldtrtp comportertl. not a miss system. Before tee. the IxOdng deslWtee mist vedfy the ar)OIcabllty of design parameters and properly Incorporate In6 design Into the ovetall binding design. Bracing Indicaled Is to lxreatng of IndNkAral Iniss web and/or chord members only. Additional temporary and permanent brackV WOWpevent Is always teed for slabillry, and to pevenl collapse wtth posdtle personal I>fury and property dmnoge. Fa general guidance tegadtitg 0te IdlAlcatAm storage. dellvory. etecllon and btatchng of Ines and truss systems seeANSVIPI I Cua01y Crlterb, DSB-89 and SCSI Bu9dIng Component 6904 Pattie East Blvd. safety Irgormodon arvdlatle from Iruss Plate Institute, 218 N. Lee Sheet. Salle 312. AlexaxJrla. VA 22314. Tempo. FL 336W rus Truss Type PT10551941 7BO291 Rif HIP TRUSS 112" y 1 739768046 Job Reference(optionart Budders FustSource. Tanya. Prato Gay, Florida 33566 r -C, s AP, ,s coro mnea 5--mea, 1- .. ov mo, v. yo . I D:ZI7yactl3rg15yObDE G6BuzOU16-j'IcH r I id46XIN NZ_hBMrGzpZzCRhV5J9cg3iP2z1 F?5 r1-0-0 7.6-0 1100 19-0-0 22-0.0 30-0-0 31-0.0 1-0 0 7.6 0 3-0-0 8-0-0 3 6-0 7.6-0 IWO MTiBHZ 2x4 // 2x4 \\ tOx10 MT18Hz:: Scale . 1:53.5 3x4 = US = 3x4 = 3x6 3x6 i LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ven(LL) -0.54 11.13 >672 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Ven(TL) -1.14 11.13 >316 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.08 9 rVa We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 136 lb FT = 2M4 , LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4.7: 2x6 SP No 2 BOT CHORD Rigid ceiling directly applied or 1-4.12 oc bracing. BOT CHORD 2x4 SP No.2'Except' 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 9=1260/0-4-0 Max Horz2=113(LC 12) Max Uplitl2=-264(LC 12), 9=-264(LC 13) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1902/399, 3.4-1701/391, 4.5=-1531/376, 5-6=-1337/375, 6-7=-1531/376, 7-8=-1701/392,8-9=-1902/399 BOT CHORD 2-13-294/1596, 13-20=-189/1337, 12-20- 189/1337, 12-21- 189/1337, 11-21=-189/1337, 9-11=-256/1595 WEBS 5-13=-86/432,6-11=-88/428 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Ops1; h=2511; Cat. II; Exp B. Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent wish any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will lit between the bottom chord and any other members, with BCDL = 10.0psl. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 2 and 264 lb uplift at joint 9. 8)'Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verify dad9n pw matws and READ NOTES ON TNLS AND INCLUDED WTEK REFERANCE PAGE AD'7473 rov. fMMIS BEFORE USE. Design vail d for use orgy Win Mllekb connectors. lrgs design Is based only upon paameters shown. and Is lot an Individual bulding component, not a truss system. Belore use, IAe building designer must verity the applicablity of design paameters and properly WoW ate ft design Into the overall building design. Bracing Indicated Is to prevent brcaing of Individual truss web add/or chord members only. Additional lemporary and permanent dating Welk' Is aMroys regaled lot stability and to prevent collapse wBh possible petsonal Way and poperty damage. For general glldance tegadng the fabrication storage. delvety. esection and bating of tnsses and truss systems. seeANSVTPI I Quality Cdtetto. DSB-89 and SCSI Bu9dIrV Component 6904 Parke East Blvd. Safety INormdrlon ovatlable from truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job rusS truss type oty ply 710551942 780291 R12 HIP TRUSS 2 1 11391UI47JobReference(optional) Bueders I. ustsource. I a"Ve, want cny, franca stabb .—a w, ..• v, ID:Zt7yacft3rg15yObDEG6BuzOU16-1'lcHrlij46XtNN2_hBtwGzpbaCRHV4 D9cg3iP2z'IF?5 7.6.0 13-" 17-0-0 22.6.0 30-0-0 31-0-0 t-00 7-" 5.6-0 4-0-0 5-6-0 7.6-0 Scale . 1 53.5 3x6 3x6 // 3x6 \\ 3x6 D)y 0 3x6 i 30 = 4x6 = 3x4 = 3x6 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 240 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014fTP12007 CSI. TC 0.89 BC 0.97 W B 0.23 Matrix-M) DEFL. in (loc) Well Ud Ven(LL) -0.45 11-13 >808 240 Verl(TL) -0.90 11-13 >399 180 Horz(TL) 0.08 9 n/a rVa PLATES GRIP MT20 244/190 Weight: 133 lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. 4.7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except' 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 9=1260/0-4-0 Max Horc2=-134(LC 17) Max Uplift2=-284(LC 12), 9=-284(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1978/409, 3-4=-1750/397, 4-5=-1504/390, 5.6=-1200/357, 6-7=-1504/390, 7-8=-1750/397, 8-9=-1977/410 BOT CHORD 2-13= 382/1679, 13-20=-132/1200, 12-20— 132/1200, 12-21=-132/1200, 11-21=-132/1200, 9-11=-266/1679 WEBS 8-11-341/293, 3-13=-341/293, 5-13=-149/610, 6-11_ 150/606 NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Ops1; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconwrtent with any other live loads. 5) ' This truss has been designed for a live toad of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint 2 and 284 lb uplift at joint 9. 7)'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'Thfs manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Vadly dedirA parameters and READ NOTES ON "WAND WCLUDED N!!EK REFERANCE PAGE ND7473 rev. faV3001S BEFORE USE Design valkt tot use only vAlh Meek® Connectors. this design Is based only upon paameters slr v and Is for an indIvIdual building Component, not a its system. Betote use, the btUdng deslgnet must verity the applicability of design paameters and pxopefly incoq>orote this design Into the overall btldng design. hating Indicated Is to prevent Welding of Individual inns web aw/or chord members only. Additional lemporay and permrnneni bracing Welk' Is always re%ted got stability and to prevent collapse vAm possible pefsonal iWy and property, danage to general guidance regordbtg the fabrication storage, dellvwy, etectlon and bating of trusses and miss systems. seeANSI/iPI I Quality Cdlerlo. DSB-69 and SCSI BuDding Component 6904 Parke East Blvd Safety IntormaRon available Rom truss Rate institute. 218 N. Lee SReel. Sutle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty ply 710551943 TBO291 R13 COMMON TRUSS 1(85 11 1739768048JobReference (optional) Builders FuslSource, Tanga, Pram City, Fbndo 33566 r.ow a Apr 1a zwo murex mausures, inc. wed mar vi io 4e 41 eu'r raga r ID:Zl7yacff3rgf5yDbDEG68uzOUf6-BCAg3eiLrPfk_XBBFvAtlpAMnecmOEW HIrToFxUzIF74 1-0 0 7.6-0 15-0-0 22.6-0 30.0-0 31-0-0 1-0-0 7.6.0 7.6-0 7.6-0 7Ir0 1-0-0 4x6 = 6.00 F2 Scale . 1 53.3 Y 0 30 = 4x6 = 3x4 = 3x6 = 3x6 = 10-" 20-0-0 30-0.0 10-0-0 -10-0-0 10-0-0 Plate Offsets (Y Y)-- 12:0.2-8 0-1-e1 13:0.4.0,0.3.01,15:0.4-0,0.3-01,16:0-2.4,0.1.81 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.40 8-10 897 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.73 8.10 495 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.31 Horz(TL) 0.08 6 We rda BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 137lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2'Except' 2-9.2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 6=1260/0-4-0 Max Horz 2=- 1 53(LC 13) Max Uplill2-299(LC 12), 6=-299(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2042t462, 3-4=-1800/445, 4.5=-1799/446, 5-6=-2041/463 BOT CHORD 2-10=-453/1750, 10-17=-157/1150, 9.17-157/1150, 9-18=-157/1150, 8-18=-157/1150, 6-8=-302/1749 WEBS 4-8=-193(697, 5-8— 435J337, 4-10— 192/702, 33-10— 435/337 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL = IO.Opsl. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2 and 299 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vad/y design par wWwo and READ NOTES ON THIS AND INCLUDED MEEK REFERANCE PAGE M114473 rev. 003MIS BEFORE USE Design vdkl la use only with Mlleke connectors. Ili design It based only upon parameters shown. and Is fax an Individual building componenL not a Muss system. Before use. Ina building designer must verity the apolca bully of design paarnelers and properly Worpaote 01k design into the overall brldi design. Noting Indlcated Is to bucaing of Individual huss web and/or chord members orgy. Additional temporary and permanent mating MOWngprevent 6 always redpbed tot stability and to prevent cotigze with possUe personal Injury and property damage. For general guidance regarding the tcxxlCalbn, storage, delivery. erection and doting or misses and miss systems weANSUTPl1 Curagly Cdtedo, DSS-S9 and SCSI Building Component 6904 Parke East Blvd. safety Inlormanon avaDc"o Dom truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexancirlo. VA 22314. Tamps. FL 33610 Job T rus Truss Type Qfy ply T1055t9M T80291 R16 GABLE 1 1 1739768049JobReference (optional) Budders Fusisource. Ton". Plant Udy, Fbnda 33bbb t.u+u a Apr iv [ io nnraea mausnrea, me wati mar ur w:w:vc cv, r raVe r I D:Zl7yacft3rgf SyObDE G6BuzOU16-f Ok2G_kzcinbcgfNpc hOLOu2iO6Bz_xS47YoTxzf F73 6.9.13 10.8-0 14-6-3 21.4-0 . 22.4-0 , 6.9.13 3.10.3 3.10.3 6.9-13 ' 1-" ' Scale . 1:38.4 4x6 = a 3x6 = Sxe = 3x6 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 OTHERS 20 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrP12007 REACTIONS. (lb/size) 2=913/0.8.0, 6=913/0.8-0 Max Horz 2=-111(LC 13) Max Uplifl2=-224(LC 12), 6=-224(LC 13) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.40 Ven(LL) -0.16 B-27 >999 240 MT20 244/190 BC 1.00 Ven(TL) -0.43 B-27 >593 180 W B 0.24 Horz(TL) 0.04 6 We Ma Matrix-M) Weight: 124 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1269/299, 3-4_ 976J229, 4-5= 976/229, 5-6= 1269/299 BOT CHORD 2-8=-267/1062, 6.8-164/1062 WEBS 4.8=-117/640, 5-8=-335/252, 3.8_ 335/251 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vult=139mph (3-second gust) VaSd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=2511; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2.0.0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 2 and 224 lb uplift at joint 6. 9) 'Semi -rigid pitchbieaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any panicular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Varly dedpn pwamHaa and READ NOTES ON TKIS AND INCLUDED WTEK REFERANCE PAGE Ar1117473 rev. MOMIS BEFORE USE - Design vaild lot use arty Win Mllek® connectors Inls design Is based only upon p®amelets shown. and Is lot an Individual building component riot a puss system. Before use, the building designer must verify the ugoic lbllly of design parameters and ixopedy Incorporate 91Ls design Into the overall Bracing Indicated is to bucWIng of Indlvlduxll Miss web and/or Chord members only. Additional temporary and permanent lxack* M iTek' building design. prevent Is always regaled lot stability and to prevenl collapse with possible personal"and lxoperty damage. For general guidance regarding the 6904 Parke East BlvdICAxlCatbn. storage. (let". etecllon and bracing or trusses and bars systems. seeANSVrPl I Quality Criteria. DS8.89 and BCSI IfulMing component Tornpa. FL 33610SolelyInformationovtllablefromlrussRateInstitute, 218 N. Lee Sheet. sure 312. Alexanclrio. VA 22314. Job I russ russ ypeI'llty TtO55t945 TB0291 R17 Special Trusa 1 1,307"0 Job Reference bona Burial FxslSource. Iarrva. Kom Gay, r•paan Jnoo I W. IV cu. 0 . .. • I D: Zl7yacff3i gf5yobDEG68uzOU16-f Ok2G_kzcjnbcgfNpebOLOuvLO74zp3S47YoTxzf F43 r10q 36-0 13-10.0 20.60 21.10-0 253.5 30-0.0 31.00 r1 3.6-0 3.0 6-10-0 6.10-0 t-2-0 3-5-6 4 &11 1-0-0' Stale . 1.54.4 06 II 5x6 = US = 3x4 = 7 5x8 = 6x8 = 7x10 = 6x8 _ 6)0 = 3xe LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner NO Code FBC2014/TPI2007 CST. TC 1.00 BC 0.94 WB 0.91 Matrix-M) DEFL. in Veil 0.32 Ven(TL) -0.78 Horz(rL) 0.17 loc) Well Ud 13 >999 240 13 >464 180 9 n/a rVa PLATES GRIP MT20 244/190 Weight: 185lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. BOT CHORD 2x6 SP No.2 'Except* WEBS 1 Row at mill 5-14 2-12: 2x6 SP M 26 WEBS 20 SP No.3'Except* 7-11,5-14,6.13: 20 SP No.2 REACTIONS. (Ibrsfze) 2=2746/0-4.0, 9=2172/0-4-0 Max Harz 2=-87(LC 13) Max Uplitt2=-675(LC 8), 9=-447(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-5702/1377, 3-4-5552/1294, 4-19=-4870/1182, 5.19=-4874/1182, 5.6=-7061/1762, 6.7=4053/972, 7-8=-4130/970, 8-9=-4338/997 SOT CHORD 2.14-1251/5060, 14.20-1676l7058, 13-20- 167617058, 12.13- 1056/4680, 11-12-105&4680, 9-11=-839/3850 WEBS 4.14-337/1944, 7-11=-79913384,6-11=-3199/881,5-14=-2433(707,5.13=-21/453, 6-13- 695/2760 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3•second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251h Cat. II: Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent wish any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 2 and 447 lb uplift at joint 9. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 513lb down and 153 Ill up at 7-0-0, and 1326 lb down and 394 lb up at 13-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9)_In the LOAD CASE(S) section, loads applied to the face of the Iniss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on all e 2 WARNING - Verf/y design Paraffal and READ NOTES ON "M AND INCLUDED WTFx REFERANCE PAGE 1a7479 rov. M lOrS BEFORE USE. Design valkt rot use only with Mllek®Connectom iris design is Irked only Writ pxaaneters shown. andis, lot an IrndlOdul bolding component, nal a ntfss system. Boloe use. the txgdhg designer mull vedty the applicablily of design parameters and ixopefly incorpaole mk design Into the overall building design. ®acing Indicated 6 to Ixevent LmIllnng of Indivkhfl truss web and/or chord members only. Additional lemporay and pefntarteni bracing M iTek• is always fegJfed to stability and to prevent collapse Win possi le personal Irlfuey and Ixoperty damage. Far general guidance regal the fabrication storage, del". erection and tracing of tnfses and moss systems seeANSVIPI I Quality Criteria, Will and BCSI lunav Component 6904 Parke East Blvd. Safety Information avdlable nom Truss Rate nxtlNle. 218 N. lee Sheet. Sidle 312. Alexandria VA 22314. Ten". FL 33610 Job Truss Truss Type y T1055194S T80291 R17 Special Truss t IPly 1 7397680so Job Reference tione Builders FastSourte. Ton". Plant Gay, Florida 33565 r.aty a Apr iv zvao m i ea mvusrnee, im. woo men vi io •e rz zvr r rays z I D:ZI7yacit3rgf5ytlbDEG68uz0Uf610k2G_kzcjnbcgjNpe hOLOuvL074zp3S47YoTxzlF93 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-19=- 1 33(F-73), 6.19=-60, 6-7=-60, 7-10=-60, 2-14=-20, 14-20— 45(F=-25), 9.20=-20 Concentrated Loads (lb) Vert: 14-513(F) 13=-1326(F) WARNING - Vertly daslyn pammetana and READ NOTES ON TM AND WCLUDEO AR7EK REFERANCE PAGE A07473 rev. 1802W IS BEFORE USE Design valid for use only vAth Mlle*® connectors. this design Is based orgy upon paamelers shown, and Is lot an Individual btWIng component, not a Inns system. Before tse, the L*Ac*V designer must verily the opplicablly of design Marnelers and property Incorporate this design Into the overall brldIng design. Baang Inalcated Is to bucMIng of IndNldud Russ web ad/or chord members only. Adc9llon al lemporay and permanent bracing M iTek' prevent Is always iegtbed for sktAly and to prevenl collapse wBh possible personal "and property damage. For general etW ante regarding the 6904 Parka East Blvd. fabrk:allon. storage, delivery, etectio n and dating of trusses and tars systems. seeANSVIPII Quality Criteria. DSB-89 and BCSI SuMng Component Tampa, FL 33610SaeyIntormatlonOVCOalaIB90mlassPlateInstitute. 21B N. Lee Sbeel. Stile 312, AlexaxNO. VA 22314. russ Truss Type1,4, ty 710551946 T80291 IRIS COmmDn 1 739768051 Job Reference (optional) Builders hostbource. tarrpo. rram Gay. tratOa:Tsbba /.wu s hPr r v — o — ac mvu—es. Inc. rev—v, ,o--4 -. , yo- ID:Zl7yacit3rg15yObDEG6Buz0Uf6.7aHOTKIbN 1 wSEgIZNJDdubR4AOWW iRFbInHM'IN2f F72 1-0-0 4.4-4 _ 8.2-0 11.11.12 16-4-0 t-0-0 4.4.4 3.9.12 3.9.12 44.4 Scale . 1:29.8 4x6 = 3x6 = 5x8 = an 8.2-0 8-2-0 Plate Olfsets (XY)-- 15:0.4-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) 0.15 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.34 4-5 >565 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.15 Horz(fL) 0.02 4 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 59lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=642JMechanical, 2=717/0-4.0 Max Horz 2=96(LC 12) Max Upli114=-143(LC 13), 2=-178(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-935/189, 3-4— 932/185 BOT CHORD 2-5=-99/735, 4-5=-99l735 WEBS 3-5=0/392 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 Ib uplift at joint 4 and 178 lb uplift at joint 2. 7) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verity deslpn paranWars and READ NOTES ON THIS AND INCLUDED 4BTEK REFERANCE PAGE MD-7473 rev. 1001MIS BEFORE USE Design valid rot use only with Mtlek® connectors. this design is based only upon parameters shown, and is for an Individual building component, not a it system. Before Lae, the building designer mtat verity the appllcabllty of design parameters cowl property hcoWofe Ihlt design Into the overall budding design. Bocing Indicated Is to budding of Individual truss web and/a chord members only. Additional lemporary and permanent bnactV M iTek' prevent is always tectuired lot stability and to prevent collapse vAlh possible personal hN+y and property damage. For general gJdarnce regarding the fabrication, slotoge. delivery. erection and dating of trusses and inns systems, seeANSI/1PI I Quality CAletd. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from trust Plate InstiMe. 218 N. lee Sheet. Sulle 312. Alexandria VA 22314. Tempe. FL 33610 Job Truss russ Type ty 710551947 780291 Rig GABLE Ill t 1,39'.", Job Reference(optionart Builders Fu6lSousce, Tampa. PIard City. Flonda 33566 , o4v s r P, ry 2v,6 mn ek ,naus.ss, i e vie .o Kayo . ID:2f7yactt3rgt5yObDEG68uz0U16-bnrohglESK2Jr_tmwl ksRp_QIgtLRu21XR 1vYpzlF? i 1-0.0 4.4.4 8.2.0 11.11.12 16.4-0 17d-0 1-00 4.4.4 3.9.12 3.9.12 4-4-4 Scale - 1:30.4 4x6 = I 3%4 = JX4 = Ssd! _ LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.08 6-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Ven(TL) -0.21 6-8 >898 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.18 Horz(TL) 0.03 6 rVa Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 90lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc pudirls. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=70&"-O, 6=653/0-4-0 Max Horz 2=87(LC 8) Max Uplift2=-173(LC 8), 6=-173(LC 9) FORCES. (lb) - Mall CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1041/250, 3.4=-784/165, 4-5— 783/165, 5-21— 999/250, 6-21— 1009/236 BOT CHORD 2-22-235/890, 8.22=-235/890, 8-23-148/883, 6-23=-148/883 WEBS 4-8=.36/470, 5.8-280/205, 3-8=-288/205 NOTES- (12) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 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 gdp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 lit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 2 and 173 lb uplift at joint 6. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 59 lb up at 15.8-0 on top chord, and 21 lb down and 11 lb up at 0.8-0, and 21 lb down and 11 lb up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility at others. 11) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 12) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-60, 4-7=-60, 2.6-20 Continued on Daoe 2 V WARNING- VaHry design pammoters and READ NOTES ON TNIS AND INCLUDED WTEK REFERANCE PAGE AO-7473 rov. I&MW IS BEFORE USE Deslgri vdkl tot use orgy vAth Mllek® connectors. ibis desW Is based orgy Wton poianeters shown, and h tot an hdMd al buldhg comporlenl, not a Miss system. Before use, the btadhg designer must verily the aWleabllN of design parameters aid property hcorpoiate ft design Into the overall building design. ®achy Indcaled is to prevent bucldfrng of kxWud IR= web and/or chord members orgy. Adaltlorxi temporary and permanent brackl0 M iTek' Is always totalled for slaUlty atd to prevent collapse with posdAe personal "arid properly damage. For general guidance tegaidhg the lcitsticatbR storage. delivery. ejection arid Lvacing or misses and truss systems. seeANSV1PI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information ovallable from truss Plate frutiMe. 218 N. lee Sheet. Suite 312. Alexandria VA 22314. Tanya. FL 33610 Job I fuss truss type MY 710661947 T80291 R19 GABLE tI t 739760062 Job Reference bona rsunaers rssixurce, Tampa, rom t.rry. vwwa aaaoe LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 21=58(8) ID:Zl7yacit3rgf5yObDEG6Buz0Uf6-bnrorglE8K2Jr_tmwl ksRp_OlgtLRu2D(R 1vYpzfF71 WARNING - Verity dadgn parameters and READ NOTES ON TM AND INCLUDED AMK REFERANCE PAGE U967472 rev. 10AX efS BEFORE USE. Design valid la use only vAth Mtlek® conneclom Its design is based only upon geometers snown. and IS 101 an lr M building component not a Otis system. Before tee. the lxOdlng designer mtrsl vedy the aWleabllty of design parometets and properly I ncorposate 0n6 design Into the overall design. bocing Indicated Is to bucldkng or In ffvkkxl mra web and/a chord members only Additional temporary and permanent txc)cmg MiTek' building prevent is always re%ked for stability and to prevent collapse wtlh posl)le pefson l Mry and property, damage. ra genial etidance segadtng the 6904 Parke East Blvd. rabticollon. slotoge, delivery. ereclion and brod ng or trusses rind IJUSS systems. soeANSIOPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInfarmatlonovcllableDomhuesPlateInSIINIe, 218 N tee Sneer. Sulle 312. Alexanrblo. VA 22314. Job Truss Truss Type ty Ply 710551948 TB029t RfOt flat Truss 1 2 jJ'ob"R"elerence lions Buddars FkstSource, Tampa. Plant Cay, Florida 33566 7.64u a Apr lP zu16 r ar ox rnousrrres, rnc. woo Mar ui 169a'46 zw i raga i I D:217yacff3rgf 5yObDEG6BtaOUf6.3zPAu')msveAAT8RyU kF5zOW al DE EAHcum5mT4Gz1F70 24.12 4.1.12 6.1.12 Bed 11.2.11 13.2.11 i 159.3 18.5.7 2. '2 2-" 2 6 8 2.6-8 2ji 2.6-8 2.8-4 30 = 3x4 = 6 Scale . 1:31.5 3x4 = 19 8 20 9 10 3x4 = 3x4 = = 3x4 = 11 3x4 18 17 16 15 14 3x4 - LOADING(pso TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CS1. TC 0.38 BC 0.60 W B 0.41 Matrix) DEFL. in Ven(LL) 0.06 Ven(TL) -0.15 Horz(TL) 0.04 too) Well Ud 12 >999 240 12 >983 180 11 rVa n/a PLATES GRIP MT20 244/19D Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except 01=1ength) 11=0-4-2. Qb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-175(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18 except 11=1475(LC 1), 17=972(LC 1). 16=372(LC 1), 14=2771(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 6.7=-44421266, 7-19=-4442/266, 8.19= 4442/266, 8-20=-4442/266, 9.20=-4442/266 BOT CHORD 13.14- 75/2838, 12-13=-266/4442, 11-12- 304/2529 WEBS 2.17- 831/0, 3-16=-458/0, 4.14- 985/0, 8-12=-1008/97, 7.13- 814f71, 6-13=-218/1825, 6-14-3346/80, 9-12=0/2175, 9-11-2808/342 NOTES- (13) 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Oc. Bottom chords connected as follows: 2x4. 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuli=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=151h 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 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0.0 oc. B) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 11. 11) 'Semi -rigid piichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 251 lb up at 13.7.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on oaae 2 WARNING . Vally dodgn parameters and READ NOTES ON THIS AND INCLUDEOWNK REFERANCE PAGE d[117473 rev. 1693W IS BEFORE USE Design valid rot use only wtm MllekS connectors this design Is based only uf3n parameters shown. and is rot an hclNkkxf building component. not a htas system. Before use. the bxuS lg designer must verily the oplAicablity of design parameters and properly hcorpaate 0* design Into the ovetdl biding design. Bracing Indicated is to buckling of In lMdual truss web and/or chord members only. Additional lemporary and permanent biocing M iTek' prevent Is always iec"ed nos stability and to prevent collapse with possible personal hltay and property danage. For gernetat guidance regarding tine 6904 Parke East Blvd. labilcotkon, sloage. delivery, etectio n and bracing or trusses and truss systems seeANSVFPI I Quality Crifsrlo, OSB-69 and SCSI Su9dhng Component Tompa, fL 3361DSafetyInformationovtllaleDomtrussPlateInstitute. 218 N. Lee Sheet. Suite 312, Alexandria VA 22314. Job Truss ruSS ype ty ply T1056t918 T80291 RFOt Flat Truss t A17397680532Reference tiona li trumers rasiaowce, Iarrpa. rwm r.ey, rwrwa aa000 LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-19=-330(F— 96), 19-20=-156(F=-96), 10-20=-60, 11.18-20 Concentrated Loads (lb) Vert: 20-845 I D:ZI7yacf f3rgl5yObDEG6BuzOU16.3z PAu?msveAATBRyU kF5zOW al DE EAHcum5mT4Gzf F?O WARNING - Verify design pamnetars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M9.7173 rev. fM&MS BEFORE USE. Design valid for use only with Mllek® connectors. Inls design Is based only upon paameters shovm. and Is lot an VKHAdud building component. not buildinghisssystem. Belofe use. Ine buildingng designer must vedfy, the applk:abllty of design p mamelem and popefty Incorporate this design Into the ovetdl b design. Bsachg WkWaled Is to budding of Individual Iruss web and/a chord members only. Additional temporary and permanent txachng M!Tek' iAdhng prevent Is always tecgbed la sta"Ity and to prevent collapse with possble personal tyuy and property damage. For general guidance regadng the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bating of Trusses and truss systems. soeANSI/Ml Quality Criteria, DSB-69 and SCSI Building Component Tarrpa. FL 33610SafetyInformationavdlaleeomIrisPlateInsilMe. 218 N. lee Sheel. Su lle 312, Alexandria VA 22314. Job T fuss I fuss I ype aty 710661949 TB0291 RF02 Hell Hip Truss 1 1 1,397"0, Job Reference lions Builders FaslSouteo. Tan pa. From Gry, FlDnde 33566 1.e4v a Apt iv zvte m i ex mausines, im. woo mar or to re:+o zvr r foyer t ID:Z17yacit3rgi5yobDEG6BuzOU16-3zPAu?msveAAT8RyUkFSzOW VIDC4ACTum5mT4GzfF?O 1-0-0 , 10.4-0 13-8-0 I 15.10.7 18.2.10 0 20.8.9 1-07-" 3.4-0 3.4-0 2.2.7 2.4-3 2-5.15 ' 10x10 MT18H = 3x8 = 20 II SCala . 1'38.1 0 0 — 30 = 3x4 = — 3x6 = 2x4 II 3x8 = 2x4 II 30 = l} 4 0 7-0-0 7r4.15 10-4-0 13$-0 15 10 7 18 2.10 20 8-9 eTi FA1t n.4.t. 9.f f.t 3.4-0 2.2.7 2JJ 2•S•r5 Plate Offsets (X Y)-- 12:0.0.1.0.3-0).14:0.8-0,0.2-81,112.0.3-8.0.1-81 LOADING( pst) SPACING- 2-0.0 CSI. DEFL. in poc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.07 13.14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Ven(rL) 0.20 13-14 795 180 MT18H 244/190 BCLL 00 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.02 17 n/a rda BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 113lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD 1- 4: 2x4 SP SS BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.2 3-7-5 REACTIONS. ( lb/size) 11=1469/0.4.15, 2=-525/0-8-0, 17=2571/0.11-5 Max Horz 2=291(LC 8) Max Uplifl2=-742(LC 20), 17— 55(LC 5) Max Grav 11 =1 492(LC 15), 17=2571(LC 1) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1868, 3-4=0/1897, 4-5-0/1689, 7-14=0/453, 7-18=-1232/41, 18-19= 121a/39, 8- 19=-1213/45, 8-20-1711/0, 9-20=-1711/0, 9.21-1711/0, 10.21-1711/0, 10. 11-1495/0 BOT CHORD 2-17-1645/0, 16-17-554/0, 15.16=-34/1073, 14-15=-34/1073, 13.14=0/1711. 12- 13=0/1711 WEBS 4.17=-1167/110, 5-17=-1699/3, 5-16=0/657, 5-7=0/697, 7-16=-1726/0, 8.14=-625/0, 9- 12=-807/0,10.12=0/1944 Structural wood sheathing directly applied or 4-1.15 oc puffins, except end venicals. Rigid ceiling directly applied or 4-4-7 oc bracing. NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=1511, Cal. II; Exp B; End., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed tot a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 742 lb uplift at joint 2 and 55 lb uplift at joint 17. 8) - Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) Is the responsibility of others. 10) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 WARNING - Verify do0irn parameter and READ NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGE A07473 rov. 16113V2015 BEFORE USE Design vdkl for use only Wirt Mllek 9 connectors IM desW Is based only upon parameters shown, and Is lot at WMdual rAACM g component. not a Rues system Before rise, the txldrng designer must vefly the 0 AlcobSly of design parameters and txopedy kncotporoto 9nk design Into the oveiatl building design. Bating Indicated Is to lxicMW* of Irtdvlduat gain web and/or chord members only. Additional temporary and ponmanenl brocIM M iTek' prevent6 always ieoiWed lot slabli ty and to prevent collapse wIh possble persaxb"and Ixopery darmoile For general guldance segardrtg ate 6904 Parke East Blvd. ladlectimstorage, delivery, owellon cind bracing of trusses artd Inis systerns, seeANSVWII Quality Crlte"o, DSB49 and SCSI Buliding Component Tampa, FL 33610 SafetyIMotrlionovdlableRomIranPileItstlMe, 218 N. lee Street. Stile 312. Alexarx1fla VA 22314. Job I russ Truss Typety Pry T,oss,ew TB0291 RF02 Hap Hip Truss 110 1 in1 0, Job Reference(optional) 9uedero 1-081bOetce. Iampa, rraw GAy, tango wage LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-4— 60, 4-6=-60, 7-10=-156, 2-11=-20 Concentrated Loads (Ib) Veil: 10-347 18=-200 19— 134 20-193 21=-266 anp,,acv.o—sw n,uuwnes,,—..orw . v.. v..U.., c... w. I D:Zl7yacft3rgf5yObDEG6BuzOUf6-3zPAu?msveAATBRyUkF5zOW VjDC4ACTum5mT4Gzf F?0 WARNING - Verify dadgn pmametws and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MA7173 row. IGUIMIS SEFORE USE. Design vrikd for use only with Mllek® connectors. This design Is based orgy upon paamelers shown. and is for an bWAAtlual building component, nor a buss system. Below use. the "ding designer must verity the gXAlcabllty of design parameters and properly Incorpotote M design Into Imo overall building design. tracing Indicated Is to Ixevenl bucMing of bxflvkfuci Inns web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always ie%ted lot stobllty and to prevent collapse with possible personal lduy and property damage. For general guidaoe regarding me fabrldalion, storage. dellvery. election and biocing of trusses axi truss systems. seeANSVIPI I Quality Cdledo, OSS-69 and SCSI Building Component 6904 Parke East Bled Safety INormotdon ovdk"e nom Truss Plate trtt9Me. 218 N. Lee Street. Suite 312. Aiexaxtrlo. VA 22314. Toupa. FL 33610 Job russ russ ype ty ply 710551950 780291 Vol VALLEY TRUSS 1 t 1739768055JobReference(optional) Budders FoslSource, Tanga, Ptam Cry. Fonda 33566 2-0.0 r 2_0_0 20 2-0.0 2-0-0 7 640 6 Apr 19 2016 MITak Industries, Inc. Wad Mar Di 16 48:46 2017 rage 1 ID:Zl7yacft3rgf5yObDEG6Buz0Uf6•x9zY6LnUgyl I51082SmK W E3ppdirwgKl')ryVDciz1F?? Scale - 1:7.9 LOADING (psQ SPACING- 2-0.0 CS1. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.01 3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Ven(TL) -0.01 3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 rVa n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 5lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purtins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=54/1.10.0, 2=55/Mechanical Max Horz 1=30(LC 12) Max Uplifil= 9(LC 12), 2= 24(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1, h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at Joint 1 and 24 lb uplift at Joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Vadty dedgn parameters and READ NOTES ON THIS AND MCLUDED AWEN REFERANCE PAGE M —7473 mv. 10034015 BEFORE USE Design vaild rot use orgy vAm lAllekS connectors. lhls design is used only upon parameterss shown. and Is lot an hdWkW building component, not o liras system. Belote tse, the 1:46cling designer must verify the applicability of design Wnanelers aid property hcotpotote Ink design into the overall btldhg design. Bracing hdkaled I7 to txrcWV of Irxlk*" miss web anti/of chord members only Addtlonal Iemporay old permanent iltacing WOWprevent is dways negAed la ssublIlly and to prevent cdlopse wllh possible personal inlay and property damage. For genetal gttklance iegac0V the 6904 Parke East Blvd. 10NICOHNN storage, delivery, etecikln and btochg of mme3 and miss systems. seeANSVrPl I Quality World. DSO-89 and BCSI Building Component Tampa. FL 33610SalaryIrgormadonavtLabteBornbussPlateh601ute. 218 N. lee Sheet. Suite 312. Alexanctrio, VA 22314. Job russ Truss Typeply T10551951 T80291 V02 VALLEY TRUSS 1101, 1 t 739766056 Job Reference(optional) Budders FuslSource, Tampa. Plain Coy. Florida 33566 7.640 a Apt lY zO16 Mrrek Industries. Inc. Wed Mar Or 16:4e 46 zO1 / rags 1 ID:L7yacfiargfSyObDEG6BuzOU16-X9zY6LnUgy1151082SmKW E3pndiYvgal?IW OcizlF?? 2.11.1 4-0.0 2.11.1 1 t5 2x4 , 2x4 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 3 Mr 120 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.3 WEBS 20 SP No.3 REACTIONS. (Ib size) 1=71/3-11-8, 5=198/3-11-8 Max Horz 1=71(LC 12) Max Uplitt5=-76(LC 12) FORCES. (lb) . Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. Seats • 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end lbdty model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG • Vatly design parameters &Ad READ NOTES ON MIS AND INCLUDED hMK REFERANCE PAGE M67479 mv. 180300/5 BEFORE USE Design vakf la use only Win kAlek0 connectors.11Y1 design Is based only upon pavameters srwwn. and Is la an Indlukkxl building component. not a nusystem. Before rise. the btOdi ng designer must verity the applicability of design parameters and property Incorporate this design Into the overall Dunb la inig design. BrasckV Indk acedIs to prevent buckling of Individual Miss web and/or chord members only. Additional temporary and permanent biacltlg WOW is always iegtLed fa stability and to prevent collapse wllh possible personal Imlay and property danoge. For genera guldance iegad lrV the 6904 Parke East Blvd. fabricationsloroge. del". erection and bicxlW or trusses and miss systems, seeANSVIR I Quality Criteria, OSS-69 and BCSI Bugding Component Tampa. FL 33610 SalaryIrMormatanovallobretomtrussRate1nstMe. 218 N. Lee Street, Srlle 312. Alexandra. VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless Y. y offsets ore indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-rhdr For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearingsno (supports) occur. Icons vary but reaction section indicates joint number where beorings occur. Min size shown is for crushing only. tffj Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown In ft-In-sixteenths Drawings not to scale) 2 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved W1 - P MiTek 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A 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-broCing, is always required. See SCSI. 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 budding designer, erection supervisor, property owner and all other Interested parties. S. Cut members to bear tightly against each other. 6. Pace plates on each face of truss at each joint and embed fully. Knots and wone at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber Shall not exceed 19%at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber Is a nonstructural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead bad deflection. 11. Pate type, she. orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and she. and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceding Is installed. unless otherwise rioted. IS. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior opprovol of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable envkonmentol, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front. bock. words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 52-04-00 m m O+ CD_ (L m m m mm m m m N m n m m m m fL I I I fl II II I I II 0 II p N II I I IIT II II Ir r I II I J J J J J 7-00-00 01 I u 7-00 00 R HI I III u02IJl2 m JI JI JI JI J1 10 7-00-00 i N tYm I I B I II I N I II II fl II I I II II II n m m m CO o y-00-010 vv-na-n1, 5 3 3 a 1 I 1 1 i' I`t\& ONO i`Y`i`Y` iii` i\iSi0`i`"Wi`iS V219jlj: INC= 1 I IN 7-UU- VU CY'UC-UO CIO-q7-170 Ltl-tll7-tll7 RECORD COPY 6EARW6 HE169 5CHEDULE 9 -4 20.-3/4- 0 0 Hanger List H1 HTU26 H2 THA422 NOTES: 1.) REFER TO MD 9I (RECOMIAENDATIONS FOR MNOLM D61ALLAIION AND TEMPORARY DWIN16 ) REFER TO ENGINEERED DRAWINGS FOR PERMANENT DRACIN6 REOARED. 2) ALL TRUSSES (UNCLUDIN6 TRUSSES UNDER VALLEY FRAMWG OMPMUSTDECLETELY DECXED OR REFE TO DETAIL V105 FOR ALTERNATE DRACM REMaMENTS 5.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DUDAER. 4.) ALL TRUSSES ARE DESIGNED FOR 7 ar. MAXIMUM SPACING. UNLESS OTHERWISE NOTED 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE (ON510ERED 10 OE LOAD DEARDW UNLESS OTHERWISE NOTED. 6.) SY41 IM56ES M 67 DE INSTALLED WITH THE TOP DEIN6 UP. 7.) ALL ROOF TRUSS HANGERS TO DE SIMPSON HTU26 UNLESS OTHERWISE NOTED ALL FLOOR TRUSS HANGERS 10 DE SIMPSON THM22 UNLESS 011IMSE NOTED. 8) DEAMIHEADERA.IMEL (HDR) TO DE FURIN1511ED DY DMDERR. SHOP DRAWING APPROVAL M LAYOUT 1511E SAE SOURCE FOR FADRICATION Of TIMMS AND V0195 ALL NREVIM AWITECI'MAL OR OVER TT h LAYORS REVIEW AND APPROVAL OF TH5 LAYOUT WST DE RECEMU DEFOrE ANT TRUSSES RLL DE DOLT. VERIFY ALL CONDITIONS TO MIKE A&QbT CM 6S TMT VLL RESET IN EXTRA MRS 10 YOU f%mW R601 Wu wo" IN Nrtr Builders irstSource Orlando PHONE. 407-651-2100 FAX 407-851.7111 Plant City PHONE.8I5-759.5951 FAX:813-752.1552 Taylor Morrison L: Darlington B a ap". Lot 1oc n T. 1-6-16 Rick rbK --99 RECORD COPY City of Sanford Building and Fire Prevention Product Approva ecification Form 0J\LDf/yG Permit # # 17 B 9 SANFORD DARS` Project Location Address a? 8 fZo? K f-ove-1 al" - As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows liding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Amarr Garage Doors ectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows 3540 ser. Frame Fixed Glass FL18644.04 Awning Pass Through Projected Mullions MI Windows Mullion -vertical FL18504.2 Wind Breaker Dual Action Other June 2014 I Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-RS 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.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Si re,' Applicant's Name Please Print) June 2014 a ter--_ rrynAc w rac Ilm .ro Ycetsat l ra wcr I FORM) I TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS Ic W I T1' I 3V W VA140 Y) CALL -OUTS 26• 051 N 32 511 MR 1 32 SW 3wr 1354 113391 2350 3354 p$1• 115H Y) U 59 24 5H 349N 0 Z63• 65H IIS59 2591 359N U• z Ii 9I N 36, SH 24 54 36 91 66 VENT HAsm amwA FM ALL owls, DQDCFI SAES AD WAI.IA110H IIAT YART PER ILAVFACKW AID 5110E2CA1Y/b. Z WERTOUWRASFOR -ITIE aFMOM USED(WA.ENFL' r9lCASETE)A•C".CRFi I) LA(A•FG) rca t fiar Ippgy Oal fafcA{ NI learwctsIrmIloa Altaeolae T.a. Da1 Imman M. BATH r-• nAl Iaf.- 1211 + oeu D t MIIF10Er In wuar urour w wim PWDR . flT lsu DEN na as r- r nAr an 6 T.• K UTIL co) IMAM 13 T• r uwanl fl D Qe nrrorr swam 1 alr•r ror•r I ILR to I o rovonl 3wFAa I T• 1' Tf IINa71 IDlr I4Y T U1. I LKArI I Aancpp•• f(( a{ IAf6 t loan LT. Ia LANAI OM FAMILY ROAfllnw IDININGI r-.• RT. NI. f-Slptr {alrl[ I i. T'-• MI Q.n Ilta ao I I ` YJ II I muauan 10R T•r I UfaUr. 1liitI 1 Ilaurs 41. UL J TL n o r ioh -----; Tr I I 1AA 6 malfa N ENTRY I r-.• RT. Hr.: FOYM rotAn MT GLn I Du DDQ56mQ to? Ao1rDW AMFM \ rarorr • e A, c1 IQTCHEN r-• nAr an I I 1 I I o Nat a I I IZw- roFMAaI Tom• An. ulaaw I llr 6 fimD aaalur ma r--r AV4 fl 0 1 n 1 11 Tr-o•. ta- 1 1 I r-.• al. nI flu{ a germ rra¢a+ co fu - 0401 ru 4 420 o1-20•17 ACV" A IaT I T• r C F u1 {3.r D VIaSaBES r--------- I I o.1v. u, o wvc 1 C vvrwamwAm. I I I MOIRM/ IF• ODac tn I I O I YLI 1m 0zIw I ' lgn O Ur. z A m 0Art. 1> Tnlroaal W ` WInWaOal lVl z cn M INa60D ce rIw lQTfaa .0. c 1 tsrrar ICLEataDT.! O unwncat ( waml IWIQA t IMAICMING IEi,E2ID O leuaIaAUPPERFOR 14616F. UPPE2585 R FLOOR 11155F. TOTAL LIVING 25625F. GARAGE 4555F. rN LANAI 1395F, uAn nml rfAr worts ENIRT ,NSF. - TOTAL 5a Fl. 3241 SF. MAIN FLOOR PLAN NOTES 9Q"' 1 CaWGE LEFT 2 A 1 AI Cfl tsmA. aNenrwAlcm,uv,'l" RRIW -summu..* 4... TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS # k TO 1 )+' 3b' W WINDOW CALL -OUTS M w IADM MR. 30K IOOF& 4. is WF& MOM IM16 IOFOFb p36' v 1030 S4 7030 94 3M Sl aw SN bMSII 101OW 30405H 0lOSH 2 NWSH MON 3030 SN 4 M•JIEO' i tl60 5H TO60 5H Me 5H IOEL SNTP t GL. VEiiT RUIN L>P MiSFOR ALL FO DA WOV 5W AD IVAILAIICN MAY VART M KWACTMIRA SWIG TIMop Z JUER TO ROM RAYS FM STYLE 0 MOO IISED(S)W NNG•5KCA5EI1EM• COS. URFDOD GTAW ft.) 4R, no .) 6 aMcm.1>vlaDas * mmplum fl umll=lfAawns xaQsauNfassuu IO114A'IfaLV6S01/f ALWASU a A / N110JCf@318E DW R0W U4RRrECA • lNFUIQIO"AW z DAMS BEWS aeucn slave e. Qwn•n¢rr sr asuwnaa • rn m.. xs.uoe .n m. Ql.1.00 IA1( M1Mj1\ Y®(MiCO• 0 t- w IV 0 0z m 0 z cn 0 oc F. 0 1 r rn0 N OQ 2585 ' m![ Hoar Haar wal xffs UPPER FLOOR PLAN NOTES 2Bl GARAGELEFT Florida Building Code Online P'-90NJ-V -It5ccR Page I of 3 ProfessionalBusiness & rr Dq=vtd eos Home I tag in I use, Registration : Het Topics I suomt surcharge 1 Stab: IN actc I Pubbouons I Fac SUO i ens are Map I unis I Search I Bus nes ( product ApprovalProtssitrial *USER. Public User Regulation PrtWuR Aeeroval Henn > Product Of Aealkxlen Srorcn > AMiQtbn LKt i AWIft"on Detail FL p 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/Emall Thera-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbidgconsultants.com Vivian Wright rickw@rwbidgconsultants.com Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. 0 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL it Model, Number or Name Description 15225.1 a. 'Classic -Craft" and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.1 NAMI eerts.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.1-68 (61 Door Products), INST FLIS225 R3 It INST 15225.1-68.00 15225.1-80 (ST Door Products) and INST 15225-68M (6'8 FLIS225 R3 It INST 1522S.1-80.odf Door Products Direct to Masonry) for Installation FLIS22S R3 11 INST 1S22S-68M:odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE Evai-1522SA-68.0df FLIS22S R3 AE EVAL 1S225.1-80.odf FL15225 R3 AE EVAL 15225-68M.odf 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 FL +S22S R3 C CAC 1S225.2 NAMI certs.odf 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 FL15225 R3 11 INST 15225.2-68.odf 15225-68M (6'8 Door Products Direct to Masonry) for FLIS225 R3 11 INST IS225=68M.odf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 1522S.2-68.odf. ELLU 5 R3 AE EVAL 1522S-68M.odf Created by Independent Third Party: Yes 1522S.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 FLIS22S R3 C CAC 15225.3 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.3-68 (6'8 Door Products), INST FLIS22S R3 It INST 15225.3-68.odf 15225.3-80 (8'0 Door Products) and INST 15225-68M (68 FLIS225 R3 II INST 15225.3-80,00 Door Products Direct to Masonry) for Installation FLIS225 R3- 11 INST IS225-68M.001V Instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "T part Created by Independent Third Party: Yes number doors and sdelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FL15225 R3 AE EVAL 15225.3-68.odf Benchmark Door Panels.) FLIS225 R3 AE EVAL 1522S.3-80.od[ FLIS225 R3 AE EVAL 1522S-68M. Created by Independent Third Party: Yes 15225.4 d. 'Premium Series' and 6/8 and 8/0 Opaque and Glazed Steel Door with and without Benchmark by Therma-Tru' Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS22S R3 C CAC 15225.4 NAMI certs.odf 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 (68 Door Products), INST FL15225 R3 If INST IS22S.4 68.odf 15225.4-80 (8'0 Door Products) and INST 15225-68M (61 FLIS22S R3 11 INST 15225.4.80.odf Door Products Direct to Masonry) for installation FLIS225 R3 11 INSTA5225-68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.4-68.odf FLIS225 R3 AE EVAL 1522SA-80.odf FLIS22S R3 AE EVAL 15225-68M.odf Created by Independent Third Party: Yes 15225.5 e. 'Smooth -Star' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therm without Sidelites. Inswing and Outswing https://www.(loridabuilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 1S22S.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 1S225-68M (6'8 Door Products Direct to Masonry) for installation instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of'l' part number doors and sidelltes, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FLI5225 R3 C CAC i5225.S NAMI certs.od[ Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 11 INST 15225.5-80.0df FLIS22S R3 11 INST 15225-68M.Odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FuS225 R3 AE EVAL 15225.5-68.odf FL15225 R3 AE EVAL 15225.S-BO.odf FuS22S R3 AE EVAL 1522S-68M.ndf Created by independent Third Party: Yes 115225.6 I f. "Premium Series", "Construction 16/8 and 8/0 Opaque and Glazed Steel Door with Transoms. ISeries" and 'Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate FLIS22S R3 C CAC IS22S fzNAM1_certs.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 11 INST 15225.6-68.odf FLIS225 R3 11 INST IS225.6-80.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Third Party: Yes sacs Heat contact Us :: 19s0 Harth Not"" surer. Tallahassee Ft. 12M Phone: aS0.4117.1024 The State or Florida Is an AA/EEO employer. Comment 2007.201it State of Florida.:: Prlvam Statement :: Arcessibnity Statement :: Refund Statement larder office to-, email addresses are puWK records. It you do not want your e-mail address released In response to publk-records request, do not send el¢ctronit mail to this entity. Instead, contact the oce by phone or by traditional mall. It you have any questions, please contact 950.487.139S. -Pursuant to Sea,on 455.27S(1), Fonds Statutes, effective October 1, 2012. licensees licensed under Chapter 45S, F.S. mist provide the Department with an emall address d they have one. The smalls provided May be used nor ORival communication with the licensee. However emall addresses are public record. Ir you do not wish to supply a personal address, please provide tux Department with an email address whKh can be made aysllatde to the public. To determine If you are a hcensee under Chapter 4SS, FS., please click aM. Prodn , Approval Accepts: M ®ER Cre it .."Al https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-RS 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 Therms-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 fhe "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 NAM! e_ _ _- ._..._.. .._-..:__...:n--.:.......... N A MI+e !`..4:Rn.f:nn o.ne.nm IQ nr.•rnditod by The American National Standards Institute (ANSI). NAM!'s Cernnea Product Configuration tiny. at Inswing or Outswing ww....n.—«..++.—...................... Glazed or opaque Maximum Size Q.-......._..,.... Design Pressure Pas/Nem Missile Impact Rated Test Report Number Comments X I/S Opaque 3 x 8'0" 47/47 No ' NCTL-210-1940-1.2.3.4/TTF-257F Single X O/S Opaque 310" x 810" 47/47 No NCTL-210-1940-1.2.3.4/Ti'F-257F Sin le XX I/S Opaque 6'0" x 8'0" 40/-40 No NCTL-210-1940-1.2.3.4/TTF-257F Double Standard Aluminum Astra al XX O/S Opaque 6'0" x 8'0" 40/-40 No NCTL-210-1940-1.2.3.4/PTF-257F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 810" 47/47 No NCTL-210-1940-1.2.3.4/ITF-257F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 8.0" 47/47 No NCTL-210-1940-1.2.3.4/i'i'F-257F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 514" x 8'0" 40/40 No ETC-01-741-10593.0/L-2173/1TF-257F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 594" x 890" 40/40 No ETC-0I-741-10593.0/L-2173/rTF-257F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 8'0" 40/-40 No 57FETC-0tandardDoublew/Sidelites Glazed Sidelites AstragalStandardAluminumAstragalAluminum OXXO O/S Opaque Door 814" x 810" 40/40 No ETC-01-741-10593.0/L-2173/i-I'F-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4"x 810" 47/47 No ETC-0 1 -741-I0593.0/L-2l7YTTF-257F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal O/S Opaque Door 8'4" x 8'0" 47/-47 No ETC-0 I -741-10593.0/L-2173=F-257F FOXXODoublew/Sidelites Glazed Sidelites Coastal Aluminum Astragal w___-..u:.l._L...u........ VA 'f1n'7') National Accreditation & Management institute, inc-mi74 %seurge-asnmgaun 1-cm Tel: (804) 684-5124/Fax: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark 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 N I ertifl .lion com NAMI's Certification Pro ram b accredited hv The American National Standards Institute (ANSI). NAMI s Certified Product List(n at Inswing am c c Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswiniz Opaque Size POSINCR Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TT'F-253F Sin le X O/S Opaque 370" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097=F-254F Sin le XX I/S Opaque 6'0" x 618" 40/40 No ETC-0 I -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/ITF-254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/ITF-253F Double Coastal Aluminum AstrajZal XX O/S Opaque 690" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/TTF-254 F Double Coastal Aluminum Astra al OXO/OX/XO 1/S Opaque Door 5'4" x 618" 40/ 40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/-40 No F ETC -Standard Doublew/ SidelitesGlazedSidelitesAstragalStandardAluminum AstragalAluminumOXXOO/S Opaque Door 8'4" x 6'8" 40/ 40 No ETC-01-741-10593.0/L-2097=F-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=-253F Double w/Sidelites I 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 WA '710.71 National Accreditation & Management institute, inc.i47Y4 George wasningwn tnemur1a)/' rnvyca, . Tel: (804) 684- 5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-RS 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassidSmooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/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 withinNAMI' C rtln t'on Pro ram is accredited bv The American National Standards Institute (ANSI). NAMI's Certified Product Listen at Inswing www.namicertification.com. Glazed s e ca Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated Comments X 1/S Glazed 3'0" x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4riTF-256F Single X O/S Glazed 3'0"x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4/ITF-255F Sin le XX US Glazed 6'0" x 6'8" 40/-40 No NCTL-210-1940-1.2.3.4fM-256F Standard Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4rfTF-255F Standard Aluminum Astraital Double XX 1/S Glazed 610" x 618" 47/47 No NCTL-210-1940-1.2.3.4rfTF-256F Coastal Aluminum Astragal Double XX O/S Glazed 610" x 618" 47/47 No NCTL-210-1940-1.2.3.4f TF-255F Coastal Aluminum Astragal Double OXO/OX/XO US Glazed Door 514" x 618" 40/40 No ETC-0 1-741-11008.0/L-215 I fM-256F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Glazed Door 5'4"x 6'8" 40/-40 No ETC-0I-741-11008.0/L-2151/ITF255F Single w/Sidelites OXXO I/S Glazed Sidelites Glazed Door 8'4" x 6'8" 40/-40 No ETC-01-741-I 1008.0/I..-2151r[TF-256F Double w/Sidelites Glazed Sidelites Standard Aluminum Astta al OXXO O/S Glazed Door 814" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/TTF255F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO 1/S Glazed Door 804" x 618" 47/47 No ETC-01-741-11008.0/L-2151/TTF-256F Double w/Sidelites Glazed Sidelites I I Coastal Aluminum Astra al OXXO O/S Glazed Door 8'4" x 6'8" 47/47 No ETC-O 1rfTF255F Double w/Sidelites Glazed Sidelites AsCoastalAluminumAstragalCoastalAluminum v__a.e__ nw_ ,.a.ut..,..../ue.. VA 9iM2 National Accreditation & Management institute, Inc./4/Y4laeorge ra3nuagaun l.acu. ..J,••aJ-9 Tel: (804) 684-5124/Fax: (804) 684-5122 L//, NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid if the NAM] Certification LAW has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinrtiflioneomNAMI's Certification Pr ram is accredited bv The American National Standards Institute (ANSI). NAMI s Certified Product Usling at Inswing www. amce ica Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing O a ue Size PoslNez Rated Comments X I/S Opaque 3'01vx 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/rTF252F Single X ON Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/I7F25 I F Sin le XX IN Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096fM252F Double Standard Aluminum Astragal XX ON Opaque 6'0"x 6'8" 40/40 No ETC-01-741-10702.0/L-2096n7F251F Double Standard Aluminum Astragal XX IN Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0/L-21511rTF252F Double Coastal Aluminum Astragal XX ON Opaque 610"x 6'8" 55/-55 No ETC-01-741-11008.0/L-2 15 I=F25 I F Double Coastal Aluminum Astragal OXO/ OX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215in7F252F Sin le 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-215IITTF251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11 2F Double w/Sidelites Glazed Sidelites s ragal AluminumAstragalStandardAluminumAstalOXXO ON Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-I 1008.0/L-2151/1-T F251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astraptal OXXO I/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TTF252F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/ITF251 F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, IncJ4794 George wasnington mem yiraayrs, .., iJV,& Tel: ( 804) 684-5124/Fax: (804) 684-5122 `JA NAMIAUTHORIZEDSIGNATURE: THERMAITRU a THERMA TRU DOORS I IS INCUGTNUL OR.. CuaCWCN. OM 43e17 Smooth -Star" and "Benchmark by Therma-Tru" 6'8' SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS ' W/ & W/OUT SIOELITES INS WING / OUTS WING i INSULATED FIBERGLASS DOOR WITH WOOD FRAMES r 105.57 MAX OVERALL FRAME WIDTH { 1 2 S 3 S 1 1 1 1 1 1 1 1 1 1; 68.50" MAX. s VERALL WIDTH General Notes 3 4 6 6 6 6 2 3 • S 6 6 6 6 1. This product anchoring drawing has been developed in compliance with the 5th Edition 8 6 8 DOUBLE w/ SIDaITES Oxxo SINCLE w/ SIDELRES Oxo 120141 Rondo Bulding Code (FOCI excluding the'Wigh Velocity Hurricane Zone. See the MAX DESIGN PRESSURE MAX DESIGN PRESSURE 40.0CertificationAgencyCertificateforsores. speclkoliara and ratings. SS.O -SS.O 40.0 2. Product anchors stall be as Isted and spaced as shown on detolo. Anchor embedment to base material shol be beyond wall dressing, stucco, foam. brick and other wan coverings. 3. wood screws shall be Installed following Installation irsshucfions of ANSI/AFSPA NOS 2012. All other fastener types to be installed following fastener manufacturefs InstaBofion instructions. 4. fastener embedment depths, edge distances and center -center distances shal be as specified by the fastener manufacturer but in no Instance shag they be less than shown in this drawing. S. Where shims are used, they must be a ligid / stifr motedal that eompges with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing stag be determined by others for specific jobs In accordance with the governing code. 7. Site condHons not covered by this drawing are subject to further engineering analysts. TANZ OF C01IMN1S SHEET# I DESCOPRON 1 T al elevationses 6 gemal notes 2 fuck 3 fnmlo anc 4 fvamle OnEt4 a bit of materials 5 Haftantal 8 vertild Cross SeCHOrd 6 V c"m secBWK j 37_ W MAX. OVERALL WIDTH Y 4 v-N S sF iI tF_iI 3 e 1 1 1 I SINGLE x MAX DESIGN PRESSURE 67. 0 -67.0 74M6 MAX. OVERALL WIDTH 1 ? s s s DOUBLE xx MAX DESIGN PRESSURE SS. O -SS.O tOCR IIARDMAN MFG A 2120 RMRSEIMNANRE WER rAtCN RMLEEr EIGNANEE MOM MADMU 53. 06' MAX. OVERALL WROTH i 2 J i s s. gt Kt SINGLE W/SIOEUTE Ox MAX DESIGN PRESSURE 40. 0 -40.0 001F t Z u jIs. IL22T 12 j seat N.T.S. ° PM In: JK c klK W. LFS i o11u1111C lo: li FL— 15225.5-68 a A t I -- °' T I MASONRY OPENING E, 2X BUCK ui C1 4; °" r1- ram. II -MULLION IIIMULLION II SHOWN FOR MASONRY II SHOWN FOR II TYP (I REFERENCE OPENING TYP II REFERENCE 11 HEAD I I HEAD I I I I k JAMBS JAMBS II r l 2X BUCK r t I I I I Jr I I MULLION I I o u I I SHOWN FOR it c II II REFERENCE II II11 I I II i'!. I I II I I II SIN • W/SIDELTE BUCK ANCHORING SINGLE W/SIDELITES BUCK ANCHORING MASONRY OPENING Nona: r. b—.Ckmrn.S.G.t&53. 2X BUCK opNCAE1EANCNO I. corx"Ie omit lucorbro at nro mn+ers n,or be «G++red to motor-:+ me rrn. edge defame to ff wW Jofnb. 2 Cammire -odor 16corioro noted as MAX. ON CENW must be -glowed to rnealnrobi the min. edge d Nano to nronarIDIOM -dWllond cOnorore oncltors rn- r be rewited to onwo the MA)L ON CEMER' cWmrnlon ore not oaeooded. J. Concrero-KJorr-Wv: ANCXOR AHCIIOR h M. ' MQ4.CLEAI4NCE. IC iwiii0 liir, MIN. CIEARANCE rC i 6liCEKF fYPE SRP EMSfOMENT EDGE A/iCHOIt• . TA/ CON* 1/ t 1.1/4' z or 1 1/ 1' 1-1/ 1' r LILT . , yT T I I r t II MULL 1 MULLIOSHOWN NFOR II SHOWNNFORTYP. HEAD JAMBS ASTRAGAL TYP. II REFERENCE HEAD REFERENCE II II SHOWNFORJAMBS9REFERENCE 2X 9 II I BUCKtrI 1 ASTRAGAL I I FOR I I m c 11 II G SHOWN. REFERENCEII ci c II II 7- 7 DOUBLE BUCK DOOR ANCHORING MASONRY DOUBLE BUCK W/ SIDEI_ITFS ANCHORING OPENING 1111E Is 0 z u 2 21 12 or: JK o' e.: LIS ) ro o, a 15225. 5-68 u n g or , O 0• •E• 23H--1 F^.7 1 _ MULLION1111 II SHOWN FOR V: _ REFERENCE A W/2X SUCK INSTALLATION O fl W/1X BUCK INSTALLATION C TYP. HEAD 6: JAMBS 18 ig III DI - 16 t2 5 al In 12 c O• N v 1 PAIRS TYP d C• T O - tiSw, W N n NvIla O G SEE o e DETAIL -4 61 SEE 1" a X) OETAII. r 1 "6• T- T a f''A/ A' El, di' C? # b Q n s Q't n N 2 e MULLION A W/2x BUCK [ lryj m g INSTALLATION O iT _ _ ^ aREFERENCER - 9 STALLATION BUCK INSTALLATION n O _ TYP. NERD k- && TuofJAM85 BUCK INSTALLATION "! MEAD JAMBS G v i 18 SEE - & 18 _ SCE - 5 - DETAIL "t • CS 5 DETAIL '2 1 IJ m C- -p- "E" C b A• S" A" VIEW 'C•-'C" IgING E DOOR W/SIDELtTES lam X^-'L' NEw "D"-"D- CINCLE ODOR W/SIOEUTE VIEW "A 9" SINGLE DOOR VIEW 'A! -A" gooN II/ OPlawu oomuuTm fAsrsNM MOW /Jo tlw. ALL SCUM ro Cow J" CO IECIXI J SIOEUTE NOTES: 1. ttlo sidelite is direct set Into the Jamb with (12J t8 x Z' pfh. Wood screws. There ore (4) at each vortical Jamb, from the top dawn Or 13Sd 31 ". 48.5 a 66". There ate (2) Of the header at I- from the outside corners of the home. there are (2) of the %M. C from the outside comas. 2. for optional sfdelito construction with staples. sidelbe Is direct set Into the Jamb with (4) % X 1.314 16 ga. staples along eoch)amb 16- from ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be oi*Ated to maintain me min. edge distance to mortorJolnts. 2. Concrete anchor locations noted as MAX. ON CENIER• must be ocqusted to maintain the min. edge distance to mortar Jdnh, additional concrete onchors may be required to ensure the'MNAX. ON CENTER* dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SAE EMS16MENf n7 MASONRY EDGE FO ADJACENT' ANCHOR Rw 2' r TAPCON• ITss TApCONe 3/16' 1.1/r r W/2X BUCK 2 INSTALLATION B W/1X BUCK 11 INSTALLATION DETAIL •6• DETAIL •2" W/2X BUCK 2 INSTALLATION W/Ix SUCK INSTAwnO i2 t00,G t OCTAIL •I- O O VW-A 1F 2121112 i N.T.S ° or. JK arc LfS 110 •0 e 15225.5-68 c C ' 7. J' 2' L 4 3 I LIl 1 r J SEE NOTE Jp SHEET 3 p SEE DETAIL 'J' A 0 9 ASTRAGAL) Jn° MULLION SHOWN FOR O SHOWN FOR - REFERENCE p REFERENCE ONLY p p - 16 p16 C 16 p t6 5 - 0 12, p 5 c 12 O VIEW 'C'-'C DOUBLE DOOR W/SIDELI7E5 T'` IN x m K, PAIRS JO °i TYP. w. I g^ W/2X BUCK INSTALLATION I I OO SEE DETAIL + 3. p W/2X BUCK A 1/11 o 6 W 1 x BUCKINSTALLATIONSTALLATION TYP. HEAD W<° 2 1= f j W/1X BUCK 57ibtCALJ INSTALLATION E , ( u oilJAMBSivSHOWNFOR • HEAD REFERENCE MBS ONLY 1 J hSEE OETAJL '4' o p SEE c •0 1 t8 p 16 DETAIL 1- o 5 5 o o 1 A' VIEW 'E' DOUBLE DOOR VIEW A'—%1' rASTDlpQ OrW ,00 CM, NA molirt To coo awe o010I=70e/ W/2X BUCK 4i4woINSTALLATION W/1X BUCK INSTALLATION W/2x BUCK Item DESCRIPTION Material A to x 2-t 2 P H WOOD SCREW STEEL B 10 X 1-314, FH W C EW STM C to x 1 PFH WOOD SCREW STEEL I V0 x 4 L S R W Hine to rome STEEL 10 x 2 LG. PFH WOOD SCREW EEL J x -i 2 L. F CR STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW STEEL g t t x t-3 4 ITW PFH CONCRETE SCREW STEEL 9 li a x 3-3 a 1TW PFH CONCRETE SCREW STEEL 11 3 16 • ITW PFH CONCRETE SCREW STEEL 12 7 4 x 3- t 4 17W 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 2-1 4 PFH 17W CONCRETE SCREW L 20 HEYADER JAMB SUGAR PINE SG >= 0.34 WOOD 21 124 THK. PRESSURE TREATED SIDELITE PAD W D JO t 2 X 1 x 25 GA. CORRUGATED FASTENER INSTALLATION J F t 0 W/Ix BUCK I1 e sQBLL '1' INSTALLATION g 9 f DETAIL B ATTACHS RIKLATE TO FRAME ROW OL7 FRAME ' AS SHOWN. ouu 2121112 ! vAm N.T.S. 1 acre, sr. JK e tw. en LFSDETAIL 3FL- 15225.5-68 c a AL a 0 Z I BUCK INTERIOR EXTERIOR 1 HEADJAMB ft iv Chown INTERIOR 2 IIEAD JAMB S aouwlr gsno wn BUCK INTERIOR arEaloR 25- MAX SHIM SPACE 1.1 S' MM. 12SMIN. EMS. EMS. T P. 4 VERACALSIDEJAMS S wwv wn d EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR 3 HEAD JAMB V toat mQgownk C- fWK 01T MAX SHIM SPACE I. 1S MIN. EMS. S VEIMCAL SIDE JAMS S towoodfiwl Imwkv ftwn itVYz z ` rr a II IIIIIIrItt 1 6 y O ac. M JK c m. or. LFS OMw16 M0: FL- 15225.5-68 A. 91 di P pe eni fi INTERIOR EXTERIOR u INTERIOR EXTERIOR IN Ed r? C MtTEXTERIOR V S= V 13 21 12 ? 3a 13 16? 3 er)-'\VERTTCAL CROSS SECTION conrgwonw, 2 VERRCAL CROSS BECKON 6 ouiswlneconrgwotb^ 3 VER1ICAl CROSS SECTIONg I o y R INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR 9 E yj c - S 13 1 S 13 o z u° 4 VERTICAL CROSS SECTION S'*N VERTICAL CROSS SECTION b VERTICAL CROSS SECTION wic 2121112 i b In ovcon pwown Ou con palm n 6ovmwgconrpwman scan& N.T.S. 3 r: JK o CW. wa CFS 3 n FL-15225.5-68 c Sim or -IL 10 THERMAITRU 0 THERMA TRU DOORS 1 1 a INOuslol.L on.. loocflON, 01`1 43517 Smooth -Star" and "Benchmark by Therma-Tru" 8'0" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ 6 W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES IOSW MAX. OVERALL FRAME WIDTH r 11 11 11 11 1 1L '1 1'y 111 t__S, e 1C_-Y 11 ll 11 11 II '1 s K 1; 1; ;1 1, 1L 1; ;`I 1I1; I 1; General Notes I. this product anchoring drawing has been developed In compliance with the Sth Edition 12014) Rondo Building Code (FBC) excluding the'Hlgh velocity Hurricane Zone". See the Certification Agency Certificate for saes, specifications and m*VL 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shal be beyond wall dressing. stucco. loom, brick and other wait coverings. 3. Wood screws stag be installed following installation instructions of ANSI/AFbPA NOS 2012. AD other fastener types to be installed folowling fastener manufacturees installation inshuctlons. 4. Fastener embedment depths. edge distances and center -center distances shag be os specified by the fosterw manufacturer but in no instance shall they be less than sham In this drawing. 5. When: shims are used, they must be o *rigid / stiff material that complies with The requiroments 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 condigors not covered by this drawing are subject to further engineering onalysis. TAMEof CDNITIM SHEET# OESCN/n0N t Typical elevOliors. design pfeswres a oneral notes 2 Buck anctlotin 3 Frame a 4 Friona oncharN a bM of molelbls S Horizontala verficd moss sect m 6 Vertical crass sections 68-W MAX. OVERALL WIDTH 1 s s s rl=;i 1 3 a 8 E\i/ e 3 8 8 8 8 8 86 8 6• 8 8 6 8 8 DOUBLE W/SIDEL?ES OXXO MAX DESIGN PRESSURE SINGLE W/SIOEUTES OXo IMAX DESIGN PRESSURELOCK1010011AREMFGaSERIES 47.0 -47.0 xn91IMTSIONATUK0111ES1AICN 40.0 40.0 RIMREETSIGNATURESOMToo oEI1MO T 37.50' MAX. OVERALL 71.50' MAX. OVERALL WIDTH 53.00^ MAX. OVERALL WIDTH T_ fir h l 1 1 1 rr=*n r=T. 1 rr:,n rt ,i 1 1 1 F=a 11 U 1 1 1 1 I 4 S 1 ' ' 1 ' 3 .N. 11 11 11 11 11 1 11 11 II 11 mJ I, 1 eC-1 Ir 1 Q f, Q 3 11 11 e li-1, ii-7, li-TI Ir-T, n II V_-''I ;L1 1 1 111 if " SINGLE X DOUBLE XX MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67.0 -67.0 +47.0 -47.0 SINGLE W/SIDELlrE Ox= 15225.5-80 i MAX DESIGN PRESSURE : IFrL- di 40.0 -40.0a O, G w MULLION MASONRY MASONRY I SHOWN FOR I1 I1 1I IMOHv OPENING• HEAD OPENING TYP 11 REFERENCE OPENING TYP II 11 i', t JAMBS HEAD I I HEAD" I Qc JAMBS h JAMBSTYP 2X BUCK I %, $EW pp I I c I I MULLION2XBUCK - 11 'ld •b7 SHOWN FOR _ vi p i i REFERENCE I I 2X BUCK 71m I' SINQFF W/SIDELITES ~ m SINGLE DOOR $INGL W/SID ITE G BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING MULLION II 11 MASONRY A 1 A 11 SHOWN FOR 1 MULLION f l N OPENING TMP• HEAD II TYP. 11 REFERENCE 1 SHOWN FOR II 3 do JAMBS 1 ASTRAGAL HEAD 1 REFERENCE II s 1 SHOWN FOR do JAMBS 1 II 1 REFERENCE 1 II o N0713. 2X BUCK 1 II 1 11 1. 2xbuck min. S.G. z OM. 1 I I D 11 1 2X II ASTRAGAL II CONCRETE ANCHOR NO FS: I I IN- SHOWN FOR 11 _ i1. Concrete anchor tocogons of the comes may be odhated to motntofn the min. ;• BUCK I I 1 REFERENCE I I edge dbtonce to nanorioMd. 11 1 I I ^ z Conte anchor bcoNons noted oi'MAX. ON CENW mu# be D*Sted Io 1 nmhtoh M,e mh edge dbtance to mason Joints. addtiond concrots anchors may be reamed to ensure the MAX. ON CENMr dimension ors not etrcoodod. 1 Ci 11 1 11 z IZ 7. Concrete anchor table: 1 - () 1 11 % 2121112 i; 1 t::'• I I 1 11 ^ srAr N.T.S. 9 I I o.o n• JK a am W. LFS i DOUBLE DOOR MASONRY DOUBLE W/SIDELITES FL-15225.5-80 c BUCK ANCHORING OPENING BUCK ANCHORING s,atr w O ANCHOR ANCHOR MIN. MIX CIlARANCf MASONRY MIM CILERANCf In AOJ/iCEM ry SRF EMlEDMEM EDGE ANCNOIt 1/4' 1.1/P r TA CON ELCO lie 1.1/P 1- UITRACON E' 0• C. 73--1 3• MULLIONSHOFORREFERENCE/ 2% 7ill/IX nBUCKINSTALLATION - Ci BUCK INSTALLATION TVP. MEAD 6: JAMBS - C• 0- 1 12 MUI'ON IN SHOWN FOR REFERENCE 2x SUCK INVALtAI ix BUCK ItISTAL AI V. HEAD A JAMBS 1 OETAIL SEE _ NOTE 1 SEE 18 16 t6 DETAIL ,n I — le111111 - 12 iii 5 iii t2 • 4• ` + > y — — 12 M 5 nl Oil Ie C. .D, E .C. y1EW 'C*-'C SINGE DOOR W/SIDELRES NEW 'E'-'E' VIEW 'D'-'0' SINGLE DOOR W/SIOELRE sww" M/ O/ mm 0"UrARD rA37aQ14 11p1 /JO (r1P, A11 soorls so aaoll JIW oow dCroR) 8' A' F- 2 W L r— 6' I6• 1 JW 11 BUCK INSTALLATION W WIX SUCK- INSTALLATION rm. HEAD & SEE-1 OETAIL JAMBS SIDEI FIARWOARE ATO(ES. 1. fie sidehte B direct set Into the jamb with (12) B8 x Y pth. wood screws. There are (4) at each 8 vertical jamb. from the lop down at 13.r. 31 •. 48.r a 66. There are (2) of The header of C from the outside comers of the home. There are (2) of the sit. I' from the outside comers. 2. For optional sidelite construction with staples. srdalle is direct set Into the jamb wfth (5) rris x t C 1-3/4' 16 ga. staples along each jamb (C from ends and equally spaced thereafter). 3. Latch, deadbort and hinge locations vary. See Certification Agency CerliRaate and cortesponding test reports for specific dimensions and design pressure ratings. 1 CONCRETE ANCHOR NOTES: I. Concrete anchor locations of the comers may be odjusted to maintain the min. DETAIL '4' edge distance to mortar joints. 2. Concrete anchor locations notod as "MAX ON CEMER' must be odjusted to maintain the min, edge distance to mortarjoints, additional concrete anchors may be required to ensure the MAX. ON CENTER' dimension are not exceeded. A A 3. Concrete anchor lode: ANCHOR ANCHOR MIN. MIN. CLEJIRNRr MIN. NT t t TYPE S/lE- EMBEDMENT fO MASONRY EDGE ti0 A CHORNrDJAC ANCHOR A A 1/f 1.1/6" 2' Or 1 1TAOw ITW a TA/CON 3/u' 1-1/4' r 1-1/r DETAIL •t' h N 1 SINGLE ODOR NEW 'A" - *A' 1 3 3 n o h 3 2t 12 4 N.T.S. mn^ JK In LFS 15225.5-80 c of o 4 - 3 3-1 t-3- I II I I 11 III I SEE DETAIL "s- 111 A III SEE NOTE 3 1 II 9SHEET3I I MVLUONISHOWNFOR REFERENCE ASTRAGAL 1SHOWNFOR _ REFERENCE 1 ONLY 1 — 1 1 16 i6 9 16 16 1? In 5 1 •s 01 - 12 nl I m NEW "C"—"C" DOURI F DOOR W/SID S W/2x Bucl INSTALLAMO w/tx Buct INSTALLATIO TYP. HEAD k JAMBS SEE DETAIL 4. R Z.i A• L Ci •gyp WS >W= to Item DESCRIPTION Material A 10 x 2-1 2 PFH WOOD SCREW STEEL g 10 X 1- STEEL C 10 X 1 P H W000 CREW f L t 110 x 314 LG. H WO D SCR In a to rOme STEEL 4 t 4 x 2-3 4 PFH ELCO OR rrW CONCRETE SCREW S L 5 g 1 4 x 1-3 4 Trw PFH CONCRETE SCREW t 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL STEEL ip X H S STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 72 t 4 x }-t 4 ITW PFH CONCRETE S REW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW ROCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-1 4 PFH ITW CONCRETE SCREW L 20 11 HEADER JAMB PINE SG > e 0.42 WOOD 2t 3 4 THK. PRESSURE TREATED SIOELITE PADWvvv 30 1 2" X I' X 25 GA. CORRUGATED FASTENER STEEL 1 w/tx BI1CK A SEE DETAIL 11NSTALunoN DETAIL 7tB 1 INSTALLATION 9 51 TYP. HEAD & JAMBS G p AD— j1 ASTRAGALS I SHOWN FOR 1 - Q o REFERENCE 1_ 1 ONLY Y t6 16 c a 1 VIFW iL"— %I" m M/ Oxo " coANpt[o rASt(NM t1Gt /SD t7V. Yl senor to ODOR 4B CONN[Ctlblit rr - Z It tt 0 DETAIL '3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. t221 1 S w N.T.S. 5 Im JK n LFS 3 R,NG MO: 0 t 5225.5-80 c III1111'` 6 13 4 Nn6Y V 1X BUCK L A A 2X BUCK `! INTERIOR EXTERIOR 1.2V I^ V A d INTERIOR EXTERIOR EXTERIOR NINTERIOR 1 HEAD JAMB - 3 HEAD JAMB 4W S hrAvo mownbox:t2 HEADJAMB k,v To21su oxtSTotmwtgslwwnpllwhlpshovm 2X BUCK INTERIOR SS INTERIOR 4 A R o Z W EXTERIOR EXTERIOR O.ISMIN. _ C•SMK t 1S MAX. 0 25` MAX. a SLUM SPACE SF9M SPACE I .I S MM. 1.I S MIN. - 7 1.25• MIN. ' o m 2 21 12 = EMs•Typ• sum: N.T.S. i aw m: JK c 4 VERTIGAI SIDE JAMB S VERTICAL SIDE JAMB LFS a To S TO wood ROM au um w.: vswitq shown shown FL-15225.5-80 a s vn a 4 G t *33 s Ov INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR o o j d 20 iE v 113911 21 12 _ n r 13 18 16 6 VE CAc l SS SECTION 2 VE C L CROS S ON 3 . 6 VERTICAL CROSS SECTION 6 p nwtr p c 1RvO1 on c v INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR 8 i d 16IT e m 13 k 13 i Z Y 4 VERTICAL CROSS SECTION 5 VEJMCAL CROSS SECTION 6 VERTICAL CROSS SECTION an, ? 21 t Z o wue N.T.S. d 1 sa con pmim 6 Oufm" conrova on V 01+ 10 eonrpurolwn o•n sr JK G aic, fir: LFS T IQ. F FL-15225.5-80 10. srm a p 40 THERMAITRU THERMA TRU DOORS 1 le j..u& .— on.. 6062w w. ail 43517 31 8/1 SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. This product anchoring drawing has been developed in compliance with the Sth Edition 2014) Raido Building Code (FBC) excluding the 'High Velocity Hurricane Iona . See the Certification Agency Certificate for sites. specifications and ratings. 2. Product anchors shall be as kited 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 dstances and center -center distances shall be as specified by the fastener monufaclurer but in no instance shall they be less than shown in this drawing. 4. Where shims are used. they must be a tigid / stilr material that complies with the requirements of the FBC. S. Posiffve and negative design pressure requirements fa use with this drawing shall be determined by others for specific jobs in accordance with the governing code. S. Site conditions not covered by this drawing are subject to further engineering analysis. TAKE OP CONWITS SHWO 13MR11IFTION t Wand elervatiore.d a general notes 2 IblwrtoA lost 3 vartled crow seer 4 ROM S In a a bm o mat I OSSW MAX. OVERALL FRAME WIDTH 1 2F J 01 ooauwisraumorXo MAX DESIGN PRESSURE 55.0 -55.0 37-W MAIL OVERALL WIDTH 1 2 3' 4 t 1 1 1 012 If _ii iFii 2 SWAIN MAX DESIGN PRESSURE sbner e * +55.0 -S5.0 Seeae/ *" +65.0 -65.0 74-10MAX. r— MAOVStAu WIDTH 1 2 Doom IN MAX DESIGN PRESSURE 55. 0 -S5.0 F- 11"" 1 2 3 SMIS w, 30r1,m ono MAX DESIGN PRESSURE S5. 0 -55.0 M' MAX. OVERALL WIDTH F KP T 1 2 SWN w/Sxterwor MAX DESIGN PRESSURE 55. 0 -55.0 sac[ KAMWAK MFO A SEWS rmrrsrr S10MASUM SWU user rwuansraNAruuueos noouoeou I: 9 2 u° tm 2 21 12 i sot N.T.S. M e: JK m a... r its i twao w, d FL- 15225-tiBM o sear t a S 1 HORIZONTAL CROSS SECTION 1 4vhvA'ng conb Apupofion 9/16 i /;.1 n INTERIOR EXTERIOR 2 HORIZONTAL CROSS SECTION 1 M6 U6ng-ntiguotion 3-**N HORIZONTAL CROSS SECTION 1 O 1 6"tomob ftn T-1 L, Q. y2! EXTERIOR (. I" 4 HORIZONTAL CROSS SECTION 1 Obu9/hb 42 vmIon I INTERIOR 5 HORIZONTAL CROSS SECTION 1 tts ng bngurotbn 3 go ti i Oz M2 2121112 x-LL N.T.S. c w ff^ JK I e 3-K r: LFS I 9 P wo w": " FL-15225-689 IS MAX 4 EXTERIOR _JW INTERIOR T VERTICAL CROSS SECTION 49/16i c IS MAIL EXTERIOR INTERIOR 2 VERTICAL C OSS SECTION Ibn EXTERIOR IE 15 (Sl INTERIOR iS1 VEIMCAL CROSS SECTION J put"q cwty" . EXTERIOR r EXTERIOR 1 VERTICAL CROSS SECTION 3 Oco tion r' ri •. 5pp li 0 lie I' lllll*lll INTERIOR s i.- d INTERIOR 6 VE CAL CROSS SECTION 3 Qum** 00 puolm sua: N.T.S. wra a: JK m 3K ar: lFS ; 1M.1MC w0; R a-15225-68M o n wal or 0 T T '` Z •'t 1Ito h 0/IBHEADrN rn D 69/I6' HEAD I its iu D nP. O HEAD ttr nP. leVIE tr w+ F 9/ICIiEAD L. o 9/Id HEA! W 1D oN Ili F 69/16' HEADn _ = — W. — ,— D TYPO HEAD d n " a, MUUJON J n MULLION DR n F ' Z? C"EADSHOWN v SHOWN FOR ei REFERENCE of G REFERENCE — p : u r JAMBG6.9/16-JAMB R O G nP. I ® JAMBS69/ r JAMB — O T". 0 JAMBS w/ JAMBSAMB _ H 1.9/1CJAW _ H 49/16"JAMB T H 0 16 $ EE h 16 \ SEE 3DETAIL" S' o t S DFIAVI' n125 Sff — ttlff '" DETAn•A' 12 'n S DEIAA?a 3' 111 - n I VIEW "C =•C SINGLE DOOR W/SIDEWES VIEW "E"-"E" VIEW D"-"D" SINGLE DOOR W/SIDEME VIEW "B *8" CONCRETE CHORANNO1FS; 1. Comps Wldtor beotbm at the centers maybe aOtrslod to molntoin "W nlln. sOgo dltartco to matW latnh. 2. Conerelo onehar oeotiom noted os MAX. ON CENTER" nwol be OOMed to mobttdn the min. edge dbtonee to MWtW jolnb, additional —to ondvo muy be mqured to attstxe the MAX ON CENTER' dMenoon o• rat exceeded. 3. Con=to onehW table: ANCHOR ANCHOR IN/N. M. CUgANCf AMICUAgOWCE TYPE Sfu EMBEDMENT fOMLfONfy EDGE TOA[ IJACEM ANCHOR Inn 1/ 6• r r TA CON E1C0 1.1/c 1' e' UITRACON IINI • 3/ 16' AS SHOWN AS SHOWN TAPCON SIDEUTE NOTE: 1. The sfdeite Is dbect set Into the jamb with 112) 08 x 2" pfh. wood screws. There ore (A) of each vedicol)amb, hoar the top down of 13.5 , 31 . AB.S' 6 66•. There are (2) of the header or P from the otdside comets of the home. There ore (2) of the sN, 4' from the ouMde COMM. SINGLE DOOR VIEW A"- A" A a a txcl Nl Iwe. erSFL- 15225- 68M OW A or T t VIEW "C•''C CJ to 1 I I 1 I I I 1 SeOETA4Y' 411 d HEADTYP. 0HEAO 19/I6'NEADJ AS,GAL 1 MULLION SHOWN FOR 1 SHOWN FOR REFERENCE 1 REFERENCE ONLY 1 1 0 12 1 0 DOUBLE ODOR W/SIDEWES w b C C A N r 1 r G 6.9/16'JAMB TYP. 01AMES jl "/16'JAMB 9q.TF o 16 SEE Of3AP 'S p 1 BILL OF MATERUUS BEM 06CerPOrl tMTER4LL C 1/4• MAX. SHIM SPACE D 1 /4' X 244• ELCO OR ITW PFH CONCRETE CREW STEEL E MASONRY . 3000 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/l6' a/4' TTW PFH CONCRETE SCREW STEEL H 3/16• X 2-1/4• RW PFH CONCRETE SCREW STEEL S 14' x 1.3 4" ELCO OR ITW PFH CONCRETE SCREW STEEL II 3/16'x3.1/ ITWPFHCONCRETESCREW STEEL 12 114 x 3-I 4" ELCO OR ITW P CRETE SCREW STEEL 16 1 /R. X 2.1 /4' PFH ITW CONCRETE SCREW STEEL 24 A9 X 3/4' PFH WS STEEL 26 09 X I' PFH WS STEEL 2l 410 X 1-3/4' PFH WOOD SCREW STEEL VIEW T'-"r r r — I I SEE OEua'6• O 0/ ASTRAGAL p 49/L SHOWN FOR e 1 REFERENCEONLY 16.9116.1AMS e TYP.0 JAMES 14. 9/16'1AM6 e 1 1 0 a DOUBLE DOOR In Ali e z ai 10 0) 7r SEE WAIL CS 1 A VIEW A"•"A" it O DETAIL" 6" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. FL- 15225-68M n R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Dos 230 Valrieo, FL 33595 Plane 813.639.9197 Florida Board of Professional Engineers Cenificale of Authoriralion No. 9813 Product Category Sub Category Manufacturer Product Name Therms Tru Corporation Smooth -Star' and "Benchmark by Thera-Tru" Exterior Swinging 118 Industrial Dr 8'8 Single &Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.299.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. a Lyndon F. Schmidt, P.E. (System ID p 1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business a 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 51h Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations Instructions of ANSI AFBPA NDS 2012. AD 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-15225.5-08. 5. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-08 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-15225.5.68 require further engineering analysis by a licensed engineer or registered archiled. 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 / E1g96.02 2. Drawing No. Prepared by No. FL-15225.558 RW Building Consullants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants. Inc. (CA 09813) Sheet 1 of 1 Testing Laboratory Sianed by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dotden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed 3 Seated by Lyndon F. Schmidt, P.E. Stoned & Sealed by Lyndon F. Schmidt, P.E. L rt lfJ4jrt it t /1•• r s"' "= r •" L,,' i' 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 P.O. Box 230 Vdrico, Fl. 33595 Phone 613.659.9197 Florida Bond of Professional Engineers Ceniftcate of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation Smooth -Star' and "Benchmark by Therma-Tru" Exterior Swinging I I8 Industrial Or 8'0 Single & Double Opaque or Glazed Panels w/ 6 wlo Sldelltes Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing I Outswing Phone 419.298.1740 1 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System 10 S 1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20-3. Method to of the Slate of Florida Product Approval, Dept. of Business b 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. UmMadons: 1. This product anchoring has been developed in compliance with the Sth Edition (2014) Florida Building Code (FSC) 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, bride and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AF3PA 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 / still' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225."0 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details o1 drawing FL-15225.5-60 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Reoort No. Test Standard ETC-01-741-10593.0 ASTM E330-02 / TAS 202-94 ETC-01-741-10703.0 ASTM E330-02I TAS 202-94 NCTL 210-1940.1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1686.02 / E1996-02 2. Drowina No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA "813) Sheet 1 of 1 Testing Laboratory Signed by ETC Laboratories Mark O. Passero, P.E. ETC Laboratories Wendell W. Haney, P.E. NCTL Barry Portnoy, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed 3 Seated icy Lyndon F. Schmidt, P.E. Sinned S, Seated by Lyndon F. Schmidt. P.E. J,e, t. t : •Ott rre a•e Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6r1015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Box 230 Valrico. FL 33395 Phone a 13.639.9197 Florida Board of Professional Engineers Cerrilieate of Awhoriniion No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation 6.8 Single a Double Opaque or Glazed Exterior Swinging 1181ndustrial Dr Doors w/ 3 w/o Sidelites Doors Exterior Door OH 43517 OutswingAssembliesEdgerton. Phone 419.298.1740 1 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants, Inc, 3 Lyndon F. Schmidt, P.E. (System ID A 1998) for Thera 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 not will acquire financial Interest in the company manufacturing. or distributing the product or in any other entity involved in the approval process of the product named herein. Umltatlons: 1. This product anchoring ties been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the 9iigh Velocity Hurricane Zone. See the Cerlifleaton Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as piled and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, loam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener lypes to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown in drawing FL-15225-08M. 5. Where shims are used, they must be a "rigid / stiff'material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing 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-1522548M require further engineering analysis by a licensed engineer or registered architect. Supporting Documenfs: 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 by No. FL-15225-68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laborston Sinned Testing Evaluation Lab. Lyndon F. Schmid, P.E. ETC Laboratories Joseph L. Dolden, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. Sinned S Seated by Lyndon F. Schmidt, P.E. llttttttlf t STAI E Of .• U ,n - i,••,• f, QNA' 1 ` Lyndon F. Schmidt, P.E. FL PE No. 43409 2/62015 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 DESIONED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAN.ING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENC'NEER OF RECORD. 3. '.X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1x BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR. CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-TS. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7 APPROVED IMPACT PROTECTIVE SYSTEM IS REOUIREO FOR THIS PRODUCT IN WINO 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 SE 1/," 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. 0. FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND ISSTALLATION DETAILS II. 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 STRUCTJRE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACA:EVE 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 MANUFACTURERS 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) 0. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM TABLE OF CONTENTS 1EET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS RM30.3 OESC 1 1 ow GATE MPROVEO ADDED CHARTS 03/06/12 R L REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L RENSEO INSTALLATION OE.ARS 08/05/15 R.L Tt-15 33 -L SIGNED: 1012712075 MI WINDOWS LLCDDOORPARKWAY00LAKESIDE FLOWER MOUND, TX 75028.\QEN4,*.9s. 1e• D = SERIES 430/440 XIX SOD 1 a3" x 9 REINFORCED 61s 0r* d'G ENNOTESoTAT OF Ztv OAF 'c(ORMt . auvrtc owc "o REV 08 03 D jUlJAj10\ t NTS 0^LE 02/23/09 3"OE° 10E 9 lw 6' MAX - I1 I L 7' VAX O.0 96" i MAX FRAME HEIGHT 143" MAX FRAME WIDTH 6" MAX SERIES 4301440 XIX SGD EXTERIOP VIEW DESIGN PRESSURE RATING IMPACT RATINO t40.0PSF NONE SEE CHARTS 01 AND 02 FOR OTHER UNITS RATINGS CHART NT L.LL WHERE WATER INFILIRA 77ON RESISTANCE IS REOUIRED SEE NOTE 9 SHEET 1 RVASION5 VESMPhdN ADDED CI -ARTS RcASED PER NEw TESTING ADDED FLANGE INSTALLATIONS REVISED INSTALLATION DETAILS Design pressure chart (psn Frerro S It Panel and TaIM Frame Wdd1(in) Heigh t n) 30. 0 1 36.0 42.0 1 47.7 90. 00 108.00 126.00 143.00 PCs Nag Pos Neg Pos Ncg Pot Nag 84. 0 400 60.0 40.0 57.9 40 0 52.0 40.0 48.0 89. 0 40.0 60.0 40.0 1 $4.6 400 1 40.9 40.0 450 9Z0 40.0 9.6 40.0 1. 40.0 1 46.1 1 40.0 42.3 96. 0 40.0 56.6 40.0 49.0 40.0 43.7 40.0 40.0 CHART 42 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame wath (in) Haight 30.0 36.0 42.0 47.7 In) 90.001 108.00 126.00 143.00 Pas I Neg Poa I Nag PC s Nog PCs Nag 84. 0 50.0 60.0 57.9 57.9 52.0 52.0 48.0 48.0 88. 0 60.0 60.0 54.6 6 48.1. 46.0 4.0 4.0 820 59.6 69.6 5t. 1. 46.1 46.1 423 4. 90. 0 6 56.6 49.0 49.0 43. 43.7 40.0 40.0 CHART a3 Number o/ anchor locations require! Fame Single Panel and Total Frame Width (n) Height 30.0 36.0 42.0 47.7 in) 90.0 108.0 126.0 143.0 H& S Jamb m&s Jamb H6S Jamb HdS Jamb 84. 0 6 6 7 6 8 5 9 6 dd. 0 8 6 7 B 8 6 9 6 82. 0 8 6 7 6 8 6 9 8 96. 0 6 8 7 B 8 6 9 0 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7502B SERIES 430/440 XIX SGD 143- x 96" REINFORCED ELEVATIONS M. x: 0-0 N0 F. A. 08-00503 scut NTS o`T= 02/23/09 1 SXTr' 2 OF 9 03/ 06/12 R.I. 10/ 15/13 R.L. 17/ 06/13 R.L. 08/ 05/15 R.L. SIGNED. 1012712015 1 /2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBEgMEM OR 2X BUCK BY OTHERS I 1/4 MAX. SHIM 10 WOOD I SPACE SCP.EIN 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 II II N II II INTERIOR Lui,L unlrnI.L VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER A140 JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WWII ASTME2112 1 3/8" 'Aw. EMBEDMENT L_ 1/ 2" MIN EDGE DISTANCE p, 1G WOOD SCREW 3E SET W F APPROVED MIN. AENT WOOD FRAMING OR 2X BUCK BY OTHERS 1 / 4" MAX. SHIM SPACE r sro„ RCV . 1ESCARTIOM cAr A.RCVCD A AOOEO CHARTS 03/06/12 R.L 8 f REVISED PER NEW TESTING 10/15/13 R.L. C ADOEO FLANGE INSTALLATIONS 12/06/t3 R:. 0 REVISEO INSTALLATION OETALS 1 08/05/15 IRL 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 SGO 143" z 96' REINFORCED FRAME INSTALLATION DETAILS DIUWr: DrC No. F. A. 08-00503 VAU NTS PATE 02/23/09 ISHz03 OF 9 SIGNED: 1012712015 A OF 3/4' MIN EDGE DISTANCE METAL 1/4- MAX. STRUCTURE SHIM SPACE BY OTHERS JJ10 SUS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS EXTERIOR 3/4" PAIN, EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. I. IN NOT AND EXTERIOR FINISHES. DY OTHERS. T SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED OV ACCORDANCE WITY. ASTM Elf 12 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF APPROvED 4LANT i 3/4' MIN. EDGE DISTANCE i 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1 /4" MAX. SHIM SPACE 7 INTERIOR EXTERIOR REMSRINS RCv DESCRIPMN I DATE APPRDKD 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 R.L. D REVISED INSTALLATION DETAILS OE/OS/15 I R.L. SLUM ---- !: I ILJ JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLA770N MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS DR.-: OwC ND F.A. 08-00503 CALC NTS DATE 02/23/09 1 -EPA OF 9 SIGNED: 1012712015 RLMSJNS 2 I/2" MIN. Rf+ 03CRPMN Y,TE ARRR:ED EDGE DISTANCE A ADDED CHARTS ! 03/06/12 RL. B REVISED DER NEW TESTIHC 1 1/4" MIN C ADDED FLANCE INSTALLATIONS 12/06/13 RL A• c • ' EMBEDMENT 1 1/4" MIN. ` i/4" MAX. f 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. a' EMBEDMENT I SHIM SPACE CONCRETE/ MASONRY 1 I By CTHERS 1 2 1/2' MIN. OPTIONAL EDGE DISTANCE I t F IX SUCK INTERIOR To BE PROPERLY 1/4" MAX. SECURED SHIM SPACE 3/16" TAPCON .° SEE NOTE 3 SHEET 1 '•' © I 1 1 3/16" TAPCON j1 r b • ' I CONCRETE/MASONRY BY OTHERS ElI EXTERIOR INTERIOR SILL TO BE SET IN EXTERIOR Q A 9ED OF APPROVED 3/16" TAPCON SEALANT JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRET&MASONRYINSTALLATION TO BE PROPERLY MASONRY/ SECURED CONCRUE BY OTHERS ! SEE NOTE 3 SHEET 1 1 1 /4MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRETE/ MASONRYINSTALLAT/0N 2 1/2 MIN. EDGE DISTANCE NOTES, 1. m?ER/OR ANO EXTERIOR FINISHES, BY O I HERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCOP.DANCE VIITHASTM E2112 S33Z. MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIx SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ORAW Ow0 NO. F. A. 08-00503 I — LE NTS — 02/23/09 1 sNEc5 OF 9 SIGNED: 1012712015 i 41 RM90N5 1/2" MIN. rte+ riescRwna+ UTE I 4 IMptpEDGEDISTANCE A ADDED CHARTS 03/06/12 RL. B REVISED PER NEIN TESTING 10/15/13 R.L. i 3/8" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. IOOD FRAMING EMBE MENT OR 2X BUCK D REVISED INSIALLA110N DETAILS 08/05/15 R.L. BY OTHERS i 3/8' MIN. 1/4' MAX. 1/4• 1 EMBEDMENT r SHIM SPACE r I M J SPACE 1/2" MIN. INTERIOR O y10 w00D EDGE DISTANCE " SCREW EXTERIOR ! I INTERIOR 010 WOOD D I SCREW 10 CREAll- I I USCREWSILLTOBESETINABEDOFAPPROVED SEALANT WOOD FRAMING EXTERIORORTXBUCK BY OTHERS WOOD FRAMING JAMB INSTALLATION DETA- _ OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATJON BY OTHERS 7 3/8' MIN. EMBEOWENi 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAM/NG OR 2X BUCK INSTALLATION l SIGNED: 10127/2015 MI WI ooOLAKE5ID D PARKWAY AND LLC \\S t u` ro FLOWER MOUND, TX 75028 `vJ•'GENs '9 a, i b F NOTES. SERIES 430/440 XIX SOD *•; eA i 51 7.INTERIOR AND EXTERIOR FINISHES, BY OTHERS. 143" x 96'• REINFORCED = ro ' w NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS •p OF Z 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ovc RN 00• A• P 4i\ DESIGNED IN ACCORDANCE WITH ASTM E2712MAW/tCLi • • ORVD . V Cue NTS w7c 02/23/09 08 SOOc563OF 9 D q is ONl1j1E METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE SY OTHERS 1=XT EHIuH ny, cn,vn 3/4' MIN. EDGE OISTANCE 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 3/4' WIN. EDGE DISTANCE I 1 /4' MAX. SHIM SPACE OR 3/4• MIN. LUNG EDGE OISTANCE I 10 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF DROVED SEALANT METAL STRUCTURE BY OTHERS I. 1/4' MAX I SHIM SPACE RE%I=mi REv 06CRIIpN im VPRmo A ADDED CNARTS 03/06/12 RL B RINSED PER NEW TESTING 10/1b/I3 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 1 REVISED INSTALLATION DETAILS 108/05/1S R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: owe W. F.A. 1 08-00503 sau NTS I 0"E 02/23/09 -- 7 OF 9 SIGNED: 1012712015 RMSIDNS 2 1/2" MIN. ' I D[S R;RigN i WTE A RROVS3 CONCRETE/ EDC° DISTANCE A ADDED CHARTS D3/06/12 R.I. WASONRY BY OTrIERS , 8 REVSED PER NEW TESTING 10/:5/13 ' R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L e . .. 1 1/4` MIN. EMBEDMENT 1/4• MIN. 1/4' MAX. I D REVISED INSTALLATION DETAILS 08/05/15 R.L. EMBEDMENT I SHIM SPACE OPTIONAL 2 1/2" MIN. I^ tx BUCK EDGE DISTANCE ° TO BUCK INTERIOR PROPERLY RE4 1/4` MAX..^ NOTE I SHIM SPACE E •a U SHEET 1 I 3/ 16 TAFCON 3/ 16" TAPCON • I I o CONCRETE/ MASONRY EXTERIOR INTERIOR BY OTHERS 3/ 16- TAPCON I :a SILL TO BE SET IN EXTERIOR • A BED OF APPROVED SEALANT OPTIONAL 1x BUCK JAMB INSTALLATION DETAIL ITOBEPROPERLYCONCRETEWSONRYINSTALLATION S-CURED MASONRY/ SEE NOTE 3 SHEET 1 CONCRETE ' C BYOTHERS _ 1 i/4" MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1 /2" MIN, CONCRET& MASONRYINSTALLATION EDGE DISTANCE 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 S 22Z 1:1 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAW.. DwG No. F. A. 08-00503 sraLc N T S ° 1c 02/23/09 sNcr8 OF 9 SIGNED: 10/27/2m It !` Io /i/// 1 EE OF ; k, i0. w••A F OR10P• ? i// Sj/ 10NA j1 aG\ 1 5/8- MIN. DOE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1/4' MIN. EMBEDMENT r 1% BUCK BY OTHERS. TK BUCK TO BE PROPERLY SECURED EXTERIOR 2J HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP PANEL INTERLOCK 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT I_ a ` # 10 00 E EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKAVOOD FRAMING RMSLnS OMCMPnON O.r. APPRWEO ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R L ADDED FLANGE INSTALLATIONS 12/06/13 R L REVISED INSTA:4.00N OETNLS 08/05/15 I R.:. 3/4" MIN. METAL STRUCTURE = EOGE OISTANCE BY OTHERS TRIM INTERIOR HOOK STRIP \ S 10 SELF DRILLING Ipll JII CR'cW ANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L--- L SIGNED: 1012712015 MI WINDOWS AND DOORS LLC1900lllllll/l// LAKESIDE FLOWER MOUND. TXRKWAY75028 GEN1 9Sii 0 5 * SERIES 430/440 XIK SGO 143" z TAL REINFORCED HOOK INSTALLATION DETAILS AT OfOGED , OF•'(OR1aP• i ss/pNAI oawn• o.c no. REV F.A. 08-00503 D Ea\ 111i11ll\\\ G\ ICALC NTS JQAIE 02/23/09 lsncrrg OF 9 r Florida Building Code Online( L C r Page l of 4 Business & Professional Regulation 1 W8DplIiWjq eels home I Log In I user Reglstratwn i HM TopkS I submit surNaMe i stats a racts i Pubetatlon5 I Fee SUn I KIS SIM Map Letts I search Busines Product ApprovalProfes0lMR: PLOWuser Regulation Produn Aopwal Menu > f vKl a Anelkltien Starch a Aoetiatim let > Application Dotall, FL # FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida 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.gentle0a ma rr.com Brandon Gentle 165 Carriage Court WinsLon-Salem, NC 27105 336)251-1308 brandon.gentie0amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amart.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. - ETUWarnock Hersey 01/01/2016 Steven M. Urich, PE I " Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard URi ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglprlpi _app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 r Florida Building Code Online Page 2 of 4 q 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 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 P Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5302 R6 11 IRC-6009-110-11 Drawlna 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Impact Resistaint: No Design Pressure; +19.1/-22.6 Created by Independent Third Party: Yes Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region FL5302 R6 AE IRC-6009-1 10- 11 Report 7-10 FLpdt Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FL5302 R6 H IRC-6009-100-11 drawing 7-10 seated.odf Verified By: TOM SHELMERDINE 004SS79 Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports other: Design Pressure + 15.8/- 18.7,Not for use In HVHZ. FL5302 R6 AE IRC-6009-100.11 report 7-10 sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No E0302 R6 It IRC-6009-120.IS Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FL5302 R6 AE IRC-6009-120.15 Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 15302.4 I Stratford (M600); Heritage (M950); I Dwg. IRC-6009-130-15, Thru 9' wide. IOakSummit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-130-15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FL5302 R6 AE IRC-6009-130.15 Report 7-10 FLadf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL53Q2 R6 11 IRC-fiM-140.15 Drawing 7-10 FL,pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www. floridabui lding.org/pr/pr_app_dti.aspx?param=wGEV XQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other•. Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009-140-IS 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. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use In HVHZ: No FLS302 R6 Il IR[-6009•t50-1S Drawlno 7=i0 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009•ISO-IS 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. S302.7 Stratford (M600); Heritage (M9S0); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M6S0) Limits of Use Installation Instructions Approved for use in HVHZ: No p5302 R6 tt i. C-6009.169-iS Drawlno 7-10 FLAW Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +4S.3/-51.2, Not for use In HVHZ. FL5302 R6 AE IRC-61109-169-IS Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-1S, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-100-IS Drawlno 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: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-1O0•IS Report 7.10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016.110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions FLS302 R6 II IRC-6016-I10 IS Drawina 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: +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. FLS302 R6 AE IRC-6016-110-iS Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or doors a replacement door. 5302.10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-I5, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No EL5302 R& II IRC-6016.120-I5 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use In HVHZ. FLS302 R6 AE IRC-6016-120-I5 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. 5302.11 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6016-130-15, 10' Thru 16' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 It IRC-6016.130-15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +25.6/-29.1 Evaluation Reports Other, Design Pressure +25.6/-29.1, Not for use in HVHZ. W302 R6 AE IRC-6016-130-1S Reoort7-f0 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. 12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https:// www. f loridabuildi ng.orglprIpT_app_dti.aspx?param=wGBV XQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140-17 report 7-10 sealed.odf Created by Independent Third Party: Yes 15302.13 I Stratford (M600); Heritage (M950); I Owg. IRC-6016-140-24, 10' Thru 16' wide IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant, No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FLS302 R6 It IRC-6016-140-24 drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950): Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No EL5302 R6 11' IRC-6016-145-24 drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-145-24 report 7-10 sealed.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. 5302.15 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 FLS30 R 1 IR-tif)18-110-15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant, No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. W 2 R6 AE jK-6018-110-15 Rego 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, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 II IRC-6019-120-1S Drawing 7.10 FL, odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC-6018-120-IS Report 7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. u- W free . Contact 114 :: IM North Monroe Street, Tallahassee FL 32399 Phone 890487. 1824 The State of Florida s an AA/EEO empbyer. Copyright 2007.2013 state of Florida.:: Privacif Statenient :: Aece59baay Statement :: Refund Statement Under Florida law, mail addresses are public records. If you do not want Your e-mail address released In response to a oublk-records request do not sad electronic fail to this entity. instead, contact the office by phone or by traditional mad. If you have any questions, please contad 850.437.1395. 'Pursuant to Section 4S5.275(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455. F.S. must provide the Department with an email address It they have one. The a alls Provided may be used for official communication with the licensee. A low vw email addresses are oublK record. tf you 60 hot wish to supply a Personal address, Please provide the Otpartment with an email address which an be fade available to the public. To deteo v Im If you are a licensee under Chapter 455, FS., Please dick b=. Product Approval Accepts: NOME U"Iritirul:ihrt v https://www.floridabuilding.orglprlpi_app_dtl.aspx?parani=wGEVXQwtDqunL7seVZMF... 7/20/2015 ADAI IAII[ 1fd..[a CA6AWI ATIAD" W (b IW . ale, MOLT 3 MR PLO X1. a7 16 rA yV 41:11KMf tK7 3' Mk STWIS •. TUP . S/.• aw K>t - 3RK1QT t(YML.o1 i[A Z7p CAT r7't(arit3 at •.Tt 3 r o amour I am INSIDE ELEVATION r 3T+uT 6,131 .ilAp® V/ 2 1/.• r Y.• W D0IASAR IO 1uD Sm1[VS Im MIXI A7TA',f[a q [Na AYD mrr[s V/ tb vv . lr.• sfnls DTA3• a3TPM Ka K.3 IDISVI r1. Oxa V/ CO t. W awrArc v.' . 3/.• 10 t10LX1 CAA6KK TIACK6 WAD SVt iAT 10 UID 376A V. (b v.• . 3/.• IC1t WAD WKVS FP CA4D[A r 7-3A11 aim OI WRM 51 1 f'fm( 0OLUK V/ 7/16• KTAIMDI rIp T7la) CA0tIsm ATATtEno "m 3 a33l3dvP ND, 3 0A p17101) to GA a1R[A 3 D D. uay. atm I 7/te- DR Kv ARM WII) PO AR Y 6. 1V. gwwr TAIp[ n TRACK MOUNTING DETAIL T3 140A VXA3AT[ Mats V- M ,".CKVKX WAD UK" 1m33 r[ s 37W1 ATIAMOT m STRUT 1: Kownp T1'PJ • frtA S I4 TAREP m• Fla 3 I70 31W1 3PACDG Most 7a w 1n I Knin irTSm./L DT U103Tte[ TS3 AV [ACM T 7 rwKr ICHU wx WAS SUMV3 w5I .Tuo 1`1' — D t716mO0 Yuar TrAat 3+ a .a 3 ro( Aro rAoar 17ACWi TRAM COIIrooATOH rW Y6' U TO le TALL DOORS XT.1. IU w IAIR I 1-S/Y w SECTICN A — A (SIDE VIE16 WAX SZE atAal L I SFI J T7j e .1$ le; PWM C aa_yr'S AHMTNo 00405- 7 6 PioloA s wY: KVW 5C 11.L APn rV zt.e • ss 2 TCSt IOA 177.2 Pn! O P s i 1i11: 0:3•ll po Ol : W. D e P r1Y.l YYIt M ow COIF Vaa7tP-TNLti " CM x.r BYO wArX1 MSW le.m ary NODRL /e50 OAK SUMMIT 7r/DWS9616 Y.souo .. r loom Y.v enPm rs1 ttronos . 7n rvr n wr. YODEL 000 STRATFORD V/DonS6l6 TO r r a 1r ra 1a11M scum mom Flat MODEL /080 NE70TAGE tr/DonS616 talue.PK t7lwo P1ru r +m Short. Loos. Flush t Oak Summit P"el9 mw a to urn a/II Oo vJrc Wr01 a .te77rA(w osml roc r torsa OAR Alt m¢ a/W pols'uolMOnc w a'ai:A > s 6os .me el,,,o B IRC-6016-120-15 am1o3 n e r WGA 1:100 LOCATED OI TIC tv AN 10"C" tr (LAZED IEEno, ATTACK V/I>) V.• t L.• Ka wvt AT CIO .IO C[MS! OPTIONAL UMT PANEL TOP GLAZED SECTION (STRUT AIM STILE LAYOUTS) 14 IF MT10ML LNC PAM TV OlAtEO SLCifQv <STRIR AND $ c LAYOUT:) U*r rma Guam t11ROr AAMA" *a? a Dow Ise D04L04 Ise -M WORS Lin Tr IV# = AIRY IRE OOIC PANEL wawc a woo T:cimlR W000 JAMB ATTACHMENT TO STRUCTURE t x A V[lltr s/16• x Y lA6 1 ttlL e' ry)p, CMZ& I16N jFff U I/t• EHKOHEMI LT svtK to .3/r x .• sTAR11Atl i' r r S T11DI 2.• OC. t2 1/t' ENRDCM/ Kt. TI SLEM AIQIQ amK t-3/.• switic e• rROI [NO! lltl 2.• OL tl V.• E1Rl:KM1 I1V/RA)t1ET IKOCAO owsrKQ' LTNI t.• 6a ifr 0R HENn s PIPSW 1/4• R 3' TUILM ZIV—M CNOS. USE PAOtS Or rASTEKRs tY NART1 AT IG' 04 <t OI OKRA KL71 l/.• K t- 3/.• KViK-EW U. sCesys StANIIINO i• PROP CM S. USE AM Or C14N RS Ir A ART) AT lr Ot. tl 1/4• [It1[KMf N11T 13LLCK A,K . 7 L P CN 71CN .• OG tl 1/.' EHIEIrrJ•T) tDl. USE rAstcrcRi rOR 1QLw C-tO BLOW A%AGt AND 1XILT1 CM TIOII lY VOOO3. CDUHJK& ITOT [RS PRwCIIM:. IDE A rLUSN 1•L siRPACC. Cocort /QLw !IOC s staXopc ISTMATWIC li TllTC a v' e• Htn a-3 M 1-Ifr. NIH A. JAOM 7 ION OPTIONAL SMOQT PANEL INTEWICMATE rLAZC0 SECTION ( STRUT AND STILE LAYOUT) le-11O' 3/-vr to-vr to-sfe• Ll swwT PANEL mAzilD rAstENd DETAIL) OIL PAKL OLA2IlL fAtrcICR OCTAL 1iT. s NTS. GOLL AZIING OPPTtION CRASS SECTION GLA A !BETS VSTNt<I,M VV4O-eEDIHE CEIRIi04 R1:G[Otl rone HvtDO'NrRAMEOPTIONALDew* INSERTS IRHI Uv PROtECttON VATH UV PROTECOONTHICKSS6OLA55aY000muRama D/i, olMt oa Ira . c" I" MOLDED IN9OE c 41OIW IDO 1 SECTION 6-8 a EDan a, A AVAKABIL TRACK CONAWRAIIONS krs. VAX SIZEIf XIOGT.H? ttttl11: 1111f// i PT.WADS r3- 24.3 E FL Wfi11xAfiGOJtt v Qml• tN1R ML lTR7 YODEL /660 OAK SUKW IW/DW& Ssre YODEL 0600 STMTFOED Ir/OUreSATt1 4 Oak Summit Panel's M/ em I pIIDKWW 9IT11011 IMEM"Em a WuzrL3-V-1 La Ulu RUMER—MoRiLA" Ez-:IHIALrmj maAAw=mwaR*-h-A STRUCTURAL SOLUTIONS, P.A. Structural Engineering a Investigations a Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 Project No.: 12-1 l4 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 Model # 600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria. Up to 5 Feet of Door Width in Zone 5; Anyof Slope; Enclosed Building Exp. B, 30' MRH Exp. C, 15' MRH Exp. C, 25' MRH Exp. D,15' MRH Exp. D, 25' MRH 155 mph 141 mph 134 mph 128 mph 122 m h Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testine: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for I 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 l through 5 above for negative pressure. Observations' No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16'-0"x7'-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin ) Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8'1 or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in I section Submitted By: 011elleepelie fooSL. Shy i w ir s r/CF : Z. P ..ej STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Fitm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue a Greensboro, North Carolina 27410 a (336) 856-2686 a Fax (336) 856-2687 a NC Finn #C-1096 P 4 Florida Building Code Online FL 17676.2 Page 1 of 4 Business & Professional t Regulation 3U DpNTvtd DOS Herne I tng In I user Registration I Hot -PIGS ( Su—, Sutt:ltarye I stats a Fags ( wbllrati. I FBC stag ( SCIS site Map I Links I worth Bus'i'n9 e's '//, Q J Professi lial Ilf la.}. USEIduct Approval j tISEl: wDuc User Regulation ptn0ua Aoeroval Menu > Prpeutt or Apolkalbn Sean -a > 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 a Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/1.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 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 I* ELEVATION 2' typ. 36 —{ 8' o.c max. I 2' typ. T-T-- 6' o.e. Max. ao CLEARANCE ALL FOUR SIDES) Min Edge 7 te.e fERM WHICH TH '1/2' FRONT FLANGE) HEAD- DETAIL FLASH] BY OTHE Anchor See Section Del iIZE HEADER AS NEEDED CAULK UNDER NAILING FIN ENTIRE PERIMETER BEFORE FASTENING. FMin Edge 7/16' SHIM AS REQUIRED SHEATHING JAMB DETAIL MUST ACHIEVESCREW1-1/4- R (SHOWN • SHEATHING) PENETRATION INTO STUO.s SILL DETAIL Notes: 1. Installation depicted based off of structural test report 182133.01-109-47. 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 shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted of each fastener location. Shims shall be load bearing, non - compressible type. 6. These drawings depict the details necessary to meet structural food requirements. They do not address the air infiltration, water penetration. intrusion or thermal performance requirements of the installation. 7. Installation shown Is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown. locate fasteners 2' from comers and no more than 8' on center. Design pressures of smaller window sizes are limited to that of the test window. SZE AND DESIGN PRESSURE CHART FA TETENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP 10 +40.10/-50 UNI7S UP TO 36' x 84' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) i INSTALLATION INSTRUCTIONS do FASTENER SCHEDULE — FIN— raaree M.R. 12-14-09 Windows & Doors 3540 Single Hung NON I I Gratz, PA 3540-3240 SH FIN - F5 Validates / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting io 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 need published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANVDMAICSA10111.S.7JA440-08 LC-PG40'-914x2134 (36x84M Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FIN) FRAME SAE2'11") Code: MTL 7158 PVC)(O/X)(IG)(INS GL) 914 mm* 2134 mm 867 mm REINF)(TILT)(ASTM) 3'0" x 7'0") 2'10" 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 10344a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B2133.01409-07 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification A-W- A(!mtteLdLaboratories, Inc. Authorized for Certification T Arreri Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 Summary of Products i FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 If Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvalu on Reports Creati edby Independent Third Party: 117676. 7 13540 SH 1 52x84 Fin Frame I Limits of Use Approved for use in HVH2: No Approved for use outside HVHz: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/ 26/2020 Installation Instructions FL17676 R2 11 FL17676 R1 11 Install - 3540 SH Fin 52x84. odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676. 8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHz: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 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 HVH2: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 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 HVH2: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247E 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676. 11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676. 12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG3S FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports https: Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 117676.13 13540 SH 152x72 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 If 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.0f Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fis S2x84.odf Created by Independent Third Party: Yes 17676.15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rey.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 Il Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bad[ Next Contact Us :: 1940 North Monroe Sheet. Tallahassee FL 32399 Phone, 850.487.1824 The State of F'brlda Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Rdund Statement Under Florida law, entail addresses are public records. If you do not want your e-mail address released In response to a public- ecgrds musst, 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 650.407.1395. -Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emalk 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, pease provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter ass, F.S., please dick bere Product Approval Accepts: o® Cred itifvE https: Hfloridabuilding.org/pr/pr_app dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online FL17676.9 Page I of 4 Business : Professional Regulation li r nUiAro DpMT* (d OCIS Mome I Log In I User Registration Mot TOPIC Submit Surcharge Scats a Facts Publications I FOC Stag SCIS Site Map Links SearM 1 Busines/ Product Approval USEProfessi1a1 R: Public User Regulation PrDDuel ADDtoval Menu > Produ[I or ADolkatbn Search > AoMitatbn List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email O MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE GG 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 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL a Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certifi cation Agency Certificate Approved for use in HVHZ: No F7676 R2 C CAC APC 3540 Fin 36x74.odfL1 Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3S40 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/2612016 Design Pressure: +35/- 45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66,odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 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 It Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/- 47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 fI 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 1 44x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/- 30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 RI 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +3S/-50 Installation Instructions Other:LC-PG3S FL17676 R2 11 08-01252E 7.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118S4B 12S2.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.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-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3S40 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/201.7 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371E 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pi_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 I I FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 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 11 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Parry: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure. +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3S40 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 4802 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(1277S)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FiN.48x72.R35.(0720161 Impact Resistant: No Rev.Ddf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 lI Install Instructs - 3540 SH FIN 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 10804.odf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 8adt Mext Contact Us :: 1940 North Monroe Street, Tallahassee Fl. 323" Phone, 850.487.1024 The State of Florida Is an AA/EEO employer. Coovrloht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released In response to a public•recards Muest, do not send electronic mall to this entity. Instead, contact the coke by phone or by traditional mail. If you have any Questions, please contact 850.407.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S must provide the Department with an email address If they have one. The ernalls 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 dick DM. Product Approval Accepts: OR® Credi !fAFE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Velidator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below Is hereby approved for fistingin 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 TESTEDAAMANVDMA/CSA 101n.S2JA440-08 LC-PG40'-914x2134 (36x84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH 7157 PVC)(ON(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm Code: MTL REINF)(TILT)(ASTM) 3'0" x 7'011) 2'10" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 10344a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: B1910.01-109-07 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 4;V- led Laboratories, Inc. Authorized for Certification T An Architectural Manufacturers Association 36" MAX. FRAME WIDTH 41. MAY. ANCIIORS TO BE r jEOUALLYSPACED. SEE ANCHOR CHART S SIZE AND ANCHORHEETIFORUNIT OUA14T17Y O / 8MAX. F FRAMEHEIGHT X I L4" MAX. r 1 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40. 01-50.OPSF I NONE Number o/ anchors required at each jamb Height la) Panel w4d0l in 24. 0 130.0 13&0 24. 0 2 1 2 1 2 30. 0 2 1 2 1 2 30. 0 3 1 3 3 42. 0 3 3 3 48. 0 3 3 3 4. 0 3 3 4 00. 0 4 4 1 0& 0 1 l 1 72. 0 4 4 5 1& 0 1 a 5 04. 0 1 S s RCtiS Oe+S oe: M:rt,mal ar .rroa NOTES: 1) IHE PRODUCT SHOWN HEREIN IS DESIGNED AND Wi4UFACNUREO TO COMPLY :11TH REQUIREMENTS OF THE FLORIDA BUILDING CCDE. 2) WOOD FRAM114G AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERL( TP.ANsrCR ALL LOADS TO STRUCTURE. FRAMING AND MASONR( OPENING IS THE RESPONSIBILITY OF THE A.RCHIIECT OR ENGINEER OF RECORD. 3) 1K (SUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1Y. BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COANNO OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBIUTr 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 CALCULA110NS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH G:•L-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE PEINFORCED WITH P.F-104S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM EISOO-Oa. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DF.RRIS REGIONS 9) SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/15- OR GREATER OCCURS. MJdAMUA4 ALLOWABLE SHIM STACK TO BE 1 /4" 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSIRATE WITH 2 5/ 8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. I N) FOR ANCHORING 111T0 WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREW WITH SUFFICIEP4I LENGTH TO ACHIEVE A 1 3/16 MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESISTANT. 13) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT GE USED IN SUBSTRATES W1(N STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. A. WOOD - MINIMUM SPFCIFIC GRAVITY OF C-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFOPMADIC£ 10 ASTM C-IJO, GRADE N. TYPE I (OR GREATER). TABLE OF CONTENTS I SHEETNO. I DESCRIPTION 2 - 3 ELEVATIONS, ANCHORING LAYOUTS AND NOTES INSTALLATION DEIAJLS SIGNED: 1012112011 Msso Iw00WESTMARKETS O DOORS D 9% STREETGRANTZ. PA 17030=0370 v,•C N,p, •s Z 0 SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES 0; EE TATOf 3• sty` Os aM; ere. 08 1 72 aEv V. LDRA. NALIE G``` IIairSXSCALENTS10/17/11 1 OF 3 2i DUCK/4:OOD FRAMING -\ BY OTHERS. 2X SUCK TO \ BE PPrPEP,t_{ SECURED \ FL414CE TO BE SET IN BED OF APPROVED SEALANT EXTERIOR FLANGE TO BE SET IN BED 0r APPROVED SEA. ANJT I Jicail JIJ T 1 1" MAX. J SHIM HEAD 10 BE SET IN A BED OF APPROVED CDNSTRUC7lON SEL4l,IT SILL TO BE SET IN BCD OT APPROVED CONSTRUCTION ADHESIVE 1/4" MAX. i SHIM 2X SUCK/WOOD F4Ab1ING BY OTHEkS. 2X BUCK. TO VERTICAL CROSS SECTION BE P^O°ERLY SE::URED 2XBUCK/WOODFRAMING WSTALLATTON RCVry6`:'> CESCRVTION WEI -PPKJ.EO i 3/ i 6 I„IN. 1/ .1 .. FkV CMBECMENT SIOM r #8 `.' FOOD SCREVI INTERIOR 2X BUCK/` MOOD FPAMIIJG BY OTHEP, . 2i SUC< 10 BE PROPERLY SE:.UP,ED EXTERIOR FLANGE 10 BE SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION 2X BUCWWOOD FRAMING INSTALLATION NOTE. INTERIOR AND EYTERIOR FINISHES. BY OTHERS. NOT SHO" M FOP CLARITY. M650 INDOWWESTMARKETS D DOORS l,/,% TREET GRANTZ, PA 17030-0370 J\S, aEIL0 v,•v G N8•,J SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" x 84 a= INSTALLATION DETAILSg6ATOFv, FS 'O[ ORIID* CRAB%. IrticP.O. REv OB 7i7s ONA,I a\\ s01372 suuENTSc.,E 10/17/11 2 OF 3 MA:iONPl ,'CONCRETE RY OTHERS OPTIONAL I;. OUCH 9V OTHCRS, I>. OM:< 10 SC OPO°ERLY SECURED. CEC NOTE 3 SHEET I FV,NGC TO BE SETIN OED OF APPROVED SEALANT EXTERIOR FLANGE TO DE SEIIN BED OF APPROVED SEi,LANT OPTIONAL iX BUC. 0! OTHERS. IX BUCK TO 0E rROPERLY SECURED. SFE NOTE 3 SHEET I SHIM HEAD TO BE SET IN A BED )F APPPOVEO CONSTRUCTION SEALANT VERTICAL CROSS SECTION MASONRY,CONCRETE INSTALLATION SILL TO BE SET 114 BCD OF APPROVED CONNSTRUCTIOM ADHESIVE 1/4- MAX. SHIM MASSONRY/CONCRETE Bt OTHERS Pm.=1u IuOf.41 P1k)" I we APPHihto I 1;'4" MIN. _L _ 1/4" M44. EMQCOI::Ely 5I IIM 0 6" IAPCON MASONRY/CONICRETE OY OTHERS • / INTERIOR 2 b/8" MIN EDGE GIST. 1 OPTIONAL IX BUCK 0Y -' EXTERIOR OMERS, IX OUCH TO OE PROPERLY SECURED. SEE —FLANGE TO 0E i.OTE 3 SHEET T SET IN PED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASONRYiCONCRETE INSTALLATION NOTE: INTERIOR AND EXTERIOR FITIISHES, W: fiTHER S, NOT SIiOIYN FOR (:LIRIT!. MIWINDOWSIwDOW DOORS R II`)0//,'' EST MARKET TREET\``\\S,. GRANTZ. PA 17030-0370 GENSFq`r SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 6 •: STEEL REINFORCED - NON -IMPACT 36" X 84 y T 0TATINSTALLATIONDETAILSOF n tS:C(OR10; OFAVN: oAc 140, 08 FtY V. L. s001372 a1cNTS10/17/11 3 OF 3 L. Roberlo Lomas P.E. 1432 Woodford Rd. Lewisville. NC 27023 336-945-9695 rllomas@lrlomaspc.com Manufacturer: M] Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window — Non -Impact Report No.: 511989 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1: Approval document; drawing number 08-01372. titled Series 3540 Finless PVC Single Hung Window — Non - Impact, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.; B1910.01-10947, signed and seated by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: +40.10/50.13psf Water penetration resistance 6.06psf 9. Anchor calculations, report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit sim 36" x 84' Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. ThIs product is not rated to be used in the HVHZ, This product is not impact resistant and requires impact protection In wind bome debris regions. Installation: 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 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 ttld approval process of the listed'producl(s). 1of1 R- L0 Q •\0ENs.9'. 0,,6y251 • 1 10, STATE OF w I ORIOP.G\!Z' ONA11C\ Luis R. Lomas. P.E. FL No.: 62514 11 /07/2011 ft Florida Building Code Online FL17676.16 Page 1 of 4 r DpM=ICJ SaS Home I log In I User Registration Hot Topics Submit Surcharge { Starts 6 Facts publications FaC Start ( SC1S Site Map Links Search Bushnesm Approval Professil 11f®7ProdudusERpublichat user Regulation RoOutt Aooroval Memr > ProouCt tx Aoollutbn Smith > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email K MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE vt 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 12/06/201S https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL # I Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 12 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.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 tI Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 If Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3S40 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 11 Install - 3S40 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-SO Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 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-PG3S FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371B I1.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S1198881371.Ddf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 117676.13 13540 SH 1 52x72 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 If 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 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(127751A2726,01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 lI Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 j 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 I08x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 10804.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bad[ Next Contact Us :: 1918 North Honrx street. Tallahassee FL 32399 Phone: 850-487.1824 The State of Flodda Is an AA/EEO employer. Couvdaht 2007.2013 State of Florida.:: Privacy statement :: Accessibility Statement : • Refund Statement Under Florid 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 45S.275(t), Florida statutes, effective October 1, 2012, licensees licensed under Chapter aSS, F.S. must provide the Department with an email address If they have one. The emalts 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 dick here Product Approval Accepts: M Cred i[SA 1E https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Validator / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for fisting 1h 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 neod published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAANDMA/CSA 10111.S. 2/A440-08 LC4PG35'-2731x1867 (108x74) Negative Design Pressure = -W psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH Code: MM 10817 PVc)(0/)(.0/)L01)()(I0) 2731 mm x 1867 mm 860 mrn x 919 min WS'GL)(REINF)(TILT)(ASTM) 9'0" x 671) rlo.. x 3.0") 2. This Certification will expire April 12, 2017 and requires validation until then by continued Ilstlng In the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01.109-47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification h' 4;v- led Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 108' 12' o.0 2' 1. I Max. ` 2' typ. 1 TT 2' o.c. Max. L n f}-*A" CLEARANCE ALL FOUR SIDES) SING Min Edge Distance" JAMB DETAIL NAII FII IS. A GENERIC LVM WHICH HEAD DETAIL n- Asmi Eif OTHE Anchor See Section Details) a Min Edge 4' SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing M before fastening. 6 x 1-5/8' SCREW (SHOWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report d C7327.01-108-47. 2. Wood screws shall salify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Woad buck installations are assumed 2x S— P—F (0-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loods. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. S. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration. water penetration, Intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. for window sizes smaller than shown, locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) era INSTALLATION INSTRUCTIONS Er FASTENER SCHEDULE — FIN — am= MAIN xn 0an V. M.R. 8-20-09 3540 Single Hung xr.. n wan NONE 1 1 Windows & Doors Gratz, PA Continuous Head and Sill OW" — 3510 SH CSH FIN Of Florida Building Code Online 18504.2 Page I of 3 SOS Home I Log In I User Registration i Hot Topics I submit surcharge I stets S Facts I Publications I FBC stag I BOS site Map I Links I search i aa Product Approval taapr rVt np rrpp USER: Public User ltRrrN prrm P@Outt Approval Menu > Prooutt a ADDllratbn SearM > ADollatbn List > Application Detail FL # FL18504 Application Type New 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 D MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G 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 Ch Validation Checklist - Hardcopy Received Certificate of Independence FL18504 RO COI FL COLodf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method 1710.5.3 Method 2 Option B https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2Plo2ftCOhpJQgi... 9/6/2016 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 t 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 FLISS04 RO II M-1926 Horizontal 08-01455A.odf 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 RO AE 512079A.odf 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 FL18SO4 RO 11 M-1926 Vertical 08-01445A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512069A.Odf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2285 Horizontal 08-01834A.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 - 120', Impact resistant up to Wind FL18504 RO AE 512521A.Odf Zone 3. Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2285 Vertical 08-01833A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512520A.odf Zone 3. 1 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.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 FLIS504 RO AE 512080A.odf 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 If M-2302 Vertical 08-01447A.Odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512071A.Odf Zone 3. Created by Independent Third Party: Yes Sadr Next Contact :: 2601 Stair Stone Road, Tallahassee FL 323" Phone: 850.48M824 The State of Florida Is an AA/EEO employer. Cowrtaht 2007.2013 State of Florida.:: Privacy Statement:: Accessibility Statement :: Refund Statement alder Florida law, email addresses are public records. It you do not want your e•mall address released In response to a pudic -records request do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It you have any quesuorts, p$ease contact 850.487.1395. -Pursuant to Section 4SS.27S(I), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Oepartment with an email address If they have one. The emalts provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish to https://Floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department wltn an emaa address which can be made available to the public. To determine If you are a Ikeisee under Chapter e55, f.5., please tlkk put. product Approval Accepts. o® Credk Card Sate https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WTII1 RCOUIRCMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd=16 WAS USED FOR WOOD ANCHOR. CALCULATIONS. 1) APPROVED IMPACT PROICCTIVE SYSTEM IS NOT REQUIRED FCR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEDARATC APPROVAL 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY T11C LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNIIS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS. 1) DEFINE REOUIREO OESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASEO ON PRODUCT TO BC INSTALLED. SEC" FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT TIIE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT 111 STEP 2. MULLICN RATING MUST BE EOUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY W10111 = W1 2 RENSONS REVISED INSTALLATION DETAILS OB/07/15 R.L. VPRO C I ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCREIE USE 1/4" TAPCON WITH SUI'FICIENI LENGTH i0 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUI'ACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENCIH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF 0=0 42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) .110 r 1 1/4' SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES CONfICURATIONS AND DP CIIART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 M-1926 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES oRANN, UrMO. V.L. 08-01445 SCALE NTS oATE 01 / 1 1 / 12 1 s-ELT 1 OF SIGNED: 0810712015 1 107 /83" COMBINED WIDTH W1 -1r W2 3" 8 FRAME HEIGHT WINDOW WINDOW MULLION S I / i FIR HE tMU 5f 101 3/11" COMBINED WIDTH W 1 wl l W2 83' FRAME WINDOW HEIGHT WINDOW MULLION SPAN) J /J ` I COMBINED WIDTHF--W T- WINDOWJ AME IGHT WINDO / WINDO LLION W 1 --I F- W2 10? 3/8 ieu nwm Design Pns - -ling (Par) Unrtr onMorod Into wood Mming Mullion span (In) TfibutorywldthQn) 18.13 25.50 XOO 4200 4G00 SZ13 23.00 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130.0 130.0 127.2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72.0 6200 924 70.8 58.0 51.5 48.6 47.4 03.63 66.5 55.8 51.7 47.3 44.4 43.0 7200 77,8 55.7 45.6 41.4 36.5 37.0 84,00 827 45.0 33.1 Z9.1 26,3 24.9 107 3/8" COMBINED WIDTHW1W2 B FRAME 'WINDOW WINDOW HEIGHT MULLION SPAN) I L----J-1 J 107 3/8" COMBINED WIDTHF-W I--! W2 38WINDOW J FRAME HEIGHT MULLION SPAN) W I --I F- w2 107 3/8" COMBINED WIDTH RENSlows Inv I DcSCRWr10N DA1c I APPRO'4D I AREw4SED114STALLATIONDETAILS08/07/15 R.L. 107 3/8" COMBINED WIDTH WI I- W2 83' l J WINDOW J FRAME / HEIGHT ININDO WINDOW MULLION SPAN) J / w1 F-W2 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN. Design P--tiny (PS9 unlbenolrond Into RHeon eontnita Mullion amn On) Tributary 18. 13 23 50 wldttl 34LOO 4200 In) 45170 SZ13 ts. 09 130.0 136.0 130.0 13o.6 13o.6 13o.0 37. 38 130.0 130.0 130.0 130.0 130.0 130.0 49. 63 130.0 130.0 130.0 130.0 130.0 130.0 6200 130.0 115.4 87.8 79.3 73.9 71.5 65 67 130.0 98.8 728 85.5 80.5 58.2 7200 99.3 72.4 54.0 48,1 W.O 420 Id Op 82.1 145.0, 311 29.1 26.3 24.9 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS V. L. 1 08-01445 wTNTS - 01/11/1Z -- 2 OF 3 SIGNED: 08/07,2015 2 1/2" MIN EDGE DISTANCE I" MIN SEPARATION MASONRY/CONCRETE DY OTHERS n 1 1/4" 4 • MIN. EMBEDMENT I I I I A J 1[ I` 1/4" TAPCON SECT5796 CLIP SECT M-1926 MULLION SECTS?96 CLIP 10 WOOD SCREW I I 1 I 1 3/8 MIN. 1/2" MIN w000 FRAMING/ 2X BUCKEDGEDISTANCE 8Y OTHERS VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION S 3/4' 1" 3/ `•. 2" 2 7/8" 1_ 7/8" 1- ILIJ SECT5796 CLIP 2X 01/4" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125' THICK 3 -$/4" 2 1/4"- 1' 7/8" 1 2X o1/4" I 1 1/2" Lr_ 7/38 T-- ' 710 1 1I, J SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125' THICK r 2 3/4" SECT M-1926 MULLION ALUMINUM 6063-T5.125" THICK aEv oEselnPn*r4 are I "PPROVEO A REVISEO INSTALLATION OCTAILS 08/O7/15 1 R.L. MT000022 CLIP 16GA (.063) GALVANIZED STEEL SECT5796 OR CLIP SECT5796 OP. — M1`000022 CLIP CLIP INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 — VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS pRANY. 6"C `10. V.L. 08-01445 SCALE NTS 0"1E 01 / 1 1 / 12 1s"EET 3 SIGNED: 08/07/2015 Llo'' i v •\pEN,p gs i jo„81261 p ; TAT OFOFReve A ,i SS.NA j1 aG\\\ L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84' Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind-Bome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components, mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. CerifUlcation of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 N R 0'11 i G E N SF `r' TAT OF ; oFS' 0 RIOP Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3 IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PURLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7 BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREAfER OCCURS. MAXIMUM ALLOWABLE SHIM SIACK TO 13E 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13 APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X DUCK USE R6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SIICCT NO.1 DESCRIPTION NUIES ELEVATIONS INSTALLATION DETAILS I REV I DacmPIM I WE I APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO IABELF.D UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350OSDUTES, 3500SP, 3540PX, 3540T. 3540SOLITES, 3540SP, 3250PZ. 3250T, 3250SDLITES, 3250SP. 3240PW, 3240T, 3240SDILITES. 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HP'SP, 358OWP, 3580T, 358OSDLITES. 3580SP, S-350OPW, S-3500T, S-350OSDILITES. S-3500SP, S-3540PW. S-3540T, S-354OSDLITES, S-3540SP, M-3500PW, W-35DOPW, W-3500T, W-3540PW, W-3540T, W-354DSDILITES. W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. F_tu m_ Ttxt ID QLA156 IF OL4 SIGNED:0211712016 MIWINDOWSIwDOWEST M a ED DOORS s R1 I0 9* STREETGRATZ, PA 17030-0370 0 T r,• GENSF •tp A 0y 6/1 * = SERIES3500FIXEDWINDOW96" X 60" NON -IMPACT NOTES a (, Cir,QaircOra= 0 STT TTEE OF , O' • F p •l` z' iss/ DNA IIII1111111\\ N.G. owe 08- 02859 REV I NTS DATE 02/04/16 1 S"cn 1 OF 3 2" 6 FI HI 96" MAX. FRAME WIUIH MAX 1 U" MAX --{ O.C. 2" MAX 22" MAX J 10" MAX tU" O.C. AX AMC IGHT SEi f0i Of SERIES 3500 FIXED WINDOW 2" MAX EXTERIOA VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.0%60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2 (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART kl Halght CHART 81 I NUMBER ANCHORS REW90N5 I Rry I MSCRIFTM I MTF I APPMWo MI WINDOWS AND DOORS 650 WEST MARKET STREET GRAT2, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION DRAWN: owc NO. OB-02859t..G- - V-qz NTS IOATC 02/04/16 1 '"CEr2 OF 3 SIGNED: 0211712016 APPROVED SF.AI ANT BEHIND FIN 6 WOOD SCREW 3/8' MIN EDGE D157ANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE. 1/4' MAX SHIM SPACE WOOD FRAMING BY OTHERS B6 WOOD SCREW 1 1/4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNS DESCRIPTION DAYS I APPROVED NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. WOOD 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE FRAMING DESIGNED /NACCORDANCE WITHASTME21I2 TiUrn L FW h 1 J 1 , 4l 5 6/ 1 BY UIHERS SIGNED: 0211712016 DOORS MssoIwDOWESTML 0 /z RXEDGRATZ, PA 17030-0370 TREET``\\ V% ft.. v• v\CEN9 ,J' SERIES 3500 FIXED WINDOW 0y j 6` 4 IN X 60" NON -IMPACT FIN INSTALLATION DETAILS o ( ` pO,''. 888BTTATEEEEE OF DIUvm. vAc NO. REV N. G.08-02 59 - i&.- 6[OR10* vN' - S ONA11 arcNTS02/04/16 3 OF 3 Florida Building Code Online T Page 1 of 2 RegulationBusiness & Professional M, A403 ft lfllllQYlld BaS Morrie I Lop in I user RepBtnuon i twt ToPtts I SL&Wt Surchmm I Sots a Fads i PuWk800ns I FBC Stall I eas Site Map I LI Ms I seen± Businesdzl Professi Produet Approval uSfR. Public Uzer Regulation Product AuDaMW Menu > Product a Ao~liin Search > A npoton LM > Apptkottai+ Delon FL # FL12019-RS r Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813)884-0444 lyle.pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbldgconsuitants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emad Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V, 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 1. King, P.E. v- Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method I Option D https://www. floridabuild ing.orglprlpr_app_dti .aspx?param=wGEVXQwtDquJ EQfBP6a6FJ... 7/20/2015 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 a I 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 FL12019 RS H Inst 12019.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 RS AE Eval 12019.1.odf- specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation instructions. Meal 1040 North Monroe Sty_ TrOshaneie FL v399 one: SSG-497.1824 The State of Ronda 5 an AA(EEO employer. tnrwrroht 200 •201: State of Flerlda.:: Privacy Statement :: rr9aes9jl ty Statemen :: Rehmd StatemlK Under Florida taw, email addresses are public records. If you do rod want your e•mall address released in response to a public -records request, do not send electrons mar to this entity. Instead, contact the dike by phone or by traditional mall. If you hive any questions, please contact 650,467.1395. "Pursuant to Section 4SS.27S(I), Florida StatutAS, effective October 1, Z012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address V they have one. The mulls provided may be used for official communication with the licensee. However emae addresses are public record. If you do not wish to supply a personal address, please provide the Oepadment with en email address which can be made available to the public. To determine d you are a licensee under Chapter 455, F.S., please dirk put. Product Approval Ao'(oepts: 1 f W1 Crc itSArFE https://www. floridabui ld ing.org/prlpr_app_dti.aspx?param=wGEV XQwtDquJ EQfSP6a6FJ... 7/20/2015 o ACM M AMERICA N CONSTRUCTION METALS 5140 West Clifton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 411 ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in compliance wilh the 5th Edition (2014) Rorido Building Code excluding the' High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shoo be beyond wall dressing or stucco. 3. She conditions not covered by this droving are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loods from the soffit and/or T x T batten strips. S. Aluminum soffits shoo conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TAKE OF COMENR SHIXTtI I DESCIUMON I Typicol elevotions a general notes Z Ponel detols 3 Soffit detaik 1L d n preswm 4 Soffit delolls fL design pressums 5 Soffit detols. design pressures & bill of moWols TRIPLE 4 4) 140 21Al IS IMC4 QUAD4 Q4 C+&0121AI IS'01Cq 04-0141D13F74CQ 11 / MinI 111 1111 Om o p jz made V BIZ K: FL-12019.1 a 1 nr 5 SOFFIT AIR FLOW TABLE AIR FLOW AIR FLOW SOFFIT TVP[ SOFFIT TYPE AInaw Cp1O1 YC Rr 3.81 2.71% p 11.74 8.16% 11.74 8.16% PATrCPtM€ MLVNWW 3.69 2.56% i Mom 3.69 2.68% a aT 4•A'ORir 1 f ANmIfI A 00r6tK•E (R8i Y(ntN COV90=(." WMOtlt j Al S I.R. r p311.R. A2• ly _j RIB AND ENO DETAILS ITCOVERAGE PP( fCHlt/16' 25„ AVAtAa[Ioeawm rA* V—'R'PMf 6? 16" COVERAGE 4w PRCH 2.67 --} WlOIW AVAAAM Wt lOwt73 I P I frfP.4ns1 a Quo no °'A— 12S — 000000ll 00000— r 00000 0-7 00000 n n n n n n LOUVER PA;S. )HILL SCALE) b n ASRmssi''`E ti VtLW' A-K 14 t SCALE) 6 FUUVEM-WIOE AftERNfUUVEWI WIOEAftERHLOIner9 formes In tome ncllon a rlhl) r t2r 000000 ro0o0o0oa 0 00000aLru- j 0000LOWERPAUMLOUVERSFORMED IN SAME 0@ECIION AS RIBS( 0358" - tom VIEW'A-/ C ( 4 It SCALE) S 6 fULL VENT • NARROW VFNf AITEIW Lance formed in tamediroclbnofrUa) a a mr ar JK oa. m: LFS rL- 12019.1 ROOF OVERHANG ROOF ALUMINUM 1 FASCIA TRIM SOFFIT X. ( WOOD SEEDEIAIL"A* FRAMED SEE DETAIL" B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shown w/ Uumftm n oenWevv) 31NGEE SPAN LENGTH A' DESIGN PRESSURE (Sf) POSITIVE NEGATIVE r 70.0 141.0 IV 60.0 60.0 Ir 50.0 S0.0 Ir 38.5 38.5 1P 30.0 30.0 N01E: W VUD FKAMINIa AM WPINLI.IMPQ IV VC DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD DETAIL " B " F-Chonnel SPAN ' A ROOF OVDRHANG ROOF OVFRW WG SPAN ' A ROOF ROOF •.. r, t `: T ^ FRAMING - FRAMING i '•••••. ••. $ j u lll#$ it ALUMINUM ' * „ v , o = d FASCIA E $ u TRIM 4 CHOR SOFFIT O SOFFIT ( MU OR `j d yz SEEDETAIL'C- FRAMED SEEDETAIL'A' FRA D 3 SW SEE DETA •D" SEEDETAIL"C' SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown w/ buss/Tralnblp rdno'lewO (Shown w/ wss0winq owlem) TRIM HAIL ATTACHEn THROUGH FASCI 0 PC O.C. MA STAPLES INSTALLED END OF PANEL AND B' MA)L O.C. — SEE DETAIL'J ". SHEET 51 I — 1/ rf MAX. IF- DETAIL" A" Fascia STAPLES INSTALLED 6 2f O.C. (INTO WOOD) ON FCHANNEL LEG OR T-NAIL 0 IT O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 0 12'O.C. (INTO WOOD) IN FCHANNEL SLOT OR T-NAIL 017 O.C. INTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAI AGAINST PANEL STAPLES LOCATED 24' O.C. INTO FRAMING h' W(. 5 1" MAX. STAPLES INSTALLED 0170.C. (INTO WOOD) IN JCHANNEL SLOT OR T-HAIL 017 O.C. DETAIL " D " J- Channel Fascia STAPLES INSTALLED 017O.C. (NTO WOOD) BV JCHANNEL SLOT OR T44AIL 0 12'O.C. INTO WOOD OR MASONRY) STAKES LOCATED e J 24" O.C. INTO FRAMING / 5" 1/ rF MAX. 1' MAX. DETAIL " C " J- Chonnel orrc o . JK SUBSTRATE NOTES: oa, or LFS I. WOOD SUBSTRATE: G - 0.42 OR BETTER owe wo w: 2. MASONRY SUBSTRATE: 3.MDPSI CONCRETE (ACI301) FL-12019.1 OR HOLLOW BLOCK (ASIM C90). S-W 3 or 5_ SPAN " A ' ROOF OVERHANG SPAN ' A ' ROOF OVERHANG SEE NONE 2 ROOF ROOF FRAYING FRAMING ALUMINUM ALUNI`WN FASCIA FASCIA 9 TRIM TRM ` SOFFIT) — WOOD SOFFIT) wooD FRAMED FRAMED SEEDEVIL'E" SEEDETAIL'F' SEEOEWL SEE DETAIL* E' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shw n w/ UuW(raf drg overhang) (Shown w/ Uus3Rrardn went m) TRIM NAIL ATTACHED THROUGH FASCIA 01 B O.C. MAX. NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL CONNECTOR NOTES: 0% I. W000 FRAMING AND CONNECTIONS TO BE DESIGNED J o, OT THE ARCHITECT OR ENGINEER OF RECORD 212E COMMON NAIL OR Lt~' IW IAPCON CONCRETE SCREW MN.1.114- EME®MENt) 0 2C ON CENTER SINGLE WAN LEM" A" DESIGN PRESSURE (PSF) POSITIVE INEGATIVE e 70.0 141.0 Tor 60.0 60.0 Ir 50.0 50.0 14" 38.5 38.5 I4' 30.0 30.0 STAPLES LOCATED 2f O.C. INTO FRAMING STAPLES INSTALLED 0 24'O.C. INTO WOOD) — ON FCHANNEL LEG OR I -NAIL 01T O.C. 11 8 7 ONTO WOOD OR MASONRY) 8 I$ o SIARESINSTALLED O ---- ---. ITO. C.ONTOWO00) - - - - IINF-CKANNEL SLOT OR I I — T-NAIL012' O.C. ` _-- -- ----_` --: STARES INSTALLED 0 I J -- ONTO WOOD OR MASONRY) 1 ENO OF PANEL ANDr CMAX O. C. EDETAIL •1-.SHEET S) -- f--------- 2 I I I 10IITMAX. I ff MAX. — h1 i r-- — I-NTAX. —• DETAIL" E" I--I/B" MAX. SUBSTRATE NOTES: fOSCIO DETAIL " F " 1. WOOD SUBSTRATE. G = 0.42 OR BETTER DETAIL" G " f ChOrinE l I MASONRY SUBSTRATE: 3.000 PSI CONCRETE (AO 3011 OR HOLLOW BLOCK (ASTM C901. J-ChOnnel STAPLES INSTALLED 0 ITO.C. ( INTO WOOD) IN ) CHANNEL SLOT OR T- MAA e IT O.C. ONTO WOOD OR MASONRY) r- qE: N. T.S. oac. ar JK aK ar: LFS 44 W, FL-12019 1 REM DESCRIPTION MATERIAL 1 ITASCIA.MIVTHK. AL 3105- M14 ALUMINUM 2 7 CHANNEL .0155' THK. AL 3105 • H24 ALUMINUM 3 F CHANNEL .Ol.W THK. At. 3104 - H)9 ALUMINUM 5 OLIAD4PANEL 1.01150R.013S'THICKJ AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.011 S OR .0135" TMCK) AL 3105 ALUMINUM 7 R 15 x 13/e TRUA NAIL S.S. 8 I f' GA. X 1/4" SS STAPLE / 7/F MIN. EMBEDMENq STEEL 9 7' X 7 BATTEN STRIP (G=A2 OR BEM) WOOD 10 APA B-C- GROUP 1 EXT, 15/37' PLYWOOD OR BETTER WOOD 11 097' DIA. T-NAIL / 5/6" MIN. EMBEDMENT) STEEL 12d)(34 /4' IX2 VOWCAL H.D. GAILY. STEEL FRAMING (Gk0.42) COMMON HAIL O 24" O.C. ATTACH w/ 2-0d w/ )3/4' MIN. FhIB.7. COMMON NAILS O TOP TO ROOF FRAMING 5 .6 DETAIL " H " 12d X 3.1/,C HD. GALV. STEEL COMMON NAIL O 24' O.C. w/ 1-3/4- MIN. EMB. STAPLES INSTALLED O STAPLES INSTALLED END OF PANEL AND END OF PANEL AND LT' MAX. O.C. LT' MAX. O.C. SEE DETAIL 'J --1 - --- (SEE DUAL -JI 5 6 DETAIL "I" C. MAX --- I ut1A11"J . ROOF CVERHANG ROOF SPAN ' A ' C3 SEE DETAIL"B' d SHEET 3) 1 v EMU OR SEE DETAR'A' /---____ wow FRAMED SHE-T 3) CONTINUOUS SEE DETAR' H' BATTEN 0 CL SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Snow" w/ Wur4 remng onUlever) TWIN SPAN LENGTH w/CONTINUOUS /ATTEN A. DESIGN PRESSURE (PSF) POSITIVE NEGATIVE 14" 70.0 70.0 IB' 66.5 66.5 20' 60.0 60.0 2r 54.5 54.5 24- 50.0 so.o SPAN ' A - ROOF OVERHANG SEE DETAIL' G' SHEET 41 ROOF FRAMING SEE NOTE 2 rg) EMU OR WOOD SffDFTAII'I' 8 11 FRAMED SEE DETAIL' A SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES: ( Shown w/ LnmVfmr tng oveMrg) I. WOOD FRAMING AND CONNECTIONS TO BE DESK3NED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = a42 OR BETTER 2.12d COMMON NIL OR 3/16' RW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE: 3.001) PSI CONCRETE (AC1301) MIN. I.1 /4. EMBEDMEIq O 24' ON CENTER OR HOLLOW BLOCK (ASTM C90). as t5 Olt o^ LFS AND NW FL-12019.1 n 5 or 5 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Veldco, Ft. 33595 Phone 813,659.9197 Floride Board of Professional Engineers Cenifieste of Authoriretion No. 9813 Product Sub Category Manufacturer Product Name Category 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 Constructbn Metals based on Rule Chapter No. 61G20.3, Method 1 d of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone'. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents: 1. Test Retort No. Test Standard Testing Laboratory Signed by TEL 0119W73 ASTM E330-02 Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E 2. Drawing No. Preoared by Signed & Sealed by No. FL-12019.1 RW Building Consultants, Inc (CA #9813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by Signed & Sealed by Anchoring RW Building Consultants, Inc. (CA#9813) 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/1EC 17020 and Guide 53 Sheet 1 of 1 eooi orytR SCHM/4D !o, e ' cE rig •. ' o`, • • . F + fie 140 43 401) y * w A e STATE OF : tU Z•yndon F. SchmidL P.E. e • j(/ a FL PE No. 43409 t O V 4/1/2015 I r ` Florida Building Code Online E')b'l `C5 Page 1 of 2 Business & Professional Regulation rim FbriADepyMCF ects "eme I Log In I user Registration i Hot Topct I submit Surcharge I svls a Face 1 'Pumianoft I Fec stag I ens site MAP I umu I search I Bushes Professi nal usER Product Pubbc Approval Regulation Pteduet Ameval Menu > > AGWIcation Ust > A"llullon oetall 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 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden 1 6 Validation Checklist - Hardcopy Received Certificate of Independence FL1630S R4 COI ATL13007.4 2014 FBC Product Evaluation Shinoles.odf Referenced Standard and Year (of Standard) Standard ASTM D 3161 ASTM D 3462 ASTM D 71S8 TAS 100 TAS 107 Equivalence of Product Standards Certified By Sections from the Code Year 2009 2009 2008 1995 1995 https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option 0 Date Submitted 06/28/2015 Date Validated 06/29/20LS Date Pending FBC Approval 07/05/201S Summary of Products FL A Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes F1 1630S R4 11 ATL13002 4 2014 FBC Product Evaluatlon Shlnales.odf Verified By: Zachary R. Priest 74021 Created by independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Olther. See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002 4 2014 FBC Product Evaluation Shinales.00f Created by Independent Third Party: Yes Contact U :: 120 North Morim greet. Toostiassee FL 3B99 phone: 950:497.1a24 The State of Florida Is an AA/EEO err~r.,CQMlbht 2007-2013 date of Frerida.:: Privacy Statement :: Antessibilrtv Statement :. Refund Statement Under Florida taw, email addresses are public records. If you do riot want your e-mail address released In response to a public -records request, do not send electronic mail to this ertdty. instead, contact the pike by phone or try traditional mad. If you have any questions, please Contact a50.487.095. 'Pursuant to Section 455.275(1), Florida Statubes, effective October 1, 2012, ICOU es licensed under Chapter 455, F.S. rmrat provide the Department with an email address It they have one. The emails provided may be used for official communication with are tkertsee. however anted addresses are public record. If you do not wish to supply a personal address, please provide the DeNrove nt with an email address which an be made available to the public. To determine If you are a licensee under Chapter 45S, FS., please dick ft=• Product Approval Accepts: M® Credit Ar AI https://www.tloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU I j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report Standard Year PRI Constriction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Constriction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL4)86-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (rST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA27-02-01 Rev 1 ASTM D 7158 2D08d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA35-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170.02-01 ASTM D 3462 20D9 ATL13002.4 FL 16305-114 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161. Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM O 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchga d 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 Dangerfreld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMastef® 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 GlassMasterO 30 & Basic Wind Speed (V,n): Tough -Master® 20 Basic Wind Speed (Va,d): 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 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 ehher'4 Nail Pattern' or "6 Nail Pattern* detailed below. 36' NailsTM1----------— sra' I•-12- IT Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Paftern (Non-HVHZ only) M. Nails 12" • • 4 SW Figure 2. GlassMaster® 30 & Tough -Mastery 20 6 Nall Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAM"' Architectural Basic Wind Speed (Vun): Basic Wind Speed (V.sd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles. Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern* or '6 Nail Pattern" detailed below. ros. aim af°1,..a p 17 VTTP O O O O O O O O Q O 0 0 0 O O s. a (1M Figure 3. ProLAMrm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICEs, LLC Pinnacle® Pristine & StormMaster® Shake Basic Wind Speed (Vdo: Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either -4 Nail Pattern* or *6 Nail Pattern' detailed below. 393W WOO ywmwoa ym M oo=1L= ouU L,i-. J-3. Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StonnMaster® Shake 6 Nail Pattern 1 1 ATL13002A FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installatlon, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vw): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction: Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattem' or "6 Nail Pattem' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002A 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,eo. Basic Wind Speed (Vam): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements: Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 0 o d o Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305•R4 Page 7 of 9 This evaluation report is pr6vided 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-CuM Hip & Ridge Basic Wind Speed (Vtdt), Max. 194 mph Basic Wind Speed (Vaw): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 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. I 12" I 1 12 ga. 1-1/2' ring f shank nail i i 6" LI 1 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 ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t%% aY R. p'''Jl. P N ' No 74021 r• * : grz STATE OF CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 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 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 Certificate of Authorizotion No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Reoort No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Constriction Materials Technologies (TST5878) ATL-W3-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM 0 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143.02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM 0 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168 02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-114 Page 1 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attritwtes that are not specifically addressed herein. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro-CutV 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 wlScotchgard 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 Dangerfreld) 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 GlassMasterO 30 & Basic Wind Speed (Vkd,): Tough -Mastery 20 Basic Wind Speed (Vaw): Deck (HVHZ): Deck (Non-HVHZ), Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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 manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattem' detailed below. 36' Nails 12" • ! 12- —' 12' Figure 1. GlassMast" 30 & Tough -Mastery 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12I" • • ,) e 12" Figure 2. GlassMasterO 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-114 Page 3 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM"m Architectural Basic Wind Speed (Vur): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements: Solidly sheathed min. 19/32 in. plywood or wood plank for new construction: Min. 15/32 in. plywood existing construction. In accordance with FBC requirements: Solidly sheathed min. 15/32 in. plywood or wood plank for new construction: Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern* or "6 Nail Pattem' detailed below. 39 3? w 12r groi,wO mo3gnih.h 37'hws v yr r 31P r 0 0 0 0 0 0 0 0 o r3 0 0 0 0 0 s w• Figure 3. Prol-AMTM Architectural Shingle 4 Nall Pattern (non-HVHZ only) Figure 4. Pro -LAM"" Architectural Shingle 6 Nall Pattern ATI-13002.4 FL 16305-114 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacke@ Pristine & Basic Wind Speed (Vut): StonfnMasterO Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or '6 Nail Pattern" detailed below. x 0.120...... q d rn i~: = O L7 C7 C= L O C7 O C-1 C" 7C C=C 7 ] C ..• C: 3 C—j L--) CM — ir(= 0 C _n = I C s 7R' Figure S. Pinnacle® Pristine and StortnMaster@ Shake 4 Nail Pattem (Non-HVHZ only) as x Ton t: a• a+r+ti,w+i.n r M ' Kp L 0 C7 p QCD CCD C7 C3 C) CC:33 C7 QQC3 0 CDCD O CD C e ITFigure 6. Pinnacle® Pristine and StortnMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-114 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20.3- The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (Vwt): Basic Wind Speed (V„d): 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. Figure 7. StormMaster@ Slate 4 Nail Pattern Figure S. StoimMaster® Slate 6 Nail Pattem 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 not 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 (Vut)• Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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 manufacturers published installation instructions. Shingles shall be attached as shown below. i• tr .. • vr M.w, .e e 6 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 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vuu): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Va,d): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 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. I, 12" . I r 12 ga. 1-1/2" ring1 shank nail LI I 6I" j r j 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 ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50i Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. iuuiii Pq, F•,, 2015.06.2 Pa N ESF'• No 74021 • ZIG 9 12:55:48 04' 00' STATE OF F'- 4 O R t O . S' S`NA Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. ENO 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. Florida Building Code Online Uncker kul i- Meo Page 1 of i Business & Professional Regulation_ Cr Fd&Depigwtb` 80S Ha I tog In 1 User Replsvatlon : Hot Topics I Sutma surcharge ! ststs a Facts i publications I FnC Sun I eC.IS Sae Mao I unMs ( ware I Busines Product ApprovalProfessl0MR: public User Regulation Product Aomoval Menu a Product or Aeef:catbn Search > ApplloUon List Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL xarcn ncwseras Tvoe Manufacturer Validated By Status FLIS7. 16-R2 Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments Contact us :: 1440 Hetlh afenme Street- T nalreS6[e Ft- 32399 ounwe: Acr 487. f A74 The State of Florida Is an AMEEO enybyer. r'.... daht 2o07.2011 Serial norI& :: Privacy Statement :: •-gZLUnlnty 5ratemmt :: RefuM Sutemem Under Florida law, email addresses are public records. 11 you do not want your e-mall address released In response to a public -records request. do not send electronic mall to this entity. Instead, Contact the office by phone or by traddioml me. If you have any questions, please contact SIS0.41117.1395. •Pursuam to Secion 4SS.2750 ). Ron" Statutes. effective October 1. 2012, ficehsles licensed under Chapter 4SS. F.S. must provide the Department with an email address it they have one. The emits prov W may be used for official communitltion wdh the licensee. However email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an eNll address which can be middle available to the public, To detdnMne if you act a licensee under Chapter 455, F.S.. please dick b=. Produrs Approval Accepts. 10110600 SCILriIVAI13 NII:v' https:// www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page I of 2 ProfessionalBusiness I r r®ram® flO w oepWMdd, aers came I Log In I use. Rabepatlon I Lac rooks I Submit swwcts roe1StatsaFaIPUMAU ns ( FaC Stan I eus Sim nap I Unix I Search I Business/l1J Professi al Product Approval 0USER: PubkUserRegulationMprR' aam Ahomrai Mem' 3. ft36 re or Aaai aj;ph Scorch 3, raalicat(an Lkt > Appiimuon aataq FLft FL1S216-RZ Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozanoC 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/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE W Validation Checklist - Hardcopy Received Certificate of Independence F tsz16 R2 Col 2015 01 COI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https:// www.floridabuilding. orglprlpr_app dtl.aspx?paratn=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL P j Model, Number or Name Description 15216.1 1 RhinoRoof Underiayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions FI t S216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2 odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FttS216 R2 AE 201S 04 FINAL ER INTERWRaP RHINIORODF FL]S216- R2.odf Created by Independent Third Party: Yes Ne- CoJntactus :: 1940 North Maui Suave. Tallahassee FL 32399 Plhene: BSO-4B7.1824 The State of Florida 1s an ANEEO employer. [oerrleht 2007.2012 State of Fterrda.:: Privacy Statement ::AU&&UWMX2&tU= :: Refund Statement under Florida taw, email addresses are public rrtords. it you do not want Your e-mail address released In response to a public -records mQuest, do not send electronic man to this entry. instead, contaa the office by phone or by traditional mail. it you have any 9uesuorrs. please contact 050.437.139S. rPussuant to Section 455275(I), Florida Statutes, effectrve October 1, 2012. licensees IromSed under Chapter 455, F.S, must provide the Department with an avoid address It they have one. The emads provided may to toad for official comaneticklon with tie kensm tiowever emad adpmL-AS are public record. It Vow do not wish to supply a personal address, Please Provide the DeDaMem with an email address which can be made available to the pugk To determine It you are a licensee under C hepter 4SS. F.S., Please dkx here. Product Approval Axepts: N®IM® ere itdr Fk hups://www.floridabuilding.org/pr/pi app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1Q... 7/20/2015 QOoxfEXTERIOR RESEARCH & DESIGN, U.C. Certificate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, UNIT #13 Oao, CT o647847a PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED CompuANcE: 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 IERD 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 Na. 59166, Florida OCA ANE1983 The fasimle seal appearkq was wftrtmd bT Robert Nlerninen, PE on 01/27/2015. Thb does not saw as an alearonkaltyfreed doarrrent. S%ned, sealed hardeoples have been traromitted to the Product Approval AdrmirWator and to the named dient CEffmcAnoN OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.S.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 3507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ•006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 10053939SCOQ-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: S.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH! for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: RooF COVER OPnoNs Underlayment Asphalt Shingles Nail -On TileI I Foam -On Tile MetalI Wood ShakesI6Shingles Slate or Simulated Slate RhinoRoof U20 Yes I No I No I Yes I Yes No 5.6 Exposure limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30•days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section S herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12at2 Certi%rcote oJAuthorizotlon #9503 FLIS216-RZ Revision 2: 04/27/201S Page 2 of 3 QOTRINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double laver: 2;12 < Roof Slope <4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUAUTY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL./Warnock Hersey — QUA1673; (604) 520-3321 END OF EVAWATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certlficote ojAurhorizodon #9503 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9S03 TRINITY I 353 CHRISTIAN STREET, UNITQOERDOXFORD, CT06478478 PHONE: (203) 262-924S FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way F115216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 otttleu;a O%Gt%aeti` t s:» = OF f e M1;F' ;k:, r''J1J The faohnUe seal appeaft wars authorized by Roban Wralmf. s•' L ss`'"• f/bruuauss Eon Ulrl7/201S. This does not sane as anelKV0n 29VSISned document.9lned.wkdlnrdeopinhmbemtran ttedtolhe Product Approval Administrator and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1507.83,1507.93, 1507.9.5 on Heating 1507.2.3, 1507.S.3,1507.8.3, Unrolling, Tear Strength, Pliability, loss on ASTM 04869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395000.006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof UZO is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert 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 AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nall -On TileI Foam -On TileI MetalI Wood Shakes Shingles Slate or Simulated Slate RhinoRoof UZO Yes I No I No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTAllAT10N: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or II or 04869, Type II underayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-RZ Certificate oJAuthoriration #9503 FLIS216-RZ Revision 2:04/27/201S Page 2 of 3 Q0TRINITY IERD 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. A RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/9' diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Sldpe > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. when batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2.12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: . Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTTTy: 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 Certilkate of Authorization p9S03 FL1S216R2 Revision 2: 04/27/201S Page 3 of 3 0211112015 13:41 to p.0021004 MIAM MIAMI-DADe COUNTY PRODUCT CONTROL SECTION 11901 SW 26 Strem Room 208 DEPARTMENT OR REGULATORY AND ECONOMIC RESOURCES (RSR) Muni, Florida 33175.2474HOARDANDCODEADMINISTRATIONDIVISIONT0"015-2590 F (786) 315-2S99 NOTICE OF ACCEPTANCE (NOA) www.m4n0d"r-Rg Wecanomv Southeastern Metals Manufacturing Company, Inc. 111801 Industry Drive Jacltsooville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the we of construction materials. The documentation submitted has been reviewed end accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date sated 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 manufacturer will Incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the HIgh Velocity Hurricane Zone of the Florida Building Code. DESCR13PTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturers 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 paformanee of this product. T$RMI'.NATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then It shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. NOA No.: 13-0814.08 Expiration Date: 041IS119 Approval Data: OI/23/14 Page 1 of 3 0211112015 13:42 M P.0031004 1 ROOMNG ASSnSLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADx NAMES OF PRODUCTS MANUFACTURED OR )LABIZI BY APPLICANT: Manufactured by Dimenrioas Test Product Aaniicant limmmcadons Deserlatlon Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deek Flange: 24" x 52" Thickrow: 0,0217 inch. - . - - MANuvAc TURMG LOCATION 1. Jacksonville, FL EVIDIENCE SUBMITTED Vest Aaencv Zest Identifier Test NameMenort once PRI Asphalt Technologies, Inc. TAS 100 SEM-002.02-01 08/14/03 ICC-ES AC132 SEM-027-02-01 01ro7/14 AFPROVBD APPLICATIONS: Deck Type: wood Deck Description: t3/3j" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roob Cutout: Mark a 3K" x 46" opening centered between layout lion and aligned minimum 6 inches from the ridge. Set blade to thickmess of sheathing and rot opening Brush may sawdust and debris. Installation: Vents should be evenly spaced on the roar slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with I-y4" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 134814.08 Expiration Data: 04/15/19 Approval Date: 01/23/14 Pagt 2 of 3 02111/2015 13A3 M P.0041004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturefs current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 fat. 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 following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County product Control Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01n3/14 Page 3 of 3 LFloridaBuildingCodeOnline ''Us5 C-re Page 1 of 3 P i f73F'IS] 0.:iffJt ClFil 6.-r»DItl161D:.M C U,:C G:iD FbOaD.3pyMlof BOS Home I lag In I user Registration ! Net Topks I Submit SurcMrye 1 SULs & Facu BusinesQk/' ® U U'ProfessialWk Regulation PlWutt AppMtst Menu > Proeuct a Aoolitltlen Searcn > Aoollollon Ust > Appllcadon V*UAI FL 1t FL2197-115 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 MTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mll.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address,/Phone/Email 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Emall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mil.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute L.W. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence F0197 RS COl Certificate of Independence for Evaluation.odf Referenced Standard and Year (of Standard) Standard Y= ANSIJTPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvrTEx°/p2bbkf... 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 ft I Model, Number or Name Description 2197.1 MLSSHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InatallationESR-1988 Aori12011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.2 Mll 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstailationESR-1311 Nov2011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 RS AE ESR-131 .odf for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss connector plate Limits of Use Installation Inshuctions Approved for use in HVHZ: Yes Fl2197 RS 11 InstallationESR-i988 Aori12011.odf' Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other, Can use HVHZ per ICC-ES ESR-1988 Supplemental FLZI97 RS AE ESR-1988.odf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes EU197 RS If InstallattonESR-1988Aor112011.odI Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.5 MT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS II ins[allatlonESR-1311 Nov2011.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 R5 AE E-1311.odf for the Florida Building Code. flack aant CAMML Us :: 19fa North c iwir. Tasahawa FF iswo Phone: 550-487.1S24 The State of Florida b an AAfW0 employer. [nofrefeht 2007-2d1] Sate of floAM :: Plw&cv Staterneft ::' 'fir :: Refund Statement Under Florida law. email addresses are public records. If you do not want your e-mail address released in response to a Publk•recoms reouest, do not send electronic mall to fhb entity. Instead, contact the office by phone or by traditional mail. If you have any questbre, please contact 850.467.1395. *Pursuant to Section 455.27S(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 emalis provided may be used for afrcial communication with the licensee. However !mils addresses are public record. f you do rot wish to supply a PMoral address, please provide the Department with an email address which an be made available to the public. To determine if you are a licensee under Chapter 455, F.S., plan dick b=. Product Approval Accepts: WimM® https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 ENITTERM Cre it r E https://www.floridabuilding.org/prlpi _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 ANSI/TPI 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 ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK° TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTU ICC . _ ICC ICC N"l c PMG • LISTED, Look for the trusted marks of Conformity) 12014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence' NINE A Subsidiary of 11M CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes nol "`c "' specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ' implied, \ recommendation for its use. There is no warranty by lCC Evaluation Service, /,l.C, express or phe d as to any finding or other matter in this report, or as to any product covered by the report. ^ .•.... Copyright © 2015 IMES Evaluation Report ESR-1311 vwvw.icc-es.orn 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code* (IBC) 2012, 2009, 2006 International Residential Code* (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)1 The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek* M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the Oat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates Reissued June 2015 This report is subject to renewal June 2017. A Subsidiary of the International Code Council® are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek* M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek* M-20 HS, MII 20 HS, and MT20HS"': Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC•ES Evaluauttn Reports are not to be construed as representing aesthetics or any other attributes not speclfecalry addressed, nor are they to be construed as on endorsement of the subject of the report or a recommendation for its use. There tr no warranty by lCC Evaluation Service, M.C. express or Implied 01 to any finding or other matter in this report, or as to any product covered by the report Copyright 0 2015 Page ;,of S 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 ANSUTPI 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 MiTeke metal truss connector plates listed in this report The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 20061RC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable aftematives 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 manufacturers published installation instructions and this document. the instructions in this document govem. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 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 MiTeke 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 MiTeke 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. 6.8 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, ANSUTPI 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 MiTekm Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55J 174 126 1 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbrw? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load AII 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 Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/Inch/Pair of Connector Plates Efficiency I Poundsllnch/Pair of Connector Plates Efficiency Pounds/lnchlpair of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension ® (r 0.70 2012 0.50 880 0.59 1605 Tension ® 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension Q W 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 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 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ®1SO* 0.35 672 046 544 0.3 537 For SI: 1 Inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Wdety Accepted and Trusted Page 4 of 5 0 3W 0180' a 4 mm 4 utin M-16, M1116 012V 0 2w 0125• 12mm 84mm 32mm 00000000000 o oD000 o 0 000000000000 . 000000a00000 0000000 0000 000000000000 MOTH o 42r 108mm H 0 3er 9m m 1 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0 125' 0 2W 0 boo" 0 3W 32}m{m 64mm 127mm 9`3m}m DO DOD ODD DO ODD 000 ODO ODD ODD J T-OOO DDD ODD 0 ODD ODD BOB DDO DDO ODD M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.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: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeko TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTee truss connector plates M-16, Mil 16, M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in acoordanoe with the International Building Cod? 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 aeuheUcs or any other attributes iwt speNfrcally addressed, rw are they to be construed as an endorsement of the subject ofshe report or a recoounendation for Its use. Then Is no warrunry by ICC F.vahsvtion Service, LLC. express or nnp4tei4 as to any finding or other strayer in this report, or as to any product covered by the report Copyright 0 2015 Page t of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 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: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Flogida 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 MiTekeTruss Connector Plates M-16, Mil 16. M-20, M1120, 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 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 Evoh,otion Reports ore not to be construed as representing obthetics or any other attributes not spec Jically addressed, nor are they to be construed as an endonanent of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. L.C. express or Implied, as ro any fading or other natter in this report, or as to airy product covered by the report Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC- - I,CC ICC__ PMG i xTED TITLookforthetrustedmarksofConformityl' 2014 Recipient of Prestigious Western Stotes Seismic Policy Council WI IFR( WSSPQ Award in Excellence" A Subsidiary of'COMuRW 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not "`CO*4, 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. Copyright 0 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTee TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS11 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 20061ntemational Building Code® (IBC) 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 The ADIBC is be on the 200918C. 2009 IBC code sections relerenoed in this report are the some 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 MiTekm M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the Oat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITeke M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS"4: Models M-20 HS, Mil 20 HS, and MT20HS11 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/ 4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, X C-FS 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 of the report to u recontmendmson for its site. There is no warranty by ICC hsaluation Semce, I.LC, express or implied, as to anyfindingor other matter In $his report, or as to any pruduci covered by the rrporl. ;a63 Copyright 0 2015 Page 1 of $ 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 MiTeke 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 manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.5 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 MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 6.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of 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). ESR4311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir-4arch 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 1 126 147 122 M-20 and Mil 20 Douglas fir-4arch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem-8r 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: I lbfin= = 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 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 hydrauric-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 PPo undslinchlPalr of Connector Plates Efficiency Pounds/InchlPair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ W 0.36 1013 0.47 820 OAS 1219 Tension Values In Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint2 Tension @ 00 0.68 1945 1 0.62 1091 1 0.67 1716 Tension @ 900 0.30 849 0.48 841 1 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 0.79 936 0.67 1184 Shear @ W 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 Itt/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. MMaximum 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 Aocepted and Trusted Page 4 of b 0 3w, 0180' a4mm 41mm o-o-a o-o 000a 000 00000 r'L VADTH 0000 aoa000000 ooaoo M-16, M1116 0 125' 0 2W 0 125' 3.2 into 0 4 mm 3 2 mm 000000a00000 000000000000 000000000000 1 _ 1: 000000000000 000000000000 00000000p000 0.421' 1 0-8 f" I I 0 369' 1 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MIT'EK CONNECTOR PLATES (in Inches) ESR4311 I Most Widely Accepted and Trusted Page 6 of 6 0.12S' 0 2W 0 5W 0 36S 3 2}m}m 6 4} m}m mm 9 3mm1 1 2'..7^ 0000000 ODD 000 00D ooDGoo o00o J r- 000 00o 000 000 000 000 ODD 000 D00 M- 20 HSI MII 20 HS1 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 Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke 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, Mil 20, M-20 HS, Mil 20 HS, and MT20HST", 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 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. iCC-FS 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 afthe subject ofthe report or a recommcrdanon for its ure. Then ts no warranty by 1CC Evaluation Service. U.C. express or impined as to any finding or other matter in this repaK or as to any product covered by the report__ Copyright 0 2015 Pegs ;of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00--WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTek°TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16. MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS"t, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTMt, 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° (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, M1120 HS, and MT20HSm 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 aerthetses or any other attributes not specifically addressed new are they so be construed as on endorsement ofihe subject ofthe report or a recomme datron for its use. 77wre b no warranty by ICC Evaluation Service. LLC, espreu or implied as to anyfinding or other matter an thh report, of as to arty producl covered by the report Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HS'rm C C ' ICC ICC Snn'! PMG! LISTED. Look for the trusted marks of Conformity! has= r 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 no, fOCe.' 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.,°' Copyright 0 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. wwwJec-es.ora 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 63-,Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITek* TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code* (IBC) 2012. 2009. 2006 International Residential Code* (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the satire 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 MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek* M-20 and MI120: Model W20 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-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MITek* M-20 HS, MII 20 HS, and MT20HS*": Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-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 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-rS Evaluation Reports are nos to be construed at representing aesthetics or any other attributes not specifically addressed nor are they to be construed iasanendorsementofthesubjectofthereportorarecommendationforitssite. ise. Acre no narronry by ICC Evoluation Crrvice, IlC, express or implied as to atryftnding or other matter in this upon, or as to any product covered by the report. W1W: _ - Copyright 0 2015 Page ;of 6 ESR4311 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 ANSUTPI 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 MiTeke 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 manufacturers published installation instructions and this document, the instructions in this document govem. 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, 5.5 5.6 6.7 5.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSIfrPI 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 MiTeke 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 MiTeke 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. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 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 MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR4311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/01PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mill 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 1 147 122 M-20 and Mil 20 Douglas fir-tarch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: tlb/ln2 = 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 plates are pressed into the.wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mll 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/Inch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Poundsrrnch/Palr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 1880 0.59 1505 Tension @ 9V 0.36 1013 0.47 1 820 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 Joints Tension @ 01 0.68 1945 0.62 1091 0.67 1716 Tension @ W 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 @ 9D° 0.55 1055 0.55 645 0.45 792 Shear @ 120D 0.48 914 0.42 49D 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 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. 2Maxmmum 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. ESR4311 I Most Widely Accepted and Trusted Page 4 of 5 0.3W' 0160' s4mm 41nn o-0000 OD00 a 0 0 0 aa000 000a 1 000000000 a000a I ! M-16, M1116 0125' 02W 0,12S` 3?onm 64mm 32.ma 0009ooa00000 ooa000000 oo 000900000000 J r 000000000000 000000000000 000000000000 o 42r 10 s tnm H 0 36S 93mm 1 M-20, M 1120 FIGURE /—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) ESR-1311 1 Most Widely Accepted and Trusted Page 5 of 6 0.126' 0.250' 0.5W 0 36S 3.2mm 6.4mm 127mm 93mm ti t" t 00 A 000 Oo 000 000 000 000 000 J 1: 000 000 000 000 000 000 V 000 000 000 M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.om I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST" 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 Intemadonal Building Codeprovisions described in the master evaluation report and with Chapters 16, 16A, W. 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-ES Etuluottan Reports are not to be construed as representing aesthetics or any other attributes not specriically addressed, nor are they to be construed to an ertdoacment of the subject ojthe report a a rcrnmmendatlon or its use. 77tere is no evarromy by IrC Evaluation Service. ll.C. erpnss or implied as 1140 to airy fimding or other matter in this report, or as to any product covered by the report m— _ CopyrightO 2015 P.O. 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.iec-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: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, Mll 16. M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HSTM', described in Sections 2.0 through 7.0 of lhe•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® (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, M1120, M-20 HS, Mll 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 assuranoe 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-hS Evaluation Reports are not to be confined as repm eating aesthetics or any other attributes not specifically addressed, nor are they ro be emutrued at an endorsement of the subject of tip: report or a recommendottonfor its use. %litre is no srarrony by ICC Etnluorion Sen•kt. LW, express fir Implied, at to anyftndtng or other matter in flits report, or as to any product covered by the report. Copyright O 201 S Page 1 or I 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 MT20HSrm ICC ICC ICC c. - PMGUSTEO Look for the trusted marks of Conformity 02014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" d ' N" A Subsidiary of eo pE03warICC- 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 fm li recommendationforitsuse. There is no warranty by /CC Evaluation Service, /,LC, express or p ed as to any finding or other matter in this report, or as to any product covered by the report. Copyright O 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This repot is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Codem (IBC) 2012, 2009, 2006 International Residential Code® (IRC) 0 2013 Abu Dhabi International Building Code (ADIBC)1 The ADIBC is based on the 2009 IBC. 20091BC code sections referenced in this report are the some 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 MiTekm M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeko M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-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 MITeko M-20 HS, Mil 20 HS, and MT20HS1e: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/pinch-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, CC -ES Etnfuaiton Reports are not to be construed as representing aestheurs or any other attributes not pecificolly addrnsed, nor are they to be construed as an endorsement ofthe sub/ter of the report or a recommendation for to use. There is no womanly by ICC Evaluation Service, LLC. express or hnplie4 as to anyfinding or other matter in this report or as to any product covered by the report Copyright 0 2015 Page, or 6 ESR-1311 I Most Widely Accepted and Touted 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 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. 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 MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek* Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or.preservative-treated lumber. 6.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of 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 ( Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA I EA AE EE NI-16 AND Mil 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 fir4arch 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: 1lb1in2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by lull -embedment rollers. or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M-20 AND Mil 20 M-20 HS, MI120HS AND MT20HS Efficiency Pounds/lnch/Palr of Connector Plates Efficiency I Poundsllnch/Palr of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0' 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 J 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Ma)dmum Net Section Occurs over the Joine Tension @ 00 0.68 1945 0.62 t09t 0.67 1716 Tension @ W 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 W4 0.42 490 0.34 1 608 Shear @ I 0.35 672 0.46 544 0.3 1 537 For SI: 1 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. 2Mabmum Net Section - A line through the plate's tooth pattern with the mazlmum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 033C' 0 t6v 64mm 4tmm I M-169 M1116 012s, 0 25V 0125' 32mm Gomm 32mm 10000000000 r 00000000000 1 00000090000 00000000000 VwI I M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 012S• 0.25W 0.50E 0 366' 32}mm 64mm 127{mm 23mm BUD Ono ono goo ona ono 000 00o 000 F- 000 Ono 000 goo ona ano goo ono Ono M-20 HS1 MII 20 HS1 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. wt+vw.icc-es.o 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section. 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS " 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Caldbmia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MTeko truss connector plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. 1CGF.0 Froluatron Rep" arc 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 ofike report or a recommendation for its use. There if no warranty by ICC F.vahrorion Service. U.C. rspress or implied, as 40 to any finding or other matter in this report, or as to any product covered by the report. u i aa zvw—= 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.om 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 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 MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII 20, W20 HS, Mil 20 HS, and MT20HSTM, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Codem (IBC) provisions noted in the master report. Use of the MiTek°Truss Connector Plates M-16, MII 16, M-20, MI120, M-20 HS, MII 20 HS, and MT20HS1e 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 spenncally addressed. nor are they to be construed as an endorsement ofthe subject ofthe report or o recommendarion for in use. There is no %swronty by KX Evaluation Service, LLC, express or implied as ' to any finding or other matter in thly report, or as to any product covered by the repot.Wam Copyright 0 2016 Page 1 of 1 Florida Building Code Online Page l of 26vacY, Business Professional Regulation rc RmU D°,)DfIMMId Busmes / Professi 1 al BQS Hprna I Log In I User Reglstratim Product Approval USER: Publk User i NO Topics suDmlt Surcharge I Stats & Fags PuhlkaUa is FBC stag I SCIS Sip Map Links Swich Regulation Product Approval Mrrop > Pwdu_. or Andiration Search > Aock AWn List > Apokaitlon Detail Fl. tt FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo. com Authorized Signature Xianbin Meng benmeng8® yahoo.com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Emall Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer PA' Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE i i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard ASTM D1761-06 ASTM D1761-88 Florida Licensed Professional Engineer or Architect FU4239 R3 Eouiv Eoulv.odf Year 2006 2000 https:// www.floridabuilding.oriz/or/pr_app_dtl .aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2e Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in NVNZ: Yes FL14z39 R3 11 Dwo.odf Approved for use outside NVMZ: Yes Verified By: Frank L Bernardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the Ff 14234 R3 AE Eval.odf, system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Neat Contact lls :: 1940 North ROAM StfM- Tallahassee EL 323" pule: 11504117.1 L4 The State of Florida is an AMEEO employer: ra,r,.bht 2007,2013 State of Florida.:: FYNaev Slaternerlt :: Refund Statement Under Florida law, email addresses are public records. If You do not want your e-mall address released in response to a public-ntmrds request, do not send electra9c mail to this entity. Dtstead, contact the office by W\One or by traddlaal MO. 1t You have any questions, please contact $S0.487.139S. *Pursuant to SeoUon 455.27511 ), Flatla Statutos etroctive OGotlar I, 2012, IY[Mfles licensed lacer ChaptC 4SS FS muA prW We the Department with an emall address If they have one. The W" provided MAY be used for Ol 40 00nanuniratlon with Vie Ucenseo. Nowever email addresses are pubtle record. U YOU 00 not wish 10 supp,V a personal address, please provide the Department with so emall address which can be mile available to the public. To determine If you are a licensee under Chapter ass. F.S.. Were Ndc hetL. Product Approval Accepts: a®®® ael'UI Q\' V LI MIr _\ https://www. floridabui lding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY ASSUMED TO ACT AT THE I GEOMETRIC CENTER OF THE MECHANICAL UNIT. MECHANICAL UNIT MUST BE W SQUARE OR RECTANGULAR. x RN ,• NO IRREGULAR SHAPES. r No HOST STRUCTURE DESIGN BY OTHERS, SEE DESIGN SCHEDULES FOR ALLOWABLE SUBSTRATES 75LO MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERI IFICATION. TYP. w I ' SEE DESIGN CENTER OF ` SCHEDULE FOR GRAVITY ' MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEELTIE-DOWNCUPS. f 11 Ste DETAL 113 B 2/3IFORCLIPINFORMATION, NFORMATION, 7 TYP. I t 3' MAX r MAX 3, RCA% TYP. OL(Ttl MECHANICAL UNIT "' 10 1 TIE -DOWN ISOMETRIC TYPt o7 ClIP AND NUMBeao CUPs 1 r . I.,. ISOMETRIC PER CORNER WILL VARY PER CONNECTOR YYPES CI•CA ON SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE( THE FOLLOWING EXAMPLE KLUSTKATTS THE RMINCTMC _ __ KFOR _ MECHANICAL UNIT THAT CONFORMS TO THE DININSIOp RESTRICTIOF USED TO NS AND DESIGN CRITERIA LISTED MEREIN. SEE SNEEITOP INSTALLATIONSIFOR DESIGN 'SCHEDULES.) N MECHANICAL UNIT CRITERIA. CONSIDER THE INSTALLAIIOM OP (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA- VWt•ITO MPH, EXPOSURE IT AO- TALL. AB' DEEP % OB' WIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MR CONCRETE WITH (*2'CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CUP%) PROCIDURB STEP I RESULT 1 IDETeRMINt THE COMMELT70n 7Y E BASED ON IM!00AWAS ON Stier I CT10N TYPE I THIS INSTALLATION IS IMERVED FOR A VVR.I70 MPH. EXPOSURE'B'. THIS OEWOM 2 D£RRHNE WHIM OESIGR SCHCWIe TABLE TO USE CRITERIA CORRESMUDS TO TABLE S RT FACC AREA of MECI ICAL IT IIAR'OE' JUT' TH14 LIMIT IT HflGOfAB' IS EQUAL TO THE MAXIMUM ALLOWABLE "EIGHT Of AN. NOTE THIS PRODUCT ArrROVAL ALLOWS THE UNIT TO K rarALL ED OM TOP CMECR MAXIMUM UNIT HEIGHT RESTRICTION OF AN A/C STAND THAT IS A MAXIMUM "" TALL IF AM AICSTAND IS UETLtZ CTCCN To SEE THAT TML STAND DOES NOT EXCEED 30- IN HEIGHT S CHFOt MNINWM NIT WID7NR 1 11 IRA AE' It WG1CR 114N MS0IMUH AVOW WIDTH .• MIS UNIT MAY DE INSTALLED AT ROOF HEIG47S LESS THAN OR EQUAL TO 15 FT. ADDITIONALLY, THIS UNIT MAY BC INSTALLED ON ROOFTOP HEIGMIS GREATER 6 OETLRMiME THE ALLOWABLE ROOP•TO THERM OF THE INSTALLATION THAN 60" AND LESS TRAM 100 FT. SEE (h ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DEAL.TI EXAMPit DESIGN NOTES: a THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE BUILOING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY MURRIGN! L USED 61 INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA GLMAT! THE LLOT,ABLL' RpOf-10 HEIGHTS CONSIOEIL4 ASC 7.10 SlC,iGl 29.3.1 FOR ROOF TOP METGMS (M) 460 FT AND SECTION 29.3 FOR ROOT TO MCIGMTS (N)>60 FT SECTION 29. A.1 FOR iMSTA1LATON! AT GLADE (GGIr,P•).l0 WITHIN THE MVNL, F I IR oil S ALLL,., .1. 90 ov"IDe THE HVHL. to1;"3Vy 1"S' FOR ALL LOCATIONS (ooNWRREtIf, 6_r4; DESIGN VARIABLES ARE NI Ap MOMPcc WTM ASCE 7.10 CIHAPTEIIS M 6 M. THE HEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE WEIGHT OF D' W [ THE BURDING. THIS PRODUCT APPROVAL ALLOWS FOIL EACH UNIT TO RE INSTALLCD ON A 7ALL STAND ( CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS i4.TJ 33 NOIKU14III- NC LISTED IN THE OtSTGN SCHEDULES. y3J R S 3• GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DtSIGNED AND SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF ME FLORIDA BUTIDIHG WOE 6 AWE 7-10 THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE ME HIGH VELOCITY MURRICAME LONE. 2. NO 33.1n% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON Cl IE.VT OROWDED PRODUCT AND DIE SHCETS FROM TEST CJ z REPORTS PM2197037A, PTEL 0197O3B7B BY TESTING EVALUATION LABORATORIES. INC. ND SUBSTITUTONS wTMOUT WRITTEN APPROVAL BY THIS EMGIHEEA SMALL. BE P••N PERMITTED. A. MAXIMUM B MINIMUM DTHBNSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL J ' CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS ICLEAR SPACE. TONNAGE, ETC) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS Q z AND ARE INS EXPRESS RESPONSIBILITY OF THE CONTRACTOR. S. /ALSTENERS TO BE P 1 L X 1', OR dlG7ER SAE GRADE S UNl.E55 MOTTO OT•CRw15E O = ;? N TAKONS REFERREDTOHERONSHALLBEITWBLBLDEXBRAND. CARBON STEEL ONLY. Q id INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR lllnnn REQUIR[KENIS. All FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION z Z 70 VREVENTE7ECTROLYSIS. 6, ALL STEEL CUPS SHALL BE ASIM A2B3 STEEL (GRADE 0) WITH FY•33 KSI OR BEITEL APPROVED c tLLJ O ALL STEELMEMBERSSHALLBEPROTECTEDAGAINSTCORROSIONWITHANCOATOF PA WY; ENAMEL OR OTHER APPROVED PROTECTION. MD -FATED COATING Is REQUIRED FOR ALL COASTAL INSTALLATIONS 7. ALL CONCRETE SPL{IPIED HEREIN 15 NOT PART OF THIS CERTIFICATION, AS A MINIMUM. Z p, l ALL CONCRETE SHALL BE STRIICIUPAL CONCRETE A' MIN. THICK AND SMALL RAVC MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. TO INSULATE ALL MEMBERS FROM DISSIMILAR 6. THECONTRACTORISRESPONSIBLEMATERIALSTO PREVENT ELECTROLYSIS. 9• RECTRICLL GOUI. TIME" REQUIRED, 10 BE DESIGNED 6 INSTALLED NT OTHERS. a 10. THE ADEQUACY OF AIM EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS SHALL BS VERIFIED BY THE Ot1SM OCSTGH PROFESSIONAL AND IS NOT INCLUDED IN IC, THIS CERTIFICATION. EXCEPT AS EXPRESSLY PROVIDEO HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED - IT. THE SYSTEM DETARtD HEREIN 15 GENERIC AND DOES NOT PROVIDE INFORMATION FOR O I A SPECIFIC SITe. FOR SITE CONDITIONS OIFFCAE:NF FROM TIIE CDNOITTONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SMALL PREPARE SITE B SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT, t 1! 12. WATCR-71GMPIESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL AtSPORSIBIUTY OF THE INSTALUNG CONTRACTOR. CONTRACTOR SMALL ENSURE THAT ANY REMOVED C U OR ALTERED WATERPROOFING MEMBRANE 15 RESTORED AFTER FABRICATION AND INSIALLAT/OH Of STRUCTURE PROPOSED HEREIN. THIS ENGINEER SMALL TOT BE FI0 RESPONSIBLE FORANYWATERPROOFINGORLEAXAGEISSUESWHICHMAYOCCURASWATER -TIGHTNESS SMALL DE THE FULL RESPONSIBILITY OF IMF INSTALLING CONTRACTOR. TANEP 13. FORUNATIONOfEXPOSURE CA7FGOPIB THE ACCOMPANY L WIWINDSPEEDS USED IN THIS APPROVAL. SEE SECTION 26.7.3 OF ASCE 7.10. mT10R14111L1011P1 15-2378 N F. t: THSWOy UI 3• MALT / I t• CUPS TYP. ` 1• f3(p5 J. MAX ' 3' ANCHOR SCHEDULE: "! 0 1" CLIPS 2" CLIPS SUBSTRATE DItScRuntOM Il-s/lsro CARBON STEEL II W BUILDLX TAKON, CONCRCIE: 2Y.• FULL EMBED TO 4- THICK MIN, CONCRETE. 3W MIN. 3000 PSI MIN.) EDGE DISTANCE. 31' * MtM. SPACING t0 ANY ADIACE-NT ANCHOR 1)-A 14 SAE GRADES ALUM INUM: AWM SMFET METAL SCREW TO HIM, N' ALUMINUM, PROVIDE (3) THICK.(0.12 606• PIVCMES HIM. MST MIN, ALUMINUM) THREAD PLANE STEEL • 1)-f14 SAE GRADES SHEETMETAL SCREW O THICK, 33 KS STEEL. PROVIDE MIN. STEEL) PITCHES MIN. PAST THREAD PLANE SUBSTRATE OEsdlt"fams * U Zsl 1)•5116•0 CARBON ITW RustAEX TAKO.p S CONCRETE' IMt6fMIN. V..' FULL EMBED To OONCRET 3)L• 000 ni qN.) to1.1 Nth. BOG! PACINGtE. 3PS• Mlp. SPACING TO Alll' ADJACENT ANCHOR. A 9 a12N. 3-- PUN. SAE GRAD[ S SHEEr METAL SCREWSTo E Zy w$ WTHICK, M)6146 S) ALUMINUM, HIM. PA PRCMIN, FAST N W ,• HIM. AWNIMUM) RES THREADFUME Z. „ pF STEEL. 2)-0I4 SAC GRADE 5 0. 123- MIN. SHEET METAL SCREWS TO THICK, 33 KSI SIEE PRONTO (3) MIN, SI kri) ITMHS NIN.AST U 7NR[ AD FLAIR Z d aI 1. 2, EMBEDMENT AND EDGE DISTANCE EXCLUDES FTNISMES. IFAPPLICABLE EM41MMINIMUMCODEDISTANCEASNOTEDINANC/OR SCMEOULE. J j p 1 3. SEE OETAIIS 0p SMELT 3 FOR ANCHORS ATTACHING TO MECHANICAL UNIT. Z gSll C1 CONNECTION TYPE C 1 CONNECTION TYPE C2 p t 1 v CUP • Vr1UZE (1) AT EACH CORNER FOR A TOTAL OF (A) PER UNIT C2 1' CUP - URUZE (2) AT EACH CORNFR FOR A TOTAL Of (DI PER UNIT F F Z6e I UNf7 WIDTH ( 6• MAX 1 6' MAX W o g I. Z t I' CUP OffSEi I I CUP PAIR SPACING-; CUP OFFSET 9-4 Salu„• 0. Q T va I I 31 TTP MECMAMICAL m T' Y' V ITi ii---}}}---CLIP•CUP UNrT PER SPACING SEPARATE CERTIFICATION r cups r MA% . TYP. 3• MAX rir r CLIPS 3• M,N( I? . UTILIZE ( N) CUPS -ASIDE of uprt FORa)PE UNIT nRilia r mAli `I1pSA 3• MAX T3T. ; l/• SiC r` TV. 6711109NWI[LQNM 15- 2378 CONNECTION TYPE Q CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL HT 3 C32• MIPS • VnUU u) Ar EACH COMER FOR A TOTAL OF a FE C4 N.r.s. PUN VIEW • Ilowm° u U- 2• a ps,. UTILIZE (z) AT EACH COMER FOR • rorA oF PERnrr THIS DETAIL MAY BE USCO AS AN ALTERNATE GEOMETRIC I PATTFRMFORALLCONNECTIONTYPESTHATUTILIZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (0) CUPS PER UNrr. 0.060, THICK ASTM A79) STEEL, TYP. 3)-012 SAE GRADE S SHEET METAL SCREWS C, FOR CUPS UP Tor LONG. UTILIZE (S)-*12 SHEET METAL SCREWS FOR CUPS LONGER THAN S. TYP. ill C N.T.S. 0.072' OR 0.11 T' THICK ASTM A793 STEEL, 1w. 0. FOR ANY CUP LONGER THAN 10' 0.19, UTILIZE (5)'412 SAE TW. GRADE S SHEET METAL SCREWS, TY0. 00 c O e c O U 0® v.10 HOLE, WITH ANCHOR FROM I' CUP ANCHOR SUICDuLE, TYP. OTHERDIMENSIONS SIM:IAR) DETAIL b 3)•J12 SAE GRADE S SHEET METAL SCREWS FOR CUPS 4' LONG. 4-U2E 2S SHEETETALCREWFORORSCREWLONGERTHAN4% ICLIPSTYP. V-0 MOLES, NOT 10 BE USED FOR ANCHORS, TYP. FACTORY -MILLED r Y.'D MOLES: UTILIZE (1) OR (2) ANCHORS /•• FROM 2' CLIP ANCHORYPSCHEDULE. T. 0.50' z 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UN17 BY OTHERS. ALUMINUM HOUSING UNITS SHAI L BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty.30 KSI, 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL Be ASTM A653 Fy.33KS1 MIN. STEEL, GRADE 33, 22GA MIN. (1n0.0299'). 0.068' THICK ASTM 4283 STEEL CUP, TYP. WE OF UNIT SWELL BE FLUSM WITH us OF CUP, No SPACE PERMITTED, TYP. 3)-8 12 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S- LONG. UTILIZE (S)-i 17 SHEET METAL SCREWS FOR CUPS LONGER THAN 5-. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS. TYP. ANCHOR PER ANCHORSCHEDULE I/ ACMOnATEPEaN SCHEDULEK0 (VARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL j 3 •1•-0' DETAIL CLIP IS OCSIGNEO FOR FULL CONTACT WITH THE BASE OF EACH NECHANICAL UNIT, TYP. MECHANICAL UNIT BY OTHERS, ALUMINUM MOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WITH Ry30 MS. 0.12F (3).412 SAE GRADE S SHEET MIN, THICKNESS, STEEL MOUSING UNITS METAL SCREWS FOR CUPS 4' SMALL Be ASTM A553 Fy.33KSI MIN. IDNG. VTIUZE (4)-F l2 SHEETSTEELGRADE33, 226A MIN• 4-0.0299'). METAL SCREWS FOR CUTS LONGER THAN I'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE 0.072' OR 0.11Y A FOR EACH SMS. TYP. THICK ASTM A203 STEEL CUP, TYP. BASE OF UNIT SMALL BE FLASH WITH BASE Y%;:' l ) OR (7)ANCHORSPERANCHOR SCHEDULE OF CUP, NO SPACE PERMITTED, TYP- SUBSTRATE SUBSTRATE PER ANCHOR SCHEDULE 2" TIE -DOWN CLIP T1ANCHOR DETAIL 0' k3 r . "0' DETAILDETAILr CUP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF tACM MECHANICAL UNIT. TYP. 7t 15-2378 11 TABLE 1: Vu(t=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGOAT II SIRUCIURE IN THE HIGH VELOCITY HURRICANE ZONE•) ALLOWABLE ALIOF•TO HEIGHT 0.1 I nF-DOWN CONFIGURATION TYPE MAXIMUM ( SURFACEAREAOF UNIT UNIT I Cl a C4 UNIT'S LARGEST HEIGHT r WIDTH CS FACE 1 6FP 24'MAX 1 12' MIN N/A At GRACE At GRADE-4 HS2tn FT 9Fr 32. MM I —ISM WA AT GRADE• ATGRAOf E HS60 fT AFIl JITGMOE HSIOOFT H530FT fI9200fT G Ft' AT GRAM MS40FT ATGRADE M9200FT t9FT' 4B-MAX 24•M.IN M/A AtGRACE AT GRACE MilES FI j2 Fr N/A CAT G_RAOE ATGRAD[r HS40FT 16 RI M/A ATGRAOE N/A AT GRADE 20 FT' - - - - N/A At GRADE N/A Af GRADE ZS FP H/A AT GRAD[ N/A AT GR/AL 6T MAX 48' MIN WA N/A lAt GRADE N/A i- 11/A h/A ' AI GRACE ' tH4 TABLE IS PERMISSIBLE TO BE USED WITHIN THE HVH2 WHICHCONTAINS BROWMOANO MIAMI.OAOC COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY Of THIS TABLE WITHIN Cf1lWN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE VAIN A RISK CATEGORY R STRUCTURE'I r ALLOWABLE ROOF -TOP HEIGMIN) TIE-OOWN CONFIGURATION TYPE MAIOMUM SURFACE AREA OF • UNIT ) UNIT Cl I C2 UNITS Cl TS LARGEST EIGHT HT WIO1HTABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE VAT" A RISK CATEGORY 11 STRUCTURE IN THE HIGH VELOC TV HURRICANE ZONE-) ALLOWABLE ROOP• TOP HEIGHtI-j tIE•OOWM CONFIGURATION TYPE IMAWAIJM T.•. • . . _( SURFACE AREA OF UNIT UNIT . Cl C2 C3 C4 1 UNITSLAAGEST HEIGHT ) WIDTH 6 FP 24' MAX 4 12' MIN NIA A7 GRADE AT GRADE H S 200 FI 1' 3MA% 1l5' MIN M f f VNIAATGRADEN/A / 30 FT 41n' ' - ATGRAOE HS200F7 AT GRN200 ADE 5FT 6(,2 ( WA III IS FT ATGRAOE H5200FT SIFT, 4P MAX 24• MIN ILIA - I AT GRADE AT GRADE ' M f VW 12 FT'FP _ NIA 't A7 GRADENA _ AT GFLaOf 16fT' N./A ATGRADC N/ A ATGAGOE 30-F r f1/A ATGRAOC y_ N/A AT GRADE 2SFII RikN/A N/A f ATGAAOE co MAX IB' MIN • .. -^ . 30fT' N//A WA MIA AT6RAOE I36FT' _ _ 1 M/A - WA ILIA_ ATGRADE 1 THtS TABLE IS PERMISSIBLE TO BE USED WITHIN THE HVHI WHICH CONTAINS BROWARO AND MIAMI-DARE COUNTIES. CHECK WTIH LOCAL AUTHORITY HAVING PI RISOM WN F0A THE APPLIUBW TT OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult=170 MPH, EXPOSURE 0 FOR USE WITH A RISK CATEGORY II STRUCTURE') AttOWA3LEA0)F•TOP HEIGHTCI) --_-- _ - nEQOwN CONFIGURATION TYPE U MA% IMM C4 I SURFACEAREAOF UNIT UNIT CI C2 C3 — C4 UNITY LARGEST HEIGHT WIDTH fACL 6 FT, 2l•MA%• 12' MLV N/A H1200 FT AT GRADC GO FT<H 5160 fT Hf 200 Ff 4 FT' 132' MAXI 1S' MIN N/A H S IS FT 60 FT <H S 200 FT H5200 fi AT GRADE H 1200 FT Hf200 fT MS200R Aft' AT GRADE 60Ft<HS2WF1AT GRACE H5200 FT HA40 FT H5200 FT 60 FT<H5300 f7 ISMMIAHs200FT60 AT GRRADE H1200FT frt"SS1 9FT' 14S'MA%: 24•MINl2R' 1 ! N/A 6p FTlG GRADE FT• NIA MS200 FT1 16 FTI MIA AT GRADE M/A H s 200 Ft 20 FT' It/A AT GRADE NIA H S 200 Ft 75fP I N/A N/ A N/A • H13OFT 60FT<MS_20_0FT_ I.. 30 RI 4 60' MA% . 4B' MIN N/A AT GRADE N/ A N/ A .60FT< HSIBOft 36 FP r1.. - N/A N/A N/ A_ .-. AT GRADE _ AS AN EKAMKE. THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTHORITY HAVING IUAISOX:TION FOR THE APPLICABILITY OF THIS TABLE Will HIM CERTAIN FLORIDA COUNTIES- 6 FT' 124' MAX 32' MIU N/A H S 200 FT AT GRADE H S 200 FT 160 FT <H Sao F7 9P11 32'MAX IS'MIN N/A AT GRACE ' N/A H120OFT W FT<M S200 Ft 1} yyYaav S Ll'g6 X E sOlgm e a4fW ATGRAO C H5200FT H5200RHs200FT EI'w E 4CT, 60 FT<H4100 FT@Als6R' NIA HSzoo FT •60Fi< 1 S 00FT HS200FT gTr idA Cj ff 9 FT' IB' MAX 24" MIN N/A HStSFT 6pft<Hs20pfTGRADE AT GRADE H S 200 FT` 1 iA 12 FTI MIA AT GRADE EO FT<Hs 120 fC MIA M S 200 FT 9g f F i 16 FT' WAMIA Hs40 FT 60FT<1117001`T- z( t1 TyI J 20 Ft' N/A A. GRACE N/A H s 40 FT 60 FT< Hf 200 FT I IQI I i1 mrBSAn rawLB AT GRACE 25 FT' NIA M/A tl/ A 60 FT<M S200n 15-23 60- MAX 48' MIN sAT GRADE ru a 30 PT' N/A N/A - NIA 60 FT<H 9100 FI P ggBao L36 FP N/A N/A- N/A AT GRACE AS AN EXAMPLE. THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHEOL WItH LOCAL AUTHORM HAVING JURIi01CT10N FOR THE APFUCABMY OF THIS TABLE WITHIN CERTAIN fwmDA COWTtIEi. t, TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY R STRUCTURE-) 1 AILOWABUROOF-T0yHEIMM LIE -DOWN CONNGUMTION TYPE MAXIMUM 1 SURFACE AREA OF UNIT UNIT Cl CZ C3 CA UNITS LARGEST HEIGHT WIDTH I FACE 6FT 24'MAX 12'MIN 1 "51SR I M52ODFT IwR<H5120R I H32DOR H6200R 9R' ( 32'MAX I IS'MIN AT GRADE j Mf 200 FT NS700FT H92WFT I FT' i N5200FT H5200FT HS200FT HS20D FT 6R' 1 N5AOR Hf2wR wR<NS2WFT. NS200R NSZODFT HSIOO R9FV1AB - MAX IA•MIN 7 AT GRADE RH6200HS IOD FT 1 60R<MSwR 12 FT AT GRADE H9200R NS4OR HSZOOFT iwFT<MSZOOR XS200R- FT'I LMSIS FT N/ A I NSZOOR OFT. Hs IO0FT 1620R' i N/A I Nf700R H515FT HS2w FI 2S R' N/A NSAOFT I AT GRADE M t I00 R r-. - . I 60-MAX Ad'MIN wR< H5200R MS15R EDR< X SdOR 30 FT N/A I 60F1<H 1160FT AT GRADE Mi Z00 FT 36 FT'~, N/A I AT GRADE AT GRADE MSZODFT TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 0 STRUCTURE') TIE- 00WN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT CI C2 C3 I CA= UNITS LARGEST HEIGHT WIDTH FACE 24- MAX 12' MIN I AT GRADE N S 1- R SOFT i 32-MAX IS -MIN N/A Nf10D FT OFT I HSIOOR H5200FT 1 OFT 1 ATGRADE H52WF7 160R< HS180FT Ms2WFT 9FT' :AB'MAX 24-MIN' AT GRADE 12 FV N/A MS20OF7 16 fTN/A HS1SFI ry/ A' 60R< HS200 1 IO FT ... HS30FT 60 FT<HSZDOi IS Fr M/A AT GRADE wR< HS1A0 I or 0' Ad'MIN 1 - 30 FT' E I N/A AT GRADE 36 Rom_ , - N/A— •- AT GRADE TABLE 7 : Vult=140 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY 11 STRUCTURE-) ALLOWABLE ROOF•TO HEIGHT HI TIE - DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl CZ C3 CA LARGEST ) HEIGHT WIDTH FACE I 6R' b-MAX 9 III N/A Nf ZOD FI Nt30 FT 6DR< H S100 Fi MSIOOR FT 32' MAX 15' MIN N/A H f IOD FT AT GRADE 60R< HS140 Ft H f ZOD R AR, HSAOR 160R < H1200 R Hf ZOOFT Hf ZOOFT MsmFT I 1 6 FT' I AT GRADE H1200 FT HS20OFT HSZWF7 w FT<H 1100FT SOFT' `•_-- ! / B-MINI ZA'MIN ` N/A HSIOOR HfISR 60R< H S 2001, HSMDR 12 FT- N/A HSAOFT AT GRADE MSZED FT I 60R<HSIOOR60R<HS90R T6 FT + N/A AT GRADE ~• N/A M t 200 R ~ 20FT, ^ MIA AT GRADE GRADE Hf70DR ' 60R <NS Z.,S-_AT J 2S FI' WA Tr RADE N/A HSZODR f 6D' MA7E Ad'MIN --_..- - N{40R 30 R' N/A NIAN/A' 60 FT < H S Z00 R AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CHECK WIT" LOCAL AUTHORITY HAVING )URMC710N 36 FT., N/A N/A N/A AT GRADE FOR THE A PLICAIIIITY OF THIS TRITE WIT MIN CERTAIN FLORIDA COUNTIES. 60 FT < 11 S 200 R Hf20DR I H920DFP << i MS2WFT yam, HfISR FT<Ht IOORI I G Za ym, W B7j` Gu%•`r' N A L HS2(IDR I H57DOR t H$200R I HSZOOR MSAOR NlZODFI R< HSZOOR bG AT GRADE H t 140R H S 20D FT AT GRADE H52EDR P AT GR` W_ Hf200FT ATGRADE* H520DFT j IJ NIA H520DR Z N/A • • H f 30 R ! 0 le r 6DR<N i200 R• Lj 5 Zcc a y Lu a Z g9 a c 15- 2378 W ENGINEERING EXPRESS® IFPRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number. FL#14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled 'Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5. prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with ASTM017.61-88 test standards per test report(s) #TEL 01970387A and #TEL b19703876 by Test, lu0 l oratories, Inc. _, Q.Y':• .9%.-i ,n STRUCTURAL ENGINEERING CALCULATIONS Rfsed En neer's Seal Valid for Pages• 21 •,' Structural engineering calculations have been prepared which Z evaluate the product based on comparative and/or rational r analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height 3. Minimum Unit Weight Frank ep, PE004 9 W v p:5 4. Maximum Allowable Unit Surface Area of I 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW. ENGEXP.COM WENGINEERINGCXPRLSS` 4/14/2015 BMP International — Steel Tie Doom Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM Revision d City of Sanford Response to Comments O Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152i.1 2 Email: building@sanfordfl.gov Permit # Submittal Date 10/25/17 Project Address: y 2g 10 G y (11/0\U L'N L 0 2° Contact: Daphne Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: L Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals RECORD COPY CBUCK Engineering Spedalty Structural Engineering CBUCK, Inc. Certificote of Authorizotion #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 RE SION Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 fw.. D.m.d lingo D.Cuwk S b ww CENSF. F,Q: No 31242 LU T' STATE OF F '••.1OR10P .•' 70NAI tt "o` DiCk Wp Sipwd by: bract L MxUna. P.I. CBUCK, Inc. 2015.03.0210:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL Il: FL 16568.1 RI Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 25-104-MM2-St0RV-ER_14 of 7IN SpEK:1c9lfy Structural r=nglnEsPfU1Q CBUCK, Inc. Certi/Icote of Authorizotion a8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF f Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. CBUCK Engineering FL #t: FL 16568.1 RI Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER 14 Page 3 of 7 Spedalty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code Sth Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval". Oration for aaalication outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #t: QUA 1824). FL ##: FL 16568.1 RI Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 1 -1 MM2-St0Rv-ER 14 of 7N Spedaltt j Structural Engtneertnq CBUCK, Inc. Certificote of Authorizotion u8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4% 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #t10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 CBUCK Engineering FL #: FL 16568.1 RI Date: 2 / 26 / 15 Report NO.: 15-104-MM2-StORV-ER 14 Page 5 of 7 ISpedalty Structural Englneerinq CBUCK, Inc. Certificote of Authorizotion #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. a Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC Sth Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) CBUCK Engineering FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORWER 14 Page 6 of 7 SpedaltLj Structural Engln~nq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel off Ridge Vent Attached to Wood Deck 4 1/2 in. I 1 5-1/2" Profile Drawinas 18-1/4" 12" Side View (Not To Scole) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Of Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Mod Screws Lower Slope Front) Typical Side View (Not To Scole) 3" Higher Slope Back) CBUCK EnginPPrinq FL #: FL 16568.1 RI Date: 2 / 26 / 15 Report No.: IS-104-MM2-StORV-ER 14 Page 7 of 7 SpEKcicgWw S Tucfiural Enolnenertno CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 12" o.c. 1 12" 4" o.c. 4" o.c. Typical, Maximum Nominal Lengths y.J 2411L i Typical Fastener(s) 111 Gauge Ring Shank Roofing NailORBaseFlange 10 min. WNA Screws Top Plan View (Not To Scole) Typical Fastening Pattern) I ,,• J, may. J Typical Ridge Vent Assembly Isometric View (Not To Scole) 00 Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws DESCRIPTION AS FURNISHED: Lot 291, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Sudhir Kasobo Ramomohon Roo and Sushmo Nagarojaioh Lakshminaroyona Rao; Inspired Title Services, LLC; First American Title Insurance Company; Taylor Morrison Home Funding LOT 304 N 00° 10' 44" W REC. 4596 I.R.' 40 00• REC. 1/2" I.R. 4596 LOT 291?- 19.80' 19.80' 3.5'x7.0' AC PAD 5.00' 14.3 15 7' 5.00' o COV'D. b o; BRICK w o 5.00' I • 1 8' RECESS FOR POCKET SLIDER W h. COO O TWO STORY RESIDENCE O F.F.-23.92' a) O o CNZ O O O nZ LOT 292 00 LOT 290 5.0' h 5.00' COV'D. o BRICK 0; 0 8.7' 421? 12 G CY0; BRICK WALK 1 5.00' 16' 1 ZJ(1 BRICK DR. 25.20 5.20' ON 0 ON 235,03' • ryry' PC) SET SET I.R. C NSTR C ON I.R. e.e.) S 00010' 44" E 40.00' ON LOT AREA CALCULATIONS Otl4e LOT - 4,800 LIVING = 1,467 GARAGE - 455 SO. FT SO FT SO.Ff. ENTRY 71 SO. FT. LANAI 139 SO FT ROCKY GROVE LANE BREEZEWAY= N/A so. FT DRIVEWAY 40J SOFT. j50' R/W) TRACT I AIC PAD = 18 so.FT. UTIUTY & ACCESS R/W WALKWAY = 70 IMPERVIOUS = 54 6 SOFT. R G 0 2,623 SOD - 2.177 SO FT SOFT. OOyF OFF LOT AREA ULASO.FT. RIW =440 Qe PROPOSED FINISHED SPOT GRADE ELEVATION APRON = 110 SO FT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 SO FT. V'-ft PROPOSED DRAINAGE FLOW FRONT a 25' SOD - 130 SOFT LOT GRADING TYPE A PROPOSED F.F. PER PLANS 23.9' REAR = 15' SIDE = 5.0' PROPOSED INFORMATION SHOWN AL A A : AREA = 5,240 So.FT. SIDE CORNER = 10' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ INSTRUCTIONSANDNTNOTCLIEFIELDER/FIED SOD= WALK 2,307 SO. FT CR UASIENME'YER - SCOTT & A S,S'OC. , INC• - LAND SURVEYORS. LEGEND - LEGEND - P . PLAT rOL• . PONT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL, 32807 (407)-277-3232 FAX (407)-658-1436 r FIELD TV. 'TYPICAL NOTES. I.P. IRON PIPE PRE. PONT Or REVERSE CURVATURE IR IRON ROD LE. POINT Or C04UND CURVATIRK I. THE UND[ MWO DOES HOIEBY COMFY THAT THIS SURVEY MEETS THE STANDARDS Or PRAORCE SET FORTH BY THE FLORIDA BOARD OF PROFESSJO" SURVrMRS AND WPPpIS W CHAPTER SJ-17 FLORIDA ADUWLS WMT CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C!L CONCRETE MMIUIENT RAD. RADIAL SET W. • 1/2' IR ./BU ISIS • NON -RADIAL 2. UNLESS 019MO WITH SVAVEYDRS SIGNATURE AND OR100NL RAISED SEAL TNOS SURVEY MAP OR COPIES ARE NOT VAUD. VITHEM S• TMIS SURVEY WAS PREPAREV FROM TIRE INFORMATION FURNISHED TO THE SURVEMR. MERE MAY BE OTHER RESTRICTIONS P.D.R.P.P . R. AC.COINT E orop LNG CALL • CALCULATED F.G.C. POINT Or COMMENCEMENT RBA • PERHAONT REFERENCE NONMENT OR EASEMENTS THAT Aff THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OINERR'ISE SHOWN. I • CENTERLINE Ff. ! FINISHED FLOOR ELEVATICN HAD NAIL L DISK BSL. BUILDING SETBACK LINE 0. THIS SURVEY IS PREPARED FOR THE SOLE BENETIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/V • MARKDAYDRRLNCIBCAR B. OWENSIONS SHORN FOR THE LOCATION Or IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. CAS[MENi D.D. BASE REARINGCASERMNMENT 7. BEARWGY, ARE BASED ASSUMED DATUM AND ON THE LINE SHORN AS BASE BEARING (B.B.) DRAIESMT. DRAINAGE B. CLEVATIONSLr SNORH, ARE SUED ON HAITGNAL GEODETIC DATUM OF tR2B, UNLESS OTHERWISE NOTED. UTIL CLr • CHAIN T CLFC. • LINK FENCE R. CERTIFICATE OF AUIIOI1/L1110N No, 45D0. No, VDft. • VOOD FENCE VDDDC/ o CONCRETE BLOCK P. C. POINT OF CURVATURE SG11E F— 1• TO'-1 DRAWN BY: ••• P. T. • POINT Or TANGENCY DESC. • DE, IPIIDN CERTIFIED BY,• DATE ORDER No. _• L . ItRADIUS LCNGTHPLOT PLAN 03-10-17 1061-17 D • DELTA C CHORD REVISED PLOT PUN 05-31-17 C. R. " CHORD BLARING NORTH FORNBOARD FOUNDATION/ELEVS. 08-01-17 FINAVnEVS. 12-19-17 3071- 17 5789- 17 THIS BUILDING/PROPERTY DOES. NOT UE WRHIN K sc. iESTHEESTABLISHED100YEARROODPLANEASPERFIRM' GRUS NMEYER, R.L.S. / 4714 ZONE C' MAP / 12117C 0055 F. W.SC TT, R.LS 1 4801