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Home My WebLink About3912 Night Heron Dr 17-3195; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT 1- /9 r STATEMENT NUMBER: 17100008 DATE: November 28, 2017 BUILDING APPLICATION #: 17-10000868 BUILDING PERMIT NUMBER: 17-10000868 UNIT ADDRESS: NIGHT HERON DR 3912 17-20-31-502-0000-0780 grTRAFFICZONE:022 JURISDICTION: d` lvot SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3912 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 78 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hou$$ing 705.00 ROADS -COLLECTORS N/A 1.000 dwl unit 705.00 Family Housing .00 1.000 dwl unit 00 FIRE 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHQOLS CO -WIDE ORD Family Hou * ng 5,000.00 1.000 dwl unit S,000.00 PARKSSingle LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT c RECEIVEDBY: AjW,0j'?& G 13g&q SIGNATURE: x r,iN r+Cl'0 1 ., i PLEASE PRINT NAME) DATE: 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** H SEMINOLEACOUNTYIROAD, FIRE/RESCUEIS , LIBRARYAND/OOFREEDUCATIONALR THE ISSUANCE OF A BUILDING PERRMMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. TR REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER L AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE '1OP 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATIN AVAILABLE UPON REQUEST. CALL 407-665-7356. LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 10 - 9,-7 - 1-7 I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of: Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): 6a' The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing instrument was acknowledged before me this day of 200tj-, by Robert Willets who is ersonally known to me or o who has produced as identification and who did (did not) take an oath. Notary Seal) Sheyne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 0 Expires6/21/2021 Rev. 08.12) Notary Public - State of _ Commission No. My Commission Expires: CITY OF SANFORD BUILDING R FIRE PREVENTION PERMIT APPLICATION Application No: 1-4- 3145 Documented Construction Value: $ 59 2-5 Job Address: 3912 N t 4 k+ K=rrn L*%— Historic District: Yes No P Parcel ID: Residential © Commercial Type of Work: New © Addition Alteration Repair Demo Change of Use Move Description of Work: -Pt czwt6(r14 1 br 66z r a (1 aloct-S, S .rircF mcC'=/) Plan Review Contact Person: plow- > Sit b'-; bu'4-er Title: Phone: Name Street: City, State Zip: Fag: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name 12 i tca . PILyt b 1 a>4 Phone: -+Z -+- 2-(f3 - 38 74-3 Street: Ci1- ol Fax: City, State Zip: Or-t c- 1 o , iZ 2-Yyi State License No.: C1 Fr` o10 3 4* Z Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: P Edition (2014) Florida Building Code Revised: June 30, 2015 hermit 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. I Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lieri 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 & 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. I 12 Signature of Owner/Agent Date Signature of Contructor/Agent Print Owner/Agent's Name Print Contractor/Agent's Name 12—i5— 17 Signature of Notary -State of Florida Date Signature of Notary- t of Florida Date ESA;g A1Y CO!04EXPIRt8 4 Od TiWnterc Owner/Agent is Personally Known to Me or Contractor/Agent isonally Known to Me or Produced ID Type of ID Produced ID Type of ID 1. BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Rol f Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: I New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application II G 4 i 2 CITY OF SANFORD BUILDING lli FIRE PREVENTION PERMIT APPLICATION Application No: 14 - 3) 43 Documented Construction Value: $ 54 25 Job Address: 3912 N t 4 k+ f -Fcn-rcn Zr Historic District: Yes No Parcel ID: Residential Q Commercial Type of Work: New © Addition Alteration Repair Demo Change of Use Move Description of Work: A c.zw bt Q 1-b. 66Z , ci(1 21nca-s•2.5 L i-4c-F v tic cicl) Lct '-v' Plan Review Contact Person: J'ca, Beni b,j bald-Pl Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name Plt_aavtb; r% Phone: -+Z-+- 2-(3- 38 :)-3 Street: ci- -01 Fax: 401-- City, State Zip: Or4crudo , F-r- State License No.: 0 Fri_ o24 3 4' Z Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date T:--' J----- 12-15-2, 7 Signature of Contractor/Agent Date Print Contractor/Agent's Names Signature PAT SUSI kiy Mt%AISSION 8 FF 120904 EXPIRES: August 25, 2018 Bonded TAm NIM Puft uo* wn eis Fez' 1-2 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: COMMENTS: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30. 2015 Permit Application w CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ _ )'11) J Job Address: 3 . j-E',f C')r nr Historic District: Yes NoParcelID: Residential CommercialTypeofWork: Ne v Addition Alteration Re airp Demo Change of se Move Description of Work:. -) r.m Q V ri t Plan Review Contact Person: Title: Phone: Fax- Email: i• Property Owner Information Name [ Street: - City, State Zip: Name la Street: City, State Zip: 1 Phone: Resident of property? rmation Phone: '- ,141 n 1_Q r-f(, — Fax: CIO-1 - lnL4 r7 C 9 f State License No.: C , Q o L Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E- mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. 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 commencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'a Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application 4W t A NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. 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 willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of Owner/Agent Date Print Owner/Agent'. Name Signature of Notar(-State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID aturc of Contractor/Agem Date ZC/Agent's tdame gnature of NotaryState of Florida Date PAMELA S TERNUS w Commission A GG 110622 Expires August T, 2021 400 noP 9ala4d MMftogel NWery SW to Contractor/Agent is Personally Known to Me or Produced ID ype 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: COMMENTS: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30. 2015 Permit Application sqi2,l dt I-3195 TRI-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: UII I REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT Wyl" J'"a n ii c c..,.c. c 7 `d PROCTOR CONTRACTOR •54 o I, y-h- } I .. 5 SPECIFICATION: rt 5 rn 7 _ , 1 REPORTED TO: OPTIMUM MOISTURE: z • I % ILOCATION• MAXIMUM DRY DENSITY:,,,-, -7 . ) IMATERIAL: L-c%\\ i DATE TESTED: 1)r - o " LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT Or MOISTURE. INCHES tbs. cu. ft. tbs. cu. n. MAX. DENSITY PERCENT 0 — I nl.. rj . 5 / l '"I L( q1 6 - I I . 6 LC. gIr..1; y2 3 9 , 7 Submitted by, . LOT AREA CALCULATIONS LOT 8.632 SO.FT. LIVING AREA= 1.909 SOFT. GARAGE 403 SO.FT. PORCH a 70 SO.FT. DRIVEWAY a 405 SOFT. PATIO 100 SO Fr. WALKWAY a 77 SOFT. A/C PAD 9 SO.FT IMPERVIOUS- 34.4 X SOD 5.659 SOFT. OFF LOT AREA CALCULATIONS R/W 2.091 SOFT. APRON 114 SO.FT. SIDEWALK 375 SQ.FT. SOD 336 SO.FT. TOTALAREA AREA 10.723-S-67T. DRIVEWAY 519 SO.FT. SIDEWALK a 452 SOFT. SOD 5.995 SO.FT. I I' WYNDI'IAM PRESERVE is LOT 76 SPECIFIC PURPOSE I 'SURVEY FORMBOARD) VMDHAM PRESERVE ' I LINEN894303PCP R C1 PCP ''E _ LOT 78 80. 0055.01' PB 81. PG 93) I ' NIGHT HERON DRIVE 50' RIGHT-OF-WAY o PRIVATE ROAD) /CONC CURBoioDEMENSIONNOTE: Proposed building dimensions I I PROPOSED 5' o shown hereon are of the exterior. fCONC SIDEWALK ct N89'43'031E 75. 00' 10' UTILITY ?S EASEMENT ( P) I-- -- — — — — — — — — —— N_— -- I!V: 20. 0 18. 0, 13.3 Q i ' N n Building Setbacks I Z Setbacks: Per construction plans for WYNDHAM PRESERVE' City of Sanford DiLJ PROPOSED i I STORY RESIDENCE 3912 NIGHT HERON n DRIVE 1827 FIREFLY ELEVATION - U GARAGE -LEFT FORMBOARD FFE-- 22.34' Seminole County. Florida. I LOT 78 AREA = 8.632 S. F. t Front = 25' I i 18.0' 39.0 18.0' Rear a 20' I i 14.2 14.8 Side = 10' o 0 rn rn 1 10' WALL EASEMENT 75.00' S89152108NW TRACT D LANDSCAPE BUFFER) BUII.DING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout i shown hereon prior to any construction, and Immediately advise GeoPoint Surveying, Inc. of I any deviation from Information shown hereon. Failure to do so will be at users sole risk. i 9v' U,, " LEGEND: ADUSSD— Access/Drainage/UGGUes/Sldewlk LB—Ucensed uslness SuBfP—Backflow Proventer Sight Distance Easement S Sun ay PRM— Partnanent Rat. Monument 1. Current title trif R 0 Reported Oeaeription PCP — Permanent Control Paint FPkI —Florda Power k tight been furnished to plot plop. , P Plat FFE —FinishFloorElevationD..—Dead Book O. R.—Official Records Book Water Meter 0-4 — Water Valve 2 Roods, walb.+c P.B.—Plat Book 1CIr—Fire Hydrant taken from engine Pq.—Palo SIC®—Reclaimed Water Meter Qev.—Elevation Rem Reclaimed Water Valve 3. Elevations stew Cone.—Conerete Cable go* the NATIONAL GL01 BP Brick Paver m- Telephone Box SW —Sidewalk M —Electric Bo: 4. Proposed grade FFE Finished Floor Elevation Utility Pole are from the can CI —Curb Inlet GTI— Grote Top Inlet Guy Polo Light Pole City of Sonfordl P.U.E.—Public Utility Easement RCP Reinforced Cone. Pipe Guy Anchor OU--Overhead Utilities 5. This Specific Pr PVC —Polyvinyl Chloride m— Storm Sewer Manhole elevation of the fc NCS —No Comer Set ( Falls In Water) B—Sanitary Sewer Manhole SURVEY) SF —Square Fact iWo — Electric Handhole D.U.E.—Drains a III Easement COO —Clean Out FMGO—MUG HAI k DISK A:VD4—Irrigation Control Valve P.K.—Parker Kolon Nail p—Sign SIR —Sat 1/2' Iron Rod LB7768 woe —Cote Water Valve SPKD—Set P.K. & Disk L87768 Gas Meter FIR —Found 1/2' Iron Rod L87768 Erleting Grade FIP _Found 1 /2' Iron Pipe L87766 0 —Blow—oH Valve FPKO—Found PX Nail & Disk L87768 -ix --Drainage Flow Direction This certifies thdt FCM—Found 4'r4' Concrete Propoead Design Grade was- made under Monument PRM L87778 As— tiuilt/Eaistiny Grod Note: Some items in above le en ma not be applicable Practice 'at fa at k Survsyora drREVISIONScode, pursuat Description Date I Dwn. Ck'd I P.C. 10rder No. NOT VALID NEYOR'S NOTES: matron on the (subject property had not wPoint Surveying. Inc. at the time of this I other similar items shown hereon were ing plans and errs subject to survey. hereon are in it and are referenced to TIC VERTICAL DATUM Of 1929 (NGVD29). finis Md flo I elevations shown hereon ruction plan ior;'WYNOHAM PRESERVE% iminole County. Florida. wse Survey Is Ifor the location and V O O LOT 79 h PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X* nboards only ( INS IS NOT A BOUNDARY DESCRIPTION: LOT 78, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida hereon described property 555 Winderley Place, Suite 109 9-Ndo to the Standardsof M6ltlflnd, FL 32751 f Professional Phone: (321) 270-0440 do Administrable Fax: (813) 248-2266 Statutes. Licensed Business No. LB 7768 GeoPoint\ Surveying, Inc. a : NO LS691.5 Drawn:MTP Checked:JDL P.C.: Data Flle:&%=fAst-Pbt E AN THE ORIGINAL Date' 1/10/18 Dwg:W=w& AoM Order No.: - 0 SURVEYOR AND MAPPER SEC. 17 — TWN. 20 S. — RNG. 31 E. Field Bk: — f t' CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D 1 Application No: `7- 31 q5 Documented Construction Value: S 4.462.00 Job Address: 3912 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-0780 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 Enegry Air Ct Fax: City, State Zip: Orlando FL 32810 Name: State License No.: CAC1816317 Architect/Engineer Information Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i6 Edition (2014) Florida Building Code Revised: June 30. 2013 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 anti zoning. Signature ofOwner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID oe 1 /26/2018 gr Signature of Contractor/Agent Date Robert Kulp rt ontractor/Agent' N the 1 /26/2018 St ature of Notary -State of Florida Date Or 0 Notary Public State of FloridaArionnaCRosenwinkel My Comrtleslon GG 147038 w Expires 10/0112021 Contractor/Agent is ersona ly flown to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: Fire Alarm Permit: Yes No WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER lob #: 33320 Date: 8/2/2017 144683 Subdivision I Phase I Bid I ULI I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 10781 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 3912 Night Heron Dr CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford JFL 132773 Model/Bldg: 1827 S Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a A/H-2 or Furnac( Job Contact: S Woolwine A/H-1 or Furnace FB4CNP030L00 Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NB03000G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnac( Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency EAI Pulls Permit yes Zoning Brand: Honeywell/Johnstone Vent. Damper YSISOA1017 my Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 13 X Flue Pipe: X Grs.Stamped Returr 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 2.20 27.72 Rou hin 2.196.00 04-Installation Labor 21.78 326.70 06-Piping Labor 6.75 114.75 Trim 2.196.00 14-Kitchen Vent Trim 02-Material/Tax 1,103.08 1,339.77 Permit 70.0001-Equipment/Tax 80.0009-Permit/Other 011-Delivery Labor 1.23 15.54 20-Pull Material Labor 2.47 31.07 Total Contract: 4,462.00 12-StartupLabor 2.50 42.50 tol, Or, h 4z,6 Level 1 MBed 10x8 93ctrn Fam/CXn/K8 6' 6" t2x6 145 On 18x8 7- iVLO 6" 47cin 4' Y 1OxiO 93CIM 29Ctn OR: 1 wc ILI& Lt, aid s0 00Bed4Foyer r f O AFQJ ON METAL Sly 2.5 Ton 240V / 5KW FP 14 x6 I7" 1296rh."4 189ctrn Garage Job It Starlight -Wyndham Preserve Performed for. Lot 78 -1827 UL Sanfaid. A 32773 Bed3 Energy Air, Inc 5401 EneigyAir, Ct O&rxb. FL 32810 Phase: 40743863M www.enegf*can GRennm@enegfakcom Scale:l/8" =1'0" Page I RWd-, UniWMW 2017 17.028RSU17013 2017SeP20162726 am Reserve% t78-1827 ULrup 44, RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 78 - 1827 UL Builder Name: Starlight Homes Street: 39%a W ( "6--* Z) ti973 Permit Office: S i I ountyW4f - 3 1 9 5City, State, Zip: Sanford. FL, Permit Number. 1 SANI ORD Owner. Stia 1-tta r a, Jurisdiction: &q16jp O Climate Zone 21FpAR,z DesignLocation: FL, SanforY County:: Seminole (Florida 1. New construction or existing New (From Plans) 9. Wall Types (1820.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Blodc - Int Insul, Exterior R=4.1 1603.00 W b. Frame - Wood, Adjacent R=13.0 217.00 ft' 3. Number of units, if multiple family 1 c. WA R= ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1909.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1909.00 ft= 6. Conditioned floor area above grade (ft2) 1909 b. N/A R= ft' Conditioned floor area below grade (W) 0 c. N/A 11. Ducts R= ft3 R fY 7. Windows(161.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 381.8 a. U-Factor. Dbl, U=0.34 120.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtulhr Efficiency SHGC: SHGC=0.25 a. Central Unit 30.0 SEER:14.00 c. U-Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft' a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1909.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1909.00 ft' b. Conservation features b. N/A R= ft' None c. N/A R= ft' 15. Credits Pstat Glass/ Floor Area: 0.084 Total Proposed Modified Loads: 57.17 PASS TotalBaselineLoads: 57.20 I hereby certify that the plans and specifications covered by Review of the plans and jrTKE Sr9r this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance J e 2/ with the Florida Energy Code. n,,• .; 3 , O PREPARED BY: Before construction is completed DATE: G this building will be inspected for 0 compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy de. OD WME OWNER/ AGENT: BUILDING OFFICIAL: DATE: DATE: II2-/2'r7 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualities 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 starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 an for whole house. 9/ 20/2017 4:29 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 F FORM R405-2014 PROJECT Title: Building Type: Owner. of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 78 - 1827 UL User 1 Starlight Homes Seminole County Single-family New (From Plans) Bedrooms: 4 Conditioned Area: 1909 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Street Address Lot # 78 Block/SubDivision: Wyndham PlatBook: Street: County: Seminole City, State, Zip: Sanford , FL, 32773 CLIMATE J Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1909 17753.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1909 17753.7 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 171.8 It 0 1909 ft' 0 0 1 ROOF v # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Tested Tested Insul. Pitch deg) 1 Hip Composition shingles 2135 ft' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1909 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1909 ft' 0.1 Wood 9/20/2017 4:29 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 0 1 W Exterior Concrete Block - Int Insul Main 4.1 58 6 9 4 546.0 ft' 0 0 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 18 6 9 4 172.7 ft' 0 0 0.6 0 3 E Exterior Concrete Block - Int Insul Main 4.1 55 9 9 4 520.3 ft' 0 0 0.6 0 4 S Exterior Concrete Block - Int Insul Main 4.1 39 0 9 4 364.0 ft' 0 0 0.6 0 5 N Garage Frame - Wood Main 13 23 3 9 4 217.0 ft' 0 0 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Main None 39 3 7 21 ft' 2 Wood Main None 39 2 8 7 18.711' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 1 Vinyl Low-E Double Yes 0.34 0.26 30.0 ft' 1 It 0 in 1 It 0 in None None 2 N 2 Vinyl Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 3 It 8 in None None 3 N 2 Vinyl Low-E Double Yes 0.34 0.26 15.0 fN 1 It 0 in 5 It 6 in None None 4 E 3 Vinyl Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 It 0 in None None 5 S 4 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft' 1 ft 0 in 1 ft 0 in None None 6 S 4 Vinyl Low-E Double Yes 0.34 0.26 45.0 ft' 1 ft 0 in 1 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 403 ft' 403 ft' 64 It 9.3 It 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2071.3 113.71 213.85 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2• 30 k8tu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 dm 0.7 1 sys#1 9/20/2017 4:29 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS Supply — Return— Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 381.8 ft Main 95.45 ft Prop. Leak Free Main cfm 57.3 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinJan Venting Feb [ Mar Feb [ X Mar E A r pr i Ma Jun Jul Au iMayriJunriJulrjAuSe Sep W Oct Nov Oct XNov Dec Dec Jan Feb [[XX Mar X A r May Jun Jul Aug Se Oct [X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 PM 80 78 80 78 78 78 78 78 78 78 80 80 80 80 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 787878787878787878787878Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 686868686868686868686666Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 686868686868686868686666MECHANICALVENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 62 0 0 1 - Electric Heat Pump 1 - Central Unit 9/20/ 2017 4:29 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U-Factor Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1603.00 ft2 b. Frame - Wood, Adjacent R=13.0 217.00 ft2 1 c. N/A R= ft' 4 d. WA R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1909.00 W 1909 b. N/A R= ft2 Area c. N/A R= ft2 120.00 ft2 11. Ducts R ft= a. Sup: Attic, Ret: Main, AH: Main 6 381.8 41.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 30.0 SEERA4.00 ft2 1.000 ft. 0.257 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1909.00 fl= b. N/A R= ft2 c. N/A R= ft2 13. Heating systems a. 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: i y, Date:}- Address of New Home: 4)"aity/FL Zip: kBtu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/20/2017 4:29 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 78 -1827 UL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State. Zip: Sanford, FL, 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford 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. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow Cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight. IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 9/20/2017 4:29 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 78 - 1827 UL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1909 sq.ft. Cond. Volume: 17754 cu ft. Envelope Leakage Test Results Regression Data: Is] n: ii Leakage Characteristics CFM(50): ELA: Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: I EgLA' ACH: SLA: ACH(50)' : For prescriptive projects, tested leakage must be 7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(0, (9), or (i) or an approved third party. A written report of the results of the test shall be signed by the party oonducting 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: 9/20/2017 4:29 PM Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7). Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or 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: EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software OF-t1KE STgl 16. Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 78 - 1827 UL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by 01gHE STgl testing to Section 803 of the RESNET p, ` 0, Standards by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed PC —III s as set forth in Section 489.105(3)(f), 1++ o g), or (i), Florida Statutes. OWE BUILDING OFFICIAL: DATE: 9/20/2017 4:29 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Project Summary Job: Stadlght-%ndhamPrese wrightsof° • 4118/2017 Entire House Da ... Energy Air, Inc Plan: 1827 U 5401 Energy Air, Ct, Orlando. FL 32810 Phone:407-886.3729 Email: GRenner®energyairaom Mb. ew%v.energyairmm Project Information For. Lot 78 -1827 UL, Starlight Homes Sanford, FI 32773 Notes: Design Information Weather. Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 68 OF Design TD 24 OF Heating Summary Structure 15199 BhJh Duds 2027 Btuh Central vent (62 dm) 1621 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 18847 Btuh Method Construction quality Fireplaces Area (" Volume (fP) Air changesihour Equiv. AVF (dm) Infiltration Simplified Semi -tight He tin Cool1910in 17760 17760 0.26 0.14 77 41 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TO 18 OF Daily range L Relative humidity 50 Moisture difference 44 grAb Sensible Cooling Equipment Load Sizing Structure 14900 Btuh Ducts 3646 Btuh Central vent (62 dm) 1199 Btuh Outside air Blower 0 Btuh Use manufacturer's data Rate/swing multiplier y 1.00 Equipment sensible load 19745 Btuh Latent Cooling Equipment Load Sizing Structure 2027 Btuh Duds 576 Btuh Central vent (62 dm) 1840 Btuh Outside air Equipment latent load 4443 Btuh Equipment Total Load (Sen+Lat) 24188 Btuh Req. total capacity at 0.70 SHR 2.4 ton Cooling Equipment Summary Make Carrier Trade CARRIERAIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 20020 Btuh Heating output 28600 Btuh @ 47"F Latent cooling 8580 Btuh Temperature rise 29 OF Total cooling 28600 Btuh Actual air flow 899 drn Actual air flow 899 cfrn Air flow factor 0.052 dmBtuh Air flow factor 0.048 dmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point = 34 OF Backup: Input = 5 kW, Output =17616 Btuh,100 AFUE 9dldrnalic values have been manua0yoverriddlen Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 1 Wrl htsOlFt' A 9 Right-Suite®Universal 2017 17.0.28 RSU17013 2017-Sep•20182721 Page 1 AC.c.P — Spwfidwyndham Prese.v-.t 78 -1827 UL rup Cale = MJ8 Front Door races: N r Manual S Compliance Report Job: Starlight-WyndhamPrese... W I'IQI1t50ft' Date: 411812017 Entire House Energy Air, Inc Plan: 1827 U 5401 Energy Air, CL Orlando, FL 32810 Phone:407-886.3729 Email: GRenner®energyaircom mb. www.energyaircom Project• • For. Lot 78 -1827 UL, Starlight Homes Sanford, FI 32773 Cooling Equipment Design Conditions Outdoor design DB: 92.6°F Sensible gain: 19745 Btuh Entering coil DB: 77.9°F Outdoor design VVEI: 75.9°F Latent gain: 4443 Btuh Entering coil WB: 64.3°F Indoor design OB: 75.0°F Total gain: 24188 Btuh Indoor RH: 50% Estimated airflow: 899 dm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow. 899 cfm Sensible capacity: 20104 Btuh 102% of load Latent capacity: 6015 Btuh 135% of load Total capacity: 26119 Btuh 108% of load SHR: 77% Design Conditions Outdoor design DB: 44.2°F Heat loss: 18847 Btuh Indoor design DB: 68.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfin Output capacity: 28600 Btuh 152%of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer. Model: Actual airflow. 899 cfm Output capacity: 5.2 kW 93% of load Temp. rise: 50 °F Meets all requirements ofACCA Manual S. Entering coil DB: 65.9°F Capacity balance: 34 °F Eoonomic balance: -99 `F 2017-Sep-20162721 wrightsoft* Right•SuitsOUni%ersal201717028RSU17013 Pagel ACCA — SpedfickA9ndham Presene1ot 78 -1827 UL rup Calc= title Front Door faces: N' Duct System Summary Job: Starlight- Wyndham Prose wrightsoft' oats: 4/18/2017 Entire House W. Energy Air, Inc Plan: 1827 U 5401 Energy Air, CL Orlando, FL 32810 Phone:407-886-3729 Effmil:GRenner@energyaircomMb:vA&w.energyair.com Project• • For. Lot 78 -1827 UL, Starlight Homes Sanford, FI 32773 External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest hiction rate Actual airflow Total effective length (TEL) Heating 0. 50 in H2O 0. 22 in H2O 0. 28 in H2O 0. 140 / 0.140 in H2O 0. 168 in/100ft 899 ctin 167 Supply Branch Detail Table Coding 0. 50 in H2O 0. 22 in H2O 0. 28 in H2O 0. 140 / 0.140 in H2O 0. 168 in/100ft 899 clrn Name Design Btuh) Htg dm) Clg dim) Design FIR Diam in) H x W in) Dud Mail Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk eat h 632 33 20 0.377 4.0 Ox 0 VIFx 4.3 70.0 eed2 c 1631 66 79 0.349 5.0 Ox 0 VIFx 5.2 75.0 Bed3 h 3624 189 111 0.349 7.0 Ox 0 VIFx 10.3 70.0 8ed4 c 1619 76 78 0.177 6.0 Ox 0 VIFx 28.5 130.0 st2 FamanNt C 1921 64 93 0.174 6.0 Ox 0 VIFx 35.5 125.0 Stl Faffmnil - A C 1921 64 93 0.190 6.0 Ox 0 VIFx 22.2 125.0 stl FarnanA% e c 1921 64 93 0.182 6.0 Ox 0 VIFx 29.0 125.0 stl Fam0ri t-c c 1921 64 93 0.178 6.0 Ox 0 VIFx 32.4 125.0 st1 Foyer h 761 40 40 0.376 4.0 Ox 0 VIFx 4.5 70.0 Mea h 905 47 30 0.175 4.0 0x 0 VIFx 29.8 130.0 st2 Wed h 2781 145 98 0.168 7.0 Ox 0 VIFx 36.7 130.0 st2 WC h 552 29 19 0.177 4.0 Ox 0 VIFx 28.3 130.0 st2 Indy c 1076 18 52 0.170 5.0 0x 0 VIFx 29.3 135.0 st2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type dm) Cfm) FIR fpm) in) n) Material Trunk st1 PeakAVF 256 372 0.174 683 10.0 0 x 0 VinlFlx st2 PeakAVF 315 277 0.168 578 10.0 0 x 0 VinlFlx Soldrdalic values have been manuallyover idden wrightsoft° wght-Suite®lfii,.ersal 201717.0.28 RPape SU17013 2017- Sep 2018 age I 1 ACCA.-SpecifidWyndhamPresenetLot78- 1827ULrup Calc=AA18 Front Door faces: N Return Branch Detail Table Name Grille Size (in) Htg dm) Clg dm) TEL tt) Design FR Veloc fpm) Diam n) H x W in) Stud/Joist Opening (in) Dud Matt Trunk rb1 Ox 0 899 899 0 0 0 0 Ox 0 VIFx 2017-Sep•2016 2721 c wrightsoft• Rght-Suite Lini%ersal 201717.0.28 RSU17013 Page 2 ACCK... SpeafidWyndhernPresenetot78-1827ULrup Calc=MJS Front Door faces: N Job M Starlight - Wyndham Preserve Performed for: Lot 78 -1827 UL Sanford, Fl 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone:4074M&3729 www.energyaircom GRenner@energyaircom Scale: 1 /8" =1'0" Page 1 Righk%iOsO Universal 2017 17.0.28 RSU17013 2017Sep-2016:27:36 am Presereel.U78-1827 ULrup CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D vc, q5QApplicationNo: Documented Construction Value: S 6G0 •`p Job Address: 391 a _Q r ; fie. Historic District: Yes No Parcel ID: 17-20-31-502-0000- 01 $ 0 Wyndham Preserve Lot —j It Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-047-3700 1 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 d Architect/Engineer Information Name: Mulhem & Kuip Phone: 215-046-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@muihemkulp.com Bonding Company: NA Mortgage Lender: NA 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, welis, 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: 5t° Edition (2014) Florida Building Code Revised: June 30, 20I S 9) pb 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 compu with all applicable laws regulating construction and zoning. 5-1 Si re of er/Agent Date Signature o Contrac art WilIe`S Date rii QQJtti/` l Print Owner/Agent's Rame 0 Print Contractor/Agent's Name Signature Date Signature Date fvwv NOTARY PUBLIC NOTARY PUBLIC STATE OF FLORIDASTATE OF FLORIDA Comm# GG113111 Comm# GG113111 Expires 6/21/2021 E7rsonally6/21/2021 Owner/Agent is ersonally Known to Me or Contractor/Agent is Known to Me or 7. Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical [R Mechanical [R Plumbing2 Gas Roof Construction Type: q97 Occupancy Use: Flood Zone: kz TACAW Total Sq Ft of Bldg: 294b1, Min. Occupancy Load: 15 # of Stories: 93 New Construction: Electric - # of Amps O Plumbing - # of Fixtures 1$ Fire Sprinkler Permit: Yes No [a # of Heads APPROVALS: ZONING: I UTILITIES: COMMENTS: ENGINEERING: yrt, t-?,1-11tL-Q FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 94.4'/a 4%1P. 1'62? F-t fJ,1- U, GL Fire Alarm Permit: Yes No Q WASTE WATER: BUILDING: 12- 1 Z-0 Revised: June 30, 2015 Permit Application LlL It CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 -7-3 Documented Construction Value: S _ 1I 3 Job Address: 391a N;jw- l4c.Yvn 1 ) r; )(e. Historic District: Yes No Parcel ID: 17-20-31-502-0000- 011 p Wyndham Preserve Lot -1It Residential® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Pemiit Coordinator Phone: 407-708-0161 .Fag: 407-647-0700 Email:• Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 206 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name--Starlight_Homes_Florida, LLC/Robert_Willets.______ Phone--407_647-3700 Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fag: 407-647-0700 No State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: -NA Mortgage Lender: NA 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: S& 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 compli with all applicable laws regulating construction and zoning. 5-1 Si re of er/``Agent ,^ J Date Signatureo Contmc Wt Willett Date LJr1 C Q/r s`l' Print Owner/Agent'sgame Print Contractor/Agent's Name Owner/Agent is NOTARY PUBLIC STATE OF FLORIDr Comm# GG113111 Expires 6/21/2021 Date Signature ofNol}1F of$fe Mang Date Known to Me or NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 e w0 MIr 6/21/2021 Contractor/Agent isrsonally Known to Me or Produced-M Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps. Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 1216 // ' WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Pemtit Application I n oo Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & to, Dq Landscaping in Right -of -Way www.sanfordff.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the Clty's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or r sidewalk construction over 100 square feet of concrete or other material on the subject parcel and I or any construction of a E driveway, walkway or landscape Improvements within the city right-of-way. 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 fuwa tur.6elow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Calleoforopoumg 1. Project Location/Address: 2-11I a N t ahfi Verc n t i v r Sa n-EbKd 2. Proposed Activity: Driveway LAIL El WalkwayOther: 3. Schedule of Work: Start Data Completion Date Emergency Repalrs 4. Brief Description of Work: (% n s-u- i er, a V NQw :n pa_ This application is sub ' e by. Property owner. Signature: Print Name: John Reny Address: 1 G ENVA BSInLV Phone: UctS-1-10%- ptco 1 Fax: tt-Oi- f..o4-7- 4= 0100 Email: Z->k)&6hae - rr-a hd&Date: Maintenance Responsibilities/indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall Include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said Installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permlttee 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 improvement 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 Requester's expense and, If necessary, file a lien on the Requestor' s property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councllpersons, agents, servants, or employ- ees ( appointed, elected, or hired) from and against any and all Ilabllitles, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's right-of-way. I have Signature: above statement and by signing this application I agree to its terms. Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: 1 < - V -1201 1 Site Inspected by: Special Permit Conditions: Date: movemoer Nio ROW Use DrIveway pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 10 -2Z) Project Name: Wyndham Preserve -Lot —11 Project Address:391;X, FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. r L k_,,, Print N e wner/1'enant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print Nam f Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # A Eerbra k Print Name of El. Contractor ignature of El. Contractor E , M7V ` f D El. Contractor License # CALLED INTO: Progress Energy o Florida Power and Light on / / Rev. 02/10/15) THIS INSTRUMENT PREPARED" 1111111111111111111111111111111111111111 Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 GRANT MALOY r SEMINOLE COUNTY Lake Maly. FI.327AR CLERK OF CIRCUIT COURT & COMPTROLLER BY. 9021 P9 235 QPss) NOTICE OF COMMENCEMENT RECORDEDw11/08/2017401:38:51 PM RECORDING FEES $10.00 State of Florida RECORDED BY ,ieckenro County of Seminole Perot Number. Parcel 10 Number. 17-20-31-502-0000- ciTZ The undersigned hereby gives notice that Improvement 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. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) M (yndham Preserve. PB 81 Pgs 93-102. Lot -1 % Address:39la Neaw- t-m"'Y:v. Sg, 1 3a--13 GENERAL DESCRIPTION OF IMPROVEMENT. Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Titre Holder (if other than owner) Name, NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons wlthin the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Uenors Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a different date is specified) . 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 INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under pe aides of perjury, I declare that 1 have read the foregoing and that the facts stated In it are true to y k owledge and belief. , ees Signature Owners Printed Name Florida Statute 713.13(1)(9): ' The owner must sign the notice of eammencement and no one else may be permitted to sign In his or her stead State of L County of The foregoing Instrument was acknowledged before me this day of by `Ty-1 `O> [ h 4 Who Is y J f Y personal) known to me cc " Name of peman making statement 5 j z OR who has produced Identification type of Identification produced: a W oc m Sheyne Mangel NOTARY PUBLIC ptclo STATE OF FLORIDA Comm# GG113111 Expires 6121/2021 u=ateW W Q O Q u Cl a AA 5.1 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # I'7- 31qS Address: '!9?1Z oNgyW BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power TUG 30 Electric Rough 1000 Electric Final Ins ection Descri tion np10MaxPlumbing Under ound Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MEC_ HANICAL'PERMI•T I , <•= i Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 P187o0 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3912 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0780 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: FOR New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OF ICI L US' ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 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 0 The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-3195 Reviewed by: Michael Cash, CFM Date: November 21, 2017 VTR VTR 1-1/2" VTR Jll il Jil I STUDOR I I I I KS i I WC I SH y 3" LAV 3" 309 I WC 2 I o LAV 2" I 2" ( J 389 TUB 3" WM C/O Rio D o Ga D - A v PLAN 1827. PLUMBING RISER DIAGRAM Nd o°1 — L20 2 o` v z° (a Cob M C O v 0 N d I m VJYNDHAM PRESERVE - LOT T8 ty PLOT PLAN ZONINL2 DATE 2 I 4 Ok to construct single family home with setbacks and impervious areapcp shown on plan. 3y . y 0 o wtp . 1e>211 F;reJrly- U, CrL WYNDHAM PRESERVE CUNNTEER Ot PCP LOT 78 N89'43'0: Proposed) NIGHT HERON DRIVE 80.00, 50' RIGHT—OF—WAY PRIVATE ROAD) CONC CURB DDdENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: - - - - - COMMENCE at the Southwest corner of the Northeast 1/4 of said Section 17, run thence along the South line of the Northeast 1/4 of said Section 17, N89052'08"E., a distance of 544.61 feet; thence N.00°407'52"W., a distance of 89.77 feet to the POINT OF BEGINNING; thence N.00*16'57"W., a distance of 115.00 feet; thence N.89a43'03"E., a distance of 75.00 feet; thence S.00*16'57"E., a distance of 115.20 feet; thence S.89a52'08"W., a distance of 75.00 feet; to to the POINT OF BEGINNING. Containing 8,632 Square feet, more or less. LOT 77 LOT AREA CALCULATIONS LOT = 8.632 SQ.FT. LIVING AREA= 1.909 SQ.FT. GARAGE - 403 SQ.FT. PORCH - 70 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 77 SQ.FT. A/C PAD = 9 SQ.FT IMPERVIOUS= 34.4 X SOD 5.659 SQ.FT. OFF LOT AREA CALCULATIONS R/W 2.091 SQ.FT. APRON 114 SQ.FT. SIDEWALK - 375 SQ.FT. SOD = 336 SQ.FT. TOTAL AREA 10.723 SQ.FT. DRIVEWAY - 519 SQ.FT. SIDEWALK = 452 SQ.FT. SOD - 5.995 SQ.FT. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 10' POINT OF COMMENCEMENT SOUTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 I r"r -1-1 LEGEND:ADUSSD-Access Droina a UBlities Sidewalk9 / / LB -Licensed usiness BFP-Backflow Preventer Sight Distance Easement S -Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florida Power & Light P -Plat FFE-Finish Floor Elevation D. . -Deed Book Water Meter O.R.-Official Records Book D4-Water Valve P.B. -Plat Book V Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RC04-Reclaimed Water Valve Conc.-Concrete Cable Box BP -Brick Paver M-Telephone Box SW -Sidewalk E -Electric Box FIFE -Finished Floor Elevation 0-UUllty Pole Cl -Curb Inlet Guy Pole GTI-Grate Top Inlet Light Pole P.U.E.-Public Utility Easement i--Guy Anchor RCP -Reinforced Cone. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS—No Comer Set (Falls in Water) 0—Sanitary Sewer Manhole SF —Square Feet EHHo —Electric Handhole D.U.E.—Drainage/Utility Easement COO —Clean Out FMGD —MAG NAIL & DISK P.K.—Parker Kolon Nail CVD4—Irrigation Control Valve I —Sign SIR —Set 1/2" Iron Rod LB7768 W04—Gate Water Valve SPKD—Set P.K. & Disk L87768 I3I Gas Meter TfFIR —Found 1/2" Iron Rod LB7768 Existing Grade PIP —Found 1 /2" Iron PipPe L87768 a —Blow—off Valve FPKD —Found P.K. Nail & Oisk L87768 -^ft—Drainage now Direction FCM —Found 4"x4" Concrete 10.0 Proposed Design Grade Monument PRM LB7778 110.21—As—Built/Existing GradNote: Some items in above leaen mav net he ann innhlw Description I Date I Dwn.ICk'd I P.C.IOrder No. REVISED PRODUCT 1 8/15/17 1 MTP I JDL PROPOSED 5' \ CONC SIDEWALK N89043'03"E 75.00' 16! 10' UTILITY EASEMENT (P) W a o 0- o c.+ CL c PROPOSED 16.0' CONC WALK i 18.0' 20.0 i A/C PAD CV OC ya 5.7 PROPOSED14; 1 STORY RESIDENCE 3912 NIGHT HERON DRIVE Ui Co h in 1827 FIREFLY 0 ELEVATION - U O GARAGE - LEFT Z i FFE= 22.2 LOT 78 AREA = 8,632 S.F. t i 18.0' 39.0 J 0 18.0' PCP w O O y 1 LOT 79 18.©' 1 14.2 O 14.8 a- ------------ N — — — — — — — — — — — — — POINT OF BEGINNING 10' WALL EASEMENT 75.00' S89152'081W 04 ^ TRACT D LANDSCAPE BUFFER) SOUTH LINE OF 00 THE NORTHEAST 1/4 OF SEC 17-20-31 z BASIS OF BEARING) BUII.DING LAYOUT NOTE: N89'S2'08"E Contractor and owner are to verify all ' 544.61 setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGV029). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE% City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) J es D. Leviner LS691FLORIDAPROFESSIONALSURVEYOR & MAPPER NO. ..............55 NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone "X" DESCRIPTION: PROPOSED LOT 781 according to the plat of "WYNDHAM o PRESERVE", City of Sanford, Seminole v County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 77W GeoPoint_ Surveying, Inc. Drawn:JE I Checked: JDL I P.C.: jDato File:BriumEast-Plot Date: 6/21 /17 Dwg: BrusonW-Uas I Order No.: — SEC. 17 - TWN. 20 S. - RNG. 31 E. I Feld Bk., RECORD COPY PALM ER ELECTRIC Ashton Woods Homes Seminole 1827 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS fNEC 2011 - 220.82(CN31- (411 ZONE COMPRESSOR SIZE 1 3.00 TON 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER 1 7.00 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR @ 100% TOTAL LOAD FOR AIR HANDLER @ 65% TOTAL HVAC DEMAND LOAD IL GENERAL LOADS fNEC 2011 - 220.82M)(II-(41l CONNECTED LOAD 5.40 KVA BLOWER MOTOR CONNECTED LOAD 0.67 7.67 KVA 13.07 KVA 5.40 KVA 4 99 KVA 10.39 KVA LIGHTING 1909 Sq Ft @ 3VA/Sq. Ft 5.73 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA 1 LAUNDRY CIRCUIT 150 1.50 KVA 1 DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA 1 DISPOSAL(1) 0.80 0.80 KV J1tDl/VG, 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 ANFO" I RANGE/OVEN (2) 12.00 12.00 KV COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 I MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 1 7- 3 1 9530ANWPOOLCIRCUIT7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 36.23 KVA IST 10 KVA (GENERAL LOADS) @ 1006/o 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.49 KVA SUB -TOTAL (GENERAL LOADS) fNEC 2011 - 220.82(B)l 20.49 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.49 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(All 30.88 KVA MINIMUM SERVICE SIZE 128.65 AMPS RECOMMENDED SERVICE SIZE 150 AMPS 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: WP0078 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WP0078 Model: 1827 Tampa, FL33610-4115 Lot/Block: 78 Subdivision: Wyndham Preseve 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: FBC2014frP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 17 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date 1 IT12304465IC1 10/19/17 12 1 T123044661 C3 1 10/19/17 13 1 T123044671 C5 1 10/19/17 14 1 T123044681 E7 1 10/19/171 15 I T123044691 HJ7 1 10/19/171 6 IT12304470IT01 10/19/17 17 IT12304471IT02 110/19/171 18 I T123044721 T03 1 10/19/171 19 I T12304473 I T04 1 10/19/171 110 I T12304474 I T05 1 10/19/171 Ill IT12304475IT06 110/19/171 112 I T12304476 I T07 1 10/19/171 13 IT12304477IT08 10/19/17 114 I T123044781 T09 10/19/171 15 IT12304479IT10 10/19/17 16 T12304480 T11 10/19/17 17 IT12304481IT12 10/19/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. 17-3195 0 L 01% SANFORD 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. PSiAr i f 0 iO . • ' E ' N 3 3 0 ATE O F 4J 1111111 Thomas A. Mani PE No.39380 Mlrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 19,2017 Albani, Thomas 1 of 1 Job ruse puss type T123e.465 Ct Jack -Open 10' V 4 t Job Reference (optional) tdudoent FttW50urce. I arrpa, Plant Gay, f10"Ca;Se066 r.oau s rug r o zu t/ mi pen mausmes, Inc. rnuv ,v uYa e:VZ—r/ r.q.. ID:rbOYL3Jo 1 CV 1 U 1 FgSJd63xypdA?-ySnCgjretl4U4n7W N2HTfgbRmnVUTHFUrCa6glyRvOt 1-0.0 1.0-0 1-0-0 140 Scale a 1:6.6 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(rL) -0.00 2 >999 180 BCLL 00 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-8/Mechanical, 2=125/0.8.0, 4=9/Mechanical Max Horz2=30(LC 8) Max Uplllt3=-8(LC 1), 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1), 4=18(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=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vedfy design perameten and READ NOTES ON THIS ANO INCLUDED MREK REFERANCE PAGE MD7473 rev. 160MIS BEFORE USE. Design valid lot use only with MlleM connectors This desIM is based only upon parameters stlomi. and Is lot an Individual txAdtng component. not a Was system. Before use. the bJldnq designer must volty the applicability of design parameters and property Incogorale this design Into the overall blalng design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and pormaent txaCing MiTek' prevent It always recrired for stabllty and to prevent collapse wllh possible personal trtpay and property damage. For Uerwtal gala nee re"c lrvj the fabrication, slotcroo, delivery, etectio n and bracling of trusses and tans systems, seeANSI/rPI I Quality Crlterda, DSO-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety information avdtaMe from true Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 o fuss rues Type y Ply T123o.46s wP0078 C3 Jack -Open 4 1 Job Reference (optional) 6Woers Fusl5oufce, Tanga. Plant Gdy. Fonda 33555 V'4o a Aug 16 z01 / Mr ex lnauslnes, me I nu um iv Vv:Iv:uz Pal r rage 1 ID:rbOYL3Jo1 CV 1 U 1 FgSJd63xypdA?-ySrlCgirehl4U4n7W N2HT(gbR6nURTHFUrCa6glyRvOt 1-0-0 3-0.0 1.0.0 300 Scale = u 10.9 2x4 = 300 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 2.4 999 240 MT20 244/190 TCDL 7.0 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 n/a rVa BCOL 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=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Horz 2=59(LC 12) Max Uplifl3=-42(LC 12), 2=-72(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(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 3-0-0 oC puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psh BCDL=3.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) zone;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load 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 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Varlly design pamnefers and READ NOTES ON MIS AND INCLUDED MfTEK REFERANCE PAGE M114473 rev. faaSMIS BEFORE USE Design valkl for use only with MI1ek8 connectors. Inls design 6 based only upon parameters shown, and Is for an Indh4ckual Wilding component. not a truss system. Before use, the txdtdxlg designer must verity the arolcabllly, of design parameters and property traofpotate nk design Into the ovorall ding design. Bracing indicated Is to lxovonl trickling of Incllvldual truss web arc!/of chord members only. Addllkxal lernlxrory and permononl tracing MiTek' 6 always facpulied tot stability and to prevent collapse wgh posse personal"arid property clarnage. For general gtdcknce tegatc9ng the labfkallm sloroge, delivery, erection anct txodrlg of trusses aril truss systems, seeANSI/IPI I Quality Critoda, OSS-69 and SCSI Sullding Component 6904 Parke East Blvd. Salary IMormallon ovallatre kom truss Plate Institute. 218 N. Lee Stroel. SJte 312. Alexandrio. VA 22314. Tampa. FL 33610 Job Cuss Truss Typo' tY Tt2304467 W P0078 C5 Jack -Open 4 1 Job Reference clonal Builders FastSou(ce. Tanya. Plant Gay. Mirda 33565 r.64V a Auq I [ul t muetc tnaustttes. tttc tnu va ro—Ie av1 i rUV. I ID:rbOYL3Jo 1 CV t U 1 FgSJd63xypdA?-OeLbt3SHS 1 CLhxijxloiB28xj8nnCkUe4sJiDByRvOs 1-0-0 5-0-0 51.0.0 -0-0 20 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(rL) 0.07 2-4 820 180 BCLL 00 ' Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=114/Mechanical, 2=253/0-8.0, 4=46/Mechanical Max Horz 2=91(LC 12) Max UpliflU-81(LC 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1.15.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% 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=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsh h=151h Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 100 lb uplift at joint(s) 3, 2 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verfy design perometero and READ NOTES ON THIS AND 00CLUDED MfrEK REFERANCE PAGE M9-747J rov. 16032015 BEFORE USE. De*jn vaild for use only win MtlekO connoctors. Irrls desIM is based only upon parameters showx and is for an Individual building component. not a truss system. Before use. the building deslgnet must verity the aITAIcaUllly of design paanelots and popenly Incorporate this design Into the over,, txAdklg design. IAacing Indicated Is to pevent txrcafntg of IndNklual truss web and/or chord members only. Addllonlal fempaary and permanent mocirlg MiTek' is always tecplred lot stab9lly and to prevent cottaIxe wtlh possible personal Inpry and poperly danage. For genet, guic lantce tegadrlg the fabrlcalkxL storage. Wtv", erection and txaclrlg of lames and Inrss systems, seeANSI/IPI I Ouctilly Criteria, OSS-89 antel BCSI Building Component 6904 Parke East Blvd. Safety Indtxmatlon av,Iable from truss Rate Institute. 218 N. Lee Street. Stile 312. Alexandria. VA 22314. Taupe. FL 33610 Job Trusse ruse ype ty Ply n23o446e wPo076 E7 Jedk-Open 14 t Job Reference (optional) Builders 1`0615outee. Tanga, Plant City. Florida 33566 7,640 5 Aug 16 2017 Milak Industries, Inc. Irlu Lid 19 09 19.03 2017 Page 1 ID:rbOYL3Jo1 CV 1 U 1 FgSJd63xypdA?-OeLbi3sHS I CLhxijxloiB26TbOkLCkUe4sJfDByRvOs 1-0-0 7-" 1-0-0 7.0-0 3x6 = 7.0-0 7.0.0 Scale = 1:19.1 Plate Offsets (XY)-- 12:0-0.2,Ednel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.10 2-4 772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.24 2-4 337 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a We BCDL 10.0 Code FSC2014/TP12007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0.8.0, 4=78/Mechanical Max Horz2=122(LC 12) Max Uplift3=-102(LC 12), 2— 85(LC 12) Max Grav3=159(LC 1), 2=324(LC 1). 4=121(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 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0.0 wide will 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 100lb uplift at joint(s) 2 except 01=1b) 3=102. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code.' A WARNING - Vedly dedgn paramefera end READ NOTES ON THIS AND INCLUDED AMEX REFERANCE PAGE M*7473 rev. 1011MAI6 BEFORE USE. Design valid for use only with Mllek® connectors. f its design B based only upon pataneters shown, and Is for an lldlvkAal building component. not a truss system. Before use, the building designer must verity the applicability of design patametets and property Incorporate this design Into the overall btAdng design. ikoctng Indicated Is to prevent twckllng of Indlvldual truss web and/or chord members oNy. Additional temporary and permanent bracing M iTek' S always teguited lot slabllty and to prevent collapse with possible personal hMAy and property darnage. for general guidance regardirig Ste labncoll m. storage, deilvery, erection and txactrig of Irtmes and miss systems seeANSI/rPl I Quality Criteria. OSS-69 a1W 6CSI Bullding Component 6904 Parke East Blvd. Safety Information avallc"e from tries Plate Witute. 218 N. Lee Street, Suile 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truse ruse Type y T12304469 W P0078 HJ7 Oragonal Hip Girder 2 1 Job Reference (optional) Builders FaslSoutce. Tampa, Plant City. Florida 33566 7.640 $ Aug I6 2017 Mr tak inausities. Inc. I n0 uel le ow lY 04 LUl r rage 1 ID:rbOYL3Jo1CV1U1FgSJd63xypdA?-urvz5OtvDKKCJSHvVSJxkfgiPb2gx7CnIW3CleyRvOr 1.5.0 5.2.9 9.10.1 1-5.0 5-2.9 4.7.8 Scale = 1 21 8 2x4 = 2x4 = ex4 It 5 S•2.9 4-7-8 Plate Offsets MY)-- f2:Edge.0-0-61 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.40 Vert(LL) 0.05 6-7 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.13 6-7 851 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(rL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40lb FT = 20°b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 4=125/Mechanical, 2=442/0-10.15, 5=285/Mechanical Max Horz 2=131(LC 4) Max Upli114=-86(LC 4), 2=-144(LC 4), 5=-80(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.8=-761/196, 8.9=-736/211, 3.9=-703/207 BOT CHORD 2.11=-273000, 11-12=-273f700, 7-12=-2731700, 7-13=-273f700, 6.13= 273(700 WEBS 3-7=0/306, 3.6=-753/293 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=3.Opsf; 11=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except Qt=lb) 2=144. 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) 70 lb down and 89 lb up at 1.4.15, 70lb down and 89 lb up at 1-4-15, 24 lb down and 36 lb up at 4-2-15, 24 lb down and 36 lb up at 4-2-15, and 50lb down and 86 lb up at 7-0-14, and 50 lb down and 86 lb up at 7-0.14 on top chord, and 0 lb down at 1-4.15. 0 lb down at 1.4-15, 17 lb down at 4-2-15, 17 lb down at 4-2-15. and 37 lb down at 7-0.14, and 37 lb down at 7.0.14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 8=46(F=23, B=23) 10=-71(F=-36, B=-36) 13=-34(F=-17, B=-17) WARNING • Verily dedyn Paemeron and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE U114473 rev. 1609720IS BEFORE USE. Design vdkl for use only with Mnek®connecbls. Ihls design Is based only upon paamolors shown. and Is for an IndNkxal buldfrng component. not a truss system. Before uso, the b ilding designer must verify the apDllcaiAlty of design p.-narnelers aril properly Incorporalo this design Into the over, brlclng design. Bracing Indicated Is to fxevenl buckling of Individual truss web and/or chord memtwrs only. Additional temporary and pennanont bracing M iTek' Is always recpled rat stability and to prevent collapse with possible personal "and property d arnage. For general guidance regcac9ng the 6904 Parke East Blvdfabrication. storage, delivery• erection and bracing of Kisses and trim systems, seeANSI/fPl I Quality Criteria, DS849 and SCSI Building Component Safety Information available from Iran Piste institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job I fuss truss type ary pry T12304470 WPM$ Tot Common Supported Gable t 1 Job Reference (optional) BUdders Flret50UrCe. lamps. Plant Gay, I-tonaa 33Stiti r ow a "t; ao ev .. ........ rsine., mc. v . , s vv. i s va "i 1 rye , ID:rbOYL3Jo1CV1U1FgSJd63xypdA?-M1TLIkuX eS3xEr52ArAGTDxl?Wegd_wXAomH4yRvOq 1-0-0 10-0-0 _ 20-0-0 1 0-0 10.0.0 10-0-0 Scale= 1.36.1 4x6 = to 3x4 = 1B 17 16 is 14 13 12 30 = Sx6 = 20-0-0 r -- -- 20-0.0 , LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014lrP12007 CSI. DEFL. in (loc) Well L/d TC 0.13 Vert(LL) 0.00 11 n/r 120 BC 0.11 Vert(rL) 0.01 11 n/r 120 W B 0.06 Horz(TL) 0.00 10 n/a rVa Matrix) PLATES GRIP MT20 244/190 Weight: 92 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 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20.0.0. lb) - Max Horz2=-64(LC 13) Max Uplift All uplift 100lb or less at joint(s) 2, 16, 17, 14, 13, 10 except 18=-116(LC 12). 12=-116(LC 13) Max Grav All reactions 250 lb or less at jofnl(s) 2, 15, 16, 17, 14, 13, 10 except 18=288(LC 23), 12=288(LC 24) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpf=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0.0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 17, 14, 13, 10 except ( jt=lb) 18=116, 12=116. 10) ' Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verily dedgn pentmeters and READ NOTES ON THIS ANO WCLUOEO MIrEK REFERANCE PAGE 01111-7473 tev. IMMI S BEFORE USE. DoLgn valid for the orgy wnh MllokO cotlrleclots 1Ns design Is based orgy upon parameters shown. and Is Cot an Individual building component, not a truss systern. Before use. the building clostgnot must verity the oppllcabllly of design patarnolers onct property Incorporate this, design Into the overall Ixddlrlg design. Bracing Indicated Is to bucWtng of Individual toss web and/or chord members orgy. Additional lemporary and permanent btocGlg Mffek' preventIs always tectuJred ter slab0lty and to prevent collapse with possible personal tltpry and property darnage. For general gucknco regarding the 6904 Parke East Blvd falxkollomstorage, dollvety, erection and bracing of muses and Inns systems. seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Subdrng Component Tampa. FL 33610 SafetyIntotmatlonavailableRomRumPlateinstitute. 218 N. lee Street. Sulle 312. Alexandria. VA 22314. Job Truss Truss, TWe ry T12304471 W P0079 T02 Common 2 1 Job Reference (optional) tsunaers t-uawouree, t ampa. t•tent crry. monoa s:uee r wu a Nuy io evr r mu eK mnuanga, mc. i nu v - uv i v va ev r i raye . ID.rbOYL3Jo1CVIUIFgSJd63xypdA?-MITLIkuX_eS3xEr52ArAGTDts?JpgbpwXAomH4yRvOq 14-0 5.5-0 10-" 14.7.0 20-0.0 L 100 5-5-0 4.7-0 4.7.0 5.5-0 1.0.0 Scale = 1:36.1 4x6 = Io 36 = 3x6 = Sx6 = 1000 20-0-0 10.44 1000 Plate Olfsets (),Y)-- 18:0-4-0,0-3.01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in foe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) 0.16 6-8 999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(rL) 0.43 6.8 534 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(rL) 0.05 6 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 86 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=787/0-8-0, 6=787/0-8.0 Max Horz2=-64(LC 13) Max Upllfl2=-216(LC 12). 6=-216(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1317/849, 3.4=-997/621, 4-5=-997/621, 5-6=-1317/849 BOT CHORD 2.8=-672/1172, 6-8=-681/1172 WEBS 4-8=-247/533, 5.8=-354/366, 3.8=-354/366 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. It: Exp C: Encl., GCp1=0.18, MWFRS (envelope) and C-C Exleffor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=216, 6=216. 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 - Verffy dettpn pwameten and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MO.7473 rev. I60MAIS BEFORE USE Design valkl lot use only wilh MllekO connectors. This design S based only upon p taaneters shown. and Is for an Individual building component, nor a kuss system. Before use. the building designer must verity Iho opplicatAlry of design patamoters and properly Incorporate this design Into the overall beading design. ®acing Indicated Is to prevent bucMlrg of Ir dIvIct al truss web and/or chord members only. Additional temporary and potmonenl bracing Mffek' Is always recalred for stability adW to prevent collapse with possible personal Muy and properly clarnage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of tru sen and Inrss systems. soeANSI/rP1I Quality Criteria, OSS-89 and ICSI SulWing Component 6904 Parke East Blvd. Safety IntOM1011013 avallablo from Ines Plate Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job i russ Truss Type WP0076 T03 GABLE 1 1 tjJobReference (optional) aueaers rUsibource, r anpa, rranr exy, nonce jubbb r wu a Mug rb "1 / rvu1 OR rnauSlnsl, Ina 1 nu , 1Y vu: ro — — / ape I0:rbOYL3Jo1 CV 1 U 1 FgSJd63xypdA?-IObSiOvnW FinAY?UAbteMul8goJHs 8UAD_UMyyRNOo 1- 0 8-0-t5 13.4.5 19.6-0 25.7.11 30-tt-t 39.0-0 40-" 8 0 15 5.3-6 6 1.11 6.1.11 5 3 6 8-0-15 1-0-0 Sx6 = 5. 00 12 Scale = 1:70.5 3x6 = 3x4 = 6x8 = co — w rc 3x6 = 21 20 19 18 40 1645 15 3x6 = 3x4 3x6 = t0 6 8 19.6.0 1 -0 28-5-8 { 39.0-0 1. 1A 9-11-A a- -0 9.9$ 10.68 Plate Offsets KYll-- 15:0-1-12.0-0-91.17:0-3-0,0-0.81 LOADING ( psf) SPACING- 2.0-0 CSI. DEFL. In (foc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.24 10-12 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert( I-) -0.65 10-12 >356 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.28 Horz(TL) 0.01 10 rVa We BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 267lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.9.4 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0.0 oc bracing: 12-14,10-12 OTHERS 2x4 SP No.3 WEBS 1 Row at midpi 6-14. 7-14. 5-14 REACTIONS. All bearings 19-4-8 except at=length) 10=0.8.0. lb) - Max Horz 2=- 1 19(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 23, 24 except 14=-411(LC 13), 20=-278(LC 12), 15=-111(LC le), 10=- 191(LC 13) Max Grav All reactions 250lb or less at joint(s) 2, 16, 17, 19, 21, 22, 23, 24 except 14=1517(LC 1), 14=1517(LC 1), 20=462(LC 23), 10=596(LC 24) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4.5=-36/269, 5-6=-122/528, 6-7=-122/529, 7.8=-370/363, 8-9=-470/347, 9-10=-725/442 BOT CHORD 19-20=-238/308, 18-19=-238/308, 18.44=-238/308, 17.44— 238/308, 17-45=-238/308, 16- 45= 238/308, 15-16=-238/308, 14-15=-238/308, 10-12=-273/597 WEBS 6-14=-679/389, 7-14= 728/578, 7-12= 313/589, 9-12=-369/402, 5.14= 308/323, 5. 20=-185/252, 3-20=-360/412 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fl; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0.0 oc 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrenl 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 tit between the bottom chord and any other members, with BCDL = IO.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 23, 24 except Qt= 1b) 14=411, 20=278. 15=111, 10=191. 9) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1110.7473 rev. 10AMIS BEFORE USE. Design vdkl for use ordy A41h Mllek® connoctors. ihh design is based only upon paamelers shown. and Is to m Individual IxAding component, not a Uuss system. Borae use. the IxNding designer must vority the opplicciAlly of design paomelers and properly Incogxrato Ihk design Into the ovoid. txrOdnD design. BrocI ne Indicated Is to pfevenl bucalrpp of IndNkkKd truss web and/a chord memtxms only. Adcdllorx9 tompaary and pa nonenl tracln{7 MOW b always fecplred Ior skmalty, and to prevent Collapse Win posaAe pxersond Wsry and ptopx rly ckimoge. fa generd guidance teWcArnd the Ictw1catkxL storage, delivery, erection and txac.ng of frussos and Mrss systems. seeANSI/IPI I Quality Criteria, OSS49 and BC51 Building Component 6904 Parke East Blvd. Safety Information ava9dile soar truss Plate Ins.IMe. 218 N. Lee Slteel. Suite 312. Alexundrki VA 22314. Tampa. FL 33610 Job Truss rUss ype 'City ply T12304473 W P0078 T04 Comrran 6 1 Job Reference(optional) tsuaaenratwource.rarrpa, rtam,ay,monaasaaoo v,o—.M„e.,,,... ,,...,,,,. ,., W. ID,rbOYL3Jo1 CV 1 U 1 FgSJd63xypdA?-mc8UwmwPHZgeotagklOtu5rMhCSYt4ND81 OuPyRvOn 1 6.9.14 13-0-0 19.6-0 26-0-0 32-2.2 3".0 0-0-0 0 6-9 14 6.2-2 6-" 6-6-06.2-2 6.9.14 -0-0 Scale = 1:67.4 Sx6 = 5.00 12 20 II 3x6 = 6x8 = 3x4 = 2x4 II 3x4 = 3x6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.05 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber OOL 125 BC 0.41 Vert(TL) -0.14 10.12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 HOrz(TL) 0.02 10 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 203 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.9.9 oc purllns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15. 7.15. 5-15 REACTIONS. All bearings 0.8.0. lb) - Max Horz2=-119(LC 17) Max Uplift All uplift 100 lb or less at joint(s) except 2=-116(LC 12), 15=-429(LC 13), 16=-240(LC 12). 10=-187(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=413(LC 23), 15=1476(LC 1). 16=738(LC 23), 10=583(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-402/186, 3-4=-130/332, 4-5=-112/447, 5-6=-160/594, 6-7=-161/595, 9.10=-819/453 BOT CHORD 2-18=-110/308, 17-18=-110/308, 16-17— 110/308, 15.16_ 353/391, 13-14=-301/689, 12-13=-301/689, 10.12=-301/689 WEBS 6-15=-732/422, 7-15= 772/587, 7-14=-153/438, 9-14_ 613/467, 9-12=0/273, 5-15=-238/251, 5-16=-355/174, 3-16=-629/477, 3-18=0/274 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsh h=1 Sit; Cat. II; Exp C; Encl., GCpt=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2, 429 lb uplift at joint 1; 240 lb uplift at joint 16 and 187 lb uplift at joint 10. 6)'Semi-Ilgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vedry detfpn panlmatefa and READ NOTES ON ThV AND INCLUDED MfFEK REFERANCE PAGE Nil-7473 rev. IM-2015 BEFORE USE. Design volkt tot use only Win MllekO connectors. this design Is Ltased only upon paaneters shown. and Is lot an hr9Nckwl building component. not a truss system. Before use. the IxAldfrlg designer must verity Ile appllcab111y of design paarnelets and tA011mly Incopaate this design Into the overall IxAcing design. Bracing Indicated Is to b ucafrlg of WNklud truss web and/of chord members only. Addllkxtol lempaary and permanent txactng MiTe k' Ixovent Is always required to stability and to prevent collapse wllh possible persona Injury and property danage Fa genetal gukknce regurding the fallrlcatbn, storage, delivery, erection and bracttlg of Inrsand mz esatrusssysleseeANSI/IPI I Quality Criteria, OSS69 and SCSI Building Component 6904 Parka East Blvd. Safety IMo often avallade from truss Rate Institute. 218 N. Lee Street. Suite 312. Nexardda. VA 22314. Tampa. FL 33610 oruss russ ype ry,ply T12304474 W P0078 1,-05 Common 13 1 Job Reference(optional) Burden FifaiSoutce, Tampa. Plant Gay, Florida =66 7.540 a Aug 15 2017 Mil ex rna0a111ee. Inc. t nu VG 10 Oaa 0 W '1011 1'119e 1 I0:rbOYL3Jo I CV 1 U 1 FgSJd63xypdA?-Fors86x I2tyVPs9sHOv6RJORich?cF9W SomzOryRvOm 14 8015 13.4.6 19.6-0 25.7.11 30-it•1 39.0-0 0-0-0 0 8.0.15 5.3.6 6.1.11 6.1-11 5.3.6 8-0.15 -0.0 5x6 = 5.00 rl2 Scale = 1:67.4 3x6 G '. " " '. 14 " ` „' „ 3x6 06 = 3x4 = 3x8 = 3x4 = 06 = 10.6-8 19-6-0 28.5.E 39-" 10.6-11 8-11A 8.11.8 10-fr8 Plate Offsets () ,Y)-- 12:0.3-0,0.1.81.110:0-3-0.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.26 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.74 10-12 >622 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.88 Horz( L) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 190 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 1-4,8-11: 20 SP No.1 BOT CHORD 20 SP No.1 'Except' 13.15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 2=149010-8-0, 10=1490/0-8.0 Max Horz 2=- 11 9(LC 13) Max Upllit2=-399(LC 12), 10=-399(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9.6 oc bracing. WEBS 1 Row at midpt 7-14. 5.14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2941/1812, 3-4=-2697/1724, 4.5=-2597/1739, 5-6=-1892/1307, 6-7=-1892/1307, 7-8=-2597/1739,8.9=-2697/1724,9.10=-2941/1812 BOT CHORD 2-16=-1519/2625, 15.16_ 1172/2191, 15-17=-1172/2191, 17-18=-1172/2191. 14.18_ 1172/2191, 14-19=-1175/2191. 19-20=-1175/2191, 13-20=-1175/2191, 12-13=-1175/2191. 10-12=-1528/2625 WEBS 6-14- 693/1080, 7.14- 699/559, 7-12= 285/549, 9-12=-328/372, 5-14- 699/559, 5-16=-285/549, 3-16=-328/372 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsh h=151t; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterfor(2) zone,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 2 and 399 lb uplift at joint 10. 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 . VOAfy dadifn parameters and READ NOTES ON THIS AND MCLUDED M/TEK REFERANCE PACE 6W7473 rev. IMMW I6 BEFORE USE Design vaild for use only wllh Mnek®conneclors. thisdeslign 6 based only upon fxromelets shown, and Is (of on trxlNldual building Comlxlnenl, not wt otrusssystemBeforeuse. the bullring designer must verity Ile oprAlcabilly of design fxnamelets and rxopedy Incotpoloto this design Into Ow over, txldrlg design. Bracing Indicated Is to ptovent bucaing of In[MkJudl truss web and/on chord members only. Additional temporary and permanent txocftV MiTek' Is always teclthod ton stability drvJ to pfevent cdlalxe elm possQ-le petsarlci Injury and aMleny damage. For general Grlaasce tegadng the lab ricallm storage, dellvory. erection ond bracing of fusses cr1c1 truss systems secANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety information avtlla to horn truss; Plate Institute. 218 N. too Street. Suite 312. Alexandrkl VA 22314. Tampa. FL 33610 o rls russ ype ty T12304475 W P0079 1"06. Hp 1 1 Job Reference tronal Rudders FuslSource. Tempe. Plant coy. Fbrlda 33566 r b.o a Aug le Zul r MI I en maunrree, me I nu vcr lv vvav:vv in; r rage r 1 D:rbOYL3Jol CV 1 U 1 FgSJd63xypdA?•Fois86x 12tyVPs9sHOv6RJORzchl cG7W SomzOryRvOm 20- 0-0 eae 13.4J 19." 1944 25.7.12 _ 30•tla 38-0-0 IooO 1- 0-0 e•Pe 6.111 5.7.12 S7.12 6111 e-04 4-0-0I a." Scale = 1:69.7 3x6 II 5 00 52 3x6 = 3x6 = 678 4x6 = 3x8 = 3x4 = 30 = 4x6 = 2040 104• S _ _ 1PP0 im 26.611 3940 1065 e•Sl1 e•SI I 104.E LOADING( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 TCDL 7.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 BCDL 10.0 Code FBC2014(rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 'Except' 1- 4,10.13: 2x4 SP No.1 BOT CHORD 2x4 SP No.I 'Except' 15- 17: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=149010-8-0. 12=1490/0-8-0 Max Horz 2=-116(LC 17) Max Uplift2=-396(LC 12), 12=-396(LC 13) DEFL. In (loc) Well Ud Vert( LL) -0.26 16-18 >999 240 Vert( TL) -0.74 2-18 >626 180 Horz( rL) 0.17 12 We n/a PLATES GRIP MT20 244/190 Weight: 189 lb Fr = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4.9-9 oc bracing. WEBS 1 Row atmicipt 5-16.9-16 FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2927/1809, 3-4=-2698/1717, 4-5=-2597/1733, 5.6=-1894/1302, 6-7=-1692/1261, 7. 8=-1692/1261, 8-9=-1894/1302, 9.10=-2597/1733, 10-11=-2698/1717, 11- 12=-2927/1809 BOT CHORD 2.18=-1517/2628, 17-18=-1164/2188, 17.19=-1164/2188, 19-20— 1164/2188, 16- 20=-1164/2186, 16-21=-1167/2188, 21-22— 1167/2188, 15.22— 1167/2188, 14- 15=-1167/2188, 12-14=-1527/2628 WEBS 3.18=-330/377, 5-16=-287/551, 5.16=-690/546, 9-16=-690/546, 9-14=-287/551, 11- 14=-330/377, 7-16— 675/1063 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat. If: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 ps( 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 fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 2 and 396 lb uplift at joint 12. 7) ' Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vedly dealyn parameters and READ NOTES ON THIS AND IMLUDED MITEK REFERANCE PAGE MIF7473 rov. I60MOtS BEFORE USE. Design valkf lot use only with MI lek®conneclots. It& design Is t)asedonly upon paramelefs shown, and Is for an hdlvkhtal txRding componenl, rot o truss system. Bofo(e uso. Ito building designer must verity It1e arolcol)liN of design rx3lanelets and lxopedy inco(paate Ihk design Into the overall Ixddhg design. Btocing Indicated is to tAickling of indivdual trim wet) ad/or chord members only Additional temporary and permanent tracing MOW rxovenfis always tw4died for slabllly and to prevent collapse with possible personal Inl+y and rxopedy danage. For general gLkk ice leg rdi ng the 6904 Parke East Blvd. fabricaflomstorage, delivery, erection ad htalC11V of trusses and truss systems, seeANSI/TPI I Quality Cdledo, DS8-89 and SCSI BuBding Component Tarrpa. FL 33610 SafetyInformationavallablefromIrtmPlatoinstitute. 218 N. Lee Street. StAte 312. Alexandria. VA 22314. Job Truss; russ I We ryPly T12304476 W P0078 T07 Hip 1 1 Job Reference (optional) tsuaders t tstsouae. Tampa, rant gay, llama 34aee /.69u a Aug le Zul I Mrlex Ipausllles. Inu %xi 1Y uv.lw.lu Zul / rage II0:rbOYL3Jo 1 CV 1 U 1 FgSJd63xypdA?-j_GELSygpA4M inc10k3rIQLzWwe10I GLoXghSW XyHyRvQI 1-0 8-0.9 13.4.4 17-0-0 19.6-0 22-" 25.7.12 27.5.6 30.11.7 2.1013 390-0 0-0 8-0.9 53.11 3.7.12 2.6-0 2-b0 3.7.12 t•9 to 361 1-116 6.1.3 5.O 5.00 12 5x8 3x8 II Sx8 = Scale - 1:69.9 N n 3 IT0 3x6 ." .. ._ 16 `. _ 3x6 4x6 = 30 = 3x8 = 3x4 = 06 = 106-6 1711 196-0 22.1)-0 Za-15 0 39-" 1n.t;.t: A.s-1n aA-m .s.m e.s1e 1e.6-a Plate Offsets (X.Y)-- f2:0-3-0.0-1-81.f6:0-4-0.0.2-21.f8:0.4-0,0-2-21.112:0-3-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(ILL) -0.29 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.75 12-14 >609 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(fL) 0.17 12 n/a rVa BCDL 10.0 Code FBC2014 TPI2007 Matrix) Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 6.8: 2x6 SP M 26. 1-4,10.13: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10.0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at mIdpt 5-16. 9-16 15-17: 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1490/0.8.0, 12=1490/0.8.0 Max Horz 2=- 1 04(LC 13) Max Uplifl2=-383(LC 12), 12=-383(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2935/1795, 3.4=-2698/1696, 4-5=-2622/1712, 5-6=-1919/1302, 6.7_ 1749/1239, 7-8=-1749/1239, 8-9=-1919/1302, 9.10=-2622/1712, 10.11=-2698/1696, 11.12_ 2935/1795 BOT CHORD 2-18=-1505/2637. 17-18=-1125/2166, 17-19=-1125/2166, 19-20- 1125/2166. 16-20=-1125/2166, 16-21=-1128/2166, 21-22=-1128/2166. 15.22=-1128/2166, 14-15=-1128/2166, 12-14=-1515/2637 WEBS 3-18=-356/404, 5.18=-311/567, 5.16=•584/438, 9.16=-584/438, 9-14_ 311/567, 11.14=-356/404, 7.16_ 529/899 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Ops1; h=151t: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 383 lb uplift at joint 2 and 383 lb uplift at joint 12. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNINQ • Verily dasrgn parerratan and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. Ipg3/2015 BEFORE USE Design vdkd for use only With Milek® Connectors. lids design It based only upon parameters shown. and Is for an Individual b lding component, not a truss system. Before use. the building designer must vodty, the applicabilityof design parameters and properly Incorpalo this design Into tho overadl tulding design. Bracing Indicated Is to prevent bucldl ng of Individual truss web and/or chord members only. Additional temporary and permanent bacing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance rogarding tine fablcatdon. storage• dedNery, erecilon and bracing of trusses and truss systems, seeANS1/IPI I Quality Criteria, OSB-89 and BCSI Building Component 6904 Parks East Blvd. Safety Information avallabxe Kan Itus Wale Institute, 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tampa, FL 33610 o russ Truss TV8 PlyJob T12304477 W P0078 Toe liatyHip1 1I Reference (optional) aurfaem 1•astbource. t arnpa. rtant c(ty, r-tome -rrbbb r b+u a Aug lb zut r surex mausures, mc. i nu t m i u uu:i wi r N r r rage r ID:rbOYL3Jo 1 CV 1 U 1 FgSJd63xypdA?-88gcZoylaUCCf9JFPRxaW kTmPOLE4 Ftpv6F4VkyRvOk 1-0 7.9.14 15.0-0 19•fr0 24-0.0 31.2.2 39-0-0 0-0 7.9.14 7-2-2 4.6-0 4$-0 7.2.2 7.9.14 -0 5.00 FIT Sx6 = 20 II Sx6 = Scale = 1:70.1 3x6 = - ,. a , r 10 14 3x6 = 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 10-0.14 i19 6 0 28.11-2 39-0.0 10-0.14 9.5-2 9.5-2 10-0.14 Plate Offsets ().Y)-- f2:0-0-10.Edoel,f5:0-3-0.0-2-41,[7:0-3-0,0-2-41,110:0-0-10.Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.32 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Ven(TL) -0.70 14-16 >658 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.50 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 169 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.I 'Except' 13.15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1490/0-8-0, 10=1490/0-8-0 Max Harz 2=93(LC 16) Max Upllft2=-369(LC 12), 10_ 369(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2981/1797, 3.4=-2738/1702, 4-5=-2652/1724, 5-6=-2184/1457, 6.7- 2184/1457, 7.8=-2652/1724, 8-9=-2738/1702, 9-10=-2981/1797 BOT CHORD 2-16=-1514/2667, 15-16=-1012/2038, 15.17=-1012/2038, 17-18=-1012/2038, 14-18- 1012/2038, 14.19=-1014/2038, 19-20=-1014/2038, 13-20=-1014/2038, 12.13=-1014/2038, 10.12=-1524/2667 WEBS 3-16=-382/447, 5-16=-403/670, 5-14=-80(420, 6.14=-250/187, 7-14=-80/420, 7.12= •403/670, 9-12=-383/447 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi-0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf 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 fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 10. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vedly deign parameters and READ NOTES ON THIS AND INCLUDED IIIIrEK REFERANCE PAGE UB67473 mv. IMM015 BEFORE USE Design valid for use only with Wlek® connectors. finis design is based orgy upon pa romelors shown, and Is tot an Indlvkival "ding component. not a uuss system. Before use. Iho, lxd dhg deslgrer must verity the applicability of design parameters and properly Incorporale 0%design Into she overall lxgdkng design. Bracing Indicated Is to rxovenl buckling or Indlvklual thus web and/or chord members only. Additional temporary and permanent lxaceng MiTek' is always rec"red for stability and to prevent collapse with possaAe personal "and rxopefty damage. For geretal guidance regmdkng the fabrlcallon. storago. delivery. erection and bracing of truse5 and true systems. seeANSI/rPl I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from (russ Rate InsOlute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 russTruss Type typly T12304478 W P0078 T09 Hip t t Job Reference Donal Budder FirsfSoutee, Tampa, Plant City, Floc da 33566 / 54v a AUg la zut r Mtl ax tnaustrres. Inc t nu Cici 1 Y v9:1e.0 zvl r Fatter Ili:rbOYL3Jo1CV1UIFgSJd63)MWA'7•INO_m8zwLoK3GJuRz8Tp3xOzVpiGpkzy8m?dIAyRvOp 1-0 7.3.2 13, 19.6.0 26-0-0 31.8.14 39.0-0 0 0 7.3 2 5 8-14 6.6-0 6.6.0 58.14 7 3 2 5x6 = 2x4 II Sx6 = Scale - 1.68.9 o 3x6 = r. „' „ „' 12 „ „ — 3x6 = 3x4 = 3x6 = 3x8 = 3x6 = 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.77 Ven(LL) 0.29 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ven(TL) 0.68 10-12 >676 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.30 Horz(TL) 0.17 8 IVA rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 184 lb FT = 20-6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlins. BOT CHORD 20 SP No.1 'Except' BOT CHORD Rigid telling directly applied or 4-11.4 oc bracing. 11-13: 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (IWsize) 2=1490/0-8-0, 8=1490/0.8-0 Max Horz 2=-81(LC 13) Max Uplift2=-371(LC 8), 8=-371(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2969/1780, 3-4=-2720/1661, 4-5=-2545/1628, 5-6=-2545/1628, 6-7=-2720/1661, 7-8=-2969/1780 BOT CHORD 2-14=-1501/2670, 13-14— 1113/2206, 13-15=-1113/2206, 15-16=-111312206, 12-16=-1113/2206, 12-17=-1116/2206, 17-18=-1116/2206, 11-18=-1116/2206, 10-11=-I I16/2206, 8- 1 0=- 1511/2670 WEBS 3-14= 328/389, 4-14=-263/537, 4.12=-220/581, 5-12=-399/339, 6-12=-220/581, 6-10= 263/537, 7- 1 0=-328/389 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=3.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpt=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2 and 371 lb uplift at joint 8. 7) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . VM/y doNyn paramaten and READ NOTES ON THIS AND INCLUDED AIMEK REFERANCE PAGE Ma7479 rov. IM312016 BEFORE USE. Design valid lot use only with Mnek® conneclors. this design Is lased only upon parameters shown, and Is for an Irx]Mdal building comPo nenl, not a truss system. Before use. the bullalng designer must verity the aPdlcal111ry of design parameters and properly tritonpotato this design Into the overall txLdhg design. ®acing Indicated Is to povenl b,cafrng of Individual buss web and/or ctord members only. Additional temporary and permanent tracing MOW Is always required lot stability and to prevent cdlarise wtih possible personal "and popery damage. For general guidance regarding the lalxlcatlon storage, delivery. erection and Ixdsclng of (Kisses and Isis systerim soeANSI/[PI I Quality Cdlerla, 0SB-69 and SCSI Building Component 6904 Parks East Blvd. Safety Information available from [fuss Plate ImUhAe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job T cuss rush Type ry ply Tr23o447e W P007e 1:, Hip 1 1 Job Reference(optional) Budder FrrslSourCe. Taripa. Plant Gay. Fonda 33566 7 640 a Aug 16 2017 Mil eft Industries. Inc. t nu ua 1 V ue:l a 13 2u1 7 rage 1 ID:rbOYL3JoICVIUIFgSJd63xypdA?-7ZyNzT Y65Swu1TeWr_2b9YAgOIOY4x6NOkSZcyRvOi 1-0 5.9.14 11 9.. 0.0 168-0 22.4-0 28-0-0 33.2.2 39.0-0 -0 S14 5.2.2 5.8-0 5.8.0 5.8-0 5-2.2 5.9-14 -0 Sx6 = 5.00 12 3x4 = 34 = 3x4 = 5x6 = Scale = 1:68.6 0 1 IT 0 36 % 16 " 12 3x6 5x6 We= 3x8 = 3x4 = 3x8 5x6 WB= 5-9.14 11-0-0 19.6 0 _ _ 28-0-0 33-2.2 39-" r U.1d { 11:1 A r-A lt.f dt S-o-9 5-4.1e Plate Offsets KY)-- 12:0-3-0.0-1-81.14:0-3-0.0.2-41.18:0-3-0,0.2-41,110:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) 0.32 2-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(fL) 0.88 2-16 521 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.71 Horz(rL) 0.20 10 n/a rVa SCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 190 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.I 'Except' 13.15: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1490/0.8.0. 10=1490/0.8.0 Max Horz 2=70(LC 12) Max Uplift2=-391(LC 8), 10=-391(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2.7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4.9.4 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2982/1802, 3-4_ 2659/1565, 4-5=-2422/1508, 5-6=-2926/1793, 6.7_ 2926/1793, 7-8=-2422/1508, 8-9- 2659/1565, 9-10= 2982/1802 BOT CHORD 2-16=-1531/2690, 15-16=-1509/2883, 14-15=-1509/2883, 13-14=-1511/2883. 12-13=-1511/2883, 10.12- 1544/2690 WEBS 3.16= 327/379, 4-16=-353(735, 5-16=-703/396, 7-12=-703/396, 8.12- 353/735, 9-12=-327/378 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15fl; Cat. II; Exp C; Encl., GCpI=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 2 and 391 lb uplift at joint 10. 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.' A WARNING - Veft deefgn pa7amofere end READ NOTES ON THIS AND INCLUDED MnT:K REFERANCE PAGE M67473 rev. Ia&A MIS BEFORE USE Design vdkl for use orgy with MlteW connectors Thls design Is Ltased orgy upon paromelen shown. and Is lot do Individual L4Adhng component. not o huss system. Beloto use. the WlcbV designer musl vodly the appllcabllty aofdesignpatnelers aril pwpody tncogxxle ateInlsdesignIntoIovadlbu ldlrng design Bracing Indicated Is to rxevent bucldfrng of Indlvidual truss web and/ot chord members only. Additional temporary and permanenl txd cWa MiTek' Is always required lot stability and to prevent cotldpso vAlh possible personal"and ptopLrly dkrnalge. Fot general glaknce tegad9ng the Ialxlcallort. stoalgo. dollvery, election and blalci ng of Inrsses and truss systems soeANSI/IPI I Quality Criteria, DS649 and SCSI Building Component 6904 Padre East Blvd Safety Inrorinatiat ovallable from truss Rate ItstlMe. 218 N. Leo Strdet. Sulto 312. Alexandria. VA 22314. Tarpa. FL 33610 O russ rus5 ype ty ply T12304480 WP0078 T11 Hip 1 f Job Reference (optional) tsueaers Flrslbource. IanpB, rani (.ay, rasa 33bbb / 0+u s Aug 10 ZVI / MIIOn rneusmes. Inc. Inu vo iv uv:lv:17 Zul / rage I ID:rbOYL3Jo1 CV t U t FgSJd63xypdA?-bmW IBp?AsPanW d 1 g4ZVH8M51odMyHXA4Uk53yRvOh 1-0 4.9-t4 9-0-0 16.0.9 22.11.7 30.0.0 34.2.2 39-0-0 40-0 4-9.14 4.2.2 7 0 9 6.10.13 7.0.9 4.2.2 4.9-14 1-0 Sx6 = 5.00 Fl2 3x8 = 3x6 = 20 II US = Scale = 1:68 9 2xa 2z4 3 9 2 10 3x6 = 17 16 15 14 t3 12 3x6 = 3z8 = 3x8 MT20HS = 2x4 II Sx8 = 4x6 = 30 = 0 16.0.9 22.11-7 30.0-0 3"-0A.ad 7.f 1 A-tn.ts 7AA ".0 re 0 Plate Offsets ()i%Y)-- 12:0-0-6,Edgel. 14:0-3-0.0-2-41, (8:0-5-12,0-2-81, 110:0.0-6,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) 0.34 14-15 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Ven(TL) 0.84 14-15 548 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WS 0.75 Horz(TL) 0.23 10 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 190 lb Fr = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 6.8: 2x4 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1490/0.8.0, 10=149010.8.0 Max Horz 2=58(LC 16) Max Upllft2=-41 i (LC 8). 10=-41 t (LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 1 Row atmidpt 5-17 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3008/1786, 3-4=-2802/1628, 4-5=-2576/1566, 5.6=-3527/2115, 6.7=-3527/2115, 7-8=-3527/2115, 8-9=-2802/1628, 9-10= 3009/1787 BOT CHORD 2-17=-1520/2707, 16.17=-1867/3526, 15.16=-1867/3526, 14.15=-1867/3526, 13-14=-1307/2555, 12.13=-1307/2555, 10.12=-1537/2708 WEBS 3-17=-181/253, 4-17=-358l765, 5-17=-1170/634, 5-15=0/261, 7.14=-397/344, 8-14=-643/1191,8-12=-56/353,9.12=-183/254 NOTES- (9) 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7.10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2 and 411 lb uplift at joint 10. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vadly daelyn parameters and READ NOTES ON THIS AND INCLUDED MnEX REFERANCE PAGE 4119-7473 nrv. 16MMIS BEFORE USE. Di--J t vdtd for use only vAlh Ml lek® connectors. Inls dosign b basod only upon parametersstwwn, and h for on individual bulddlg component. not a Huss system. Before use. the building designer must verity Iho c"Alcablity, of design rxaamelors and Ixopedy Incowae this design Into the overall txAalng design, bracing Indicated is to rxovenl buckling of Individual fruss web and/or dined members only. Additional lemWory and petmonenl bracing M iTek' Is always rw4 lied lot stability and to prevent collapse wllh possible personal " rind rxorwdy cldtnage. For general gJdutce negcacgng Be rcdxlcalkxi storage, ddlvery, erocten and bracing of trusses and truss systems seeANSWPI I Quality Criteria, OSB-89 and BCSI SuBding Component 6904 Parke East Blvd. Safety Information ovaBoble from truss Plate trutitute. 218 N. Lee Street, Suite 312. Aloxandria. VA 22314. Tempo, FL 33610 Job Truss ruse ype ty y T12304481 WP0078 T12 NIP GIRDER l 2 1 Job Reference (optional) Budders FrrslSource. Tomes. Plant Coy. Fbnda 33666 7 640 s Aug 16 2017 Walk Industries. Inc Thu Oct 19 09.19 18 2017 Page 1 ID:rbOYL3Jo1CV1UIFgSJd63xypdA?-UXIGIB2hwe5D ELbJPZDICGyTEkhOLkrWiSyFgyRvOd 1-0 4.2.6 7-0-0 13.114 196-0 256.2 32.0-0 21.9.10 3A•1 40-0 0 4-26 2-9 10 6.3.14 6.2.2 6.2-2 8.3-14 2.9.10 4.26 1-0 2x4 II 500 rl2 5x6 = 3x8 = 3x6 = 3x8 = 4 20 21 5 22 23 6 724 25 26 8 27 28 4x6 = 19 29 30 18 17 31 32 16 33 34 35 36 15 14 37 38 13 4x6 = Sx8 = 6x8 = 2x4 11 Sx8 = 2x4 11 6x8 = Scale - 1:68.5 5x6 = 9 2 q 0 5x8 = 7-0-0 13.3 14 196-0 256.2 32 0-0 39-" 7.0-0 6.3.14 6.2-2 6.2.2 6-3-14 7-0-0 Plate Offsets OXY)— f4:0-3-0.0-2-41.f9:0.3-0.0-2-41 LOADING (psi) SPACING- 2-0.0 CSI. OEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.49 16 >932 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ven(fL) -1.14 16 >405 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Honz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FSC2014/rP12007 Matrix) Weight: 441 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2939/0.8.0, 11=2937/0.8-0 Max Horz2=-46(LC 32) Max Uplift2=-982(LC 4), 11=-981(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-6630/2215, 3.4=-6612/2243, 4-20=-6200/2122, 20.21=-6200/2122, 5.21=-6200/2122, 5-22=-10523/3589, 22-23=-10523/3589, 6.23=-10523/3589, 6.7=•10523/3589, 7-24=-10523/3589, 24-25=-10523/3589, 25.26_ 10523/3589, 8-26=-10523/3589, 8.27=-6197/2120, 27-28_ 6197/2120, 9-28=-6197/2120, 9-10= 6609/2241, 10- 11 =-6627/2213 BOT CHORD 2.19— 1970/6009, 19-29=-3161/9495, 29-30= 3161/9495, 18.30=-3161/9495, 17-18=-3161/9495, 17-31=-3161/9495, 31.32=-3161/9495, 32-33=-3161/9495, 16-33— 3161/9495, 16-34=-3160/9487, 34.35_ 3160/9487, 35-36=-3160/9487, 15-36=-3160/9487, 14.15=-3160/9487, 14-37=-3160/9487, 37-38=-3160/9487, 13.38_ 3160/9487, 11-13=-1978/6006 WEBS 3-19=-139/ 263, 4-19— 531/1996, 5-19=-3669/1256, 5.17=0/527, 5-16=-373/1169, 7.16=-683/426, 8.16=-378/1177, 8-15=0/527, 8-13=-3663/1253, 9-13=-529/1994, 10-13— 140/263 NOTES- (11) 1) 2- ply truss to be connected together with 10d (0.131 "x3') nails as follows Top chords connected as follows: 2x4 - 1 row at 0-7.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7. 10: Vult=140mph (3-second gust) Vasd=108mph; TCDLr4.2psf; BCDL=3.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 982 lb uplift at joint 2 and 981 lb uplift at joint 11. 9) `Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on Daae 2 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE 11lI1-7479 rev. 10 AY1016 BEFORE USE Design vaild for use only with Mflek® conneclois. Itls design Is based only upon lx'ameters shown. are Is for an lndlvldud Ix"Ing component. not a kuss system. Befao use. the tx8drlg designer must verity, the oprAlco Elly of design paarneters are Ixoporly Incogbnale this design Into the overall IxBdng design. eacing Indicated Is to prevent buckling of Irxllvklual truss web aril/or chard memt>ws only. Additional temr"coy and r ermcnonl bracing MiTek' Is dways required (of stttAhy and to prevent collapse vAth possible personal "and property damage. for general gJdcnce rogddng 8e fabrication, slomoo, deltvery, etecllon and bracing of trusses and trust systems. seeANSIffPl I Quality CdtarW, 03111-89 and iCSI iulMing Component 6904 Parke East Blvd. Safety Information ovdlc"o from Trig Plate Institute, 218 N. Lee Street, Salto 312. Alexandria. VA 22314 Tampa, FL 33610 Job fuss cuss ype ty Ply T12304481 WP0078 T12 HIP GIRDER t Z Job Reference(optional) uwaare runboufce, t empw rtam cny, rarwa jctlae r "V a Aug ro zV r r inner mausVws, mc. r nu V rr Va rro. ro m i i rays10,rbOYL3Jo1CV1U1FgSJd63xypdA?-UXIG182hwe50_ELbJPZDICGyTEkhDLkrWiSy q'AvOd NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 202 lb up at 7-0-0, 105 lb down and 107 lb up at 9-0.12. 105 lb down and 107 lb up at 11.0.12, 105 lb down and 107 lb up at 13.0-12, 105 lb down and 107 lb up at 15-0-12. 105 lb down and 107 lb up at 17-0.12, 105 lb down and 107 lb up at 19-0-12. 105 lb down and 107 lb up at 19-11-4, 105 lb down and 107 lb up at 21-11-4, 105 lb down and 107 lb up at 23-11-4, 105 lb down and 107 lb up at 25-11-4, 105 lb down and 107 lb up at 27-11.4. and 105 lb down and 107 lb up at 29-11-4, and 202 lb down and 202 lb up at 32-0-0 on top chord, and 315 lb down and 108 lb up at 7-0-0, 81 lb down at 9-0-12. 81 lb down at 11.0-12, 81 lb down at 13-0-12, 81 lb down at 15.0-12. 81 lb down at 17-0-12, 81 lb down at 19.0-12, 81 lb down at 19.11.4, 81 lb down at 21-11-4, 81 lb down at 23.11-4, 81 lb down at 25-11.4. 81 lb down at 27-11-4, and 81 lb down at 29.11-4, and 315 lb down and 108 lb up at 31.11.4 on bottom chord. The designtselection of such connection devices) is the responsibility of others. 11) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pit) Vert: 1-4=-54, 4-9=-54, 9-12=-54, 2-11_ 20 Concentrated Loads (lb) Van: 4=-154(8)6— 105(8)9=-154(B)19= 315(B)5=-105(B)17=-58(8)15=-56(8)8=-105(8) 13=-315(B) 20=- 105(8) 2 1 =- 105(8) 22=- 105(B) 23=- 1 05(B) 24=- 105(8) 25=-105(B)26=-105(B) 27=-105(B)28=-105(B) 29=-58(B)30=-58(B) 31=-58(B) 32=-58(B) 33=-58(B) 34=-58(B) 35=-58(8) 36=-58(8) 37=-58(8) 38=-58(B) Q WARMING- Verily doalgn panmeten and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE M&7473 rev. 1LLGMIS BEFORE USE DeOM vdld la use only Win, Mllek®connoclots. This design It balked orgy upon parameters shown. and Is la an trxllvidu l IxRdng component. not a truss system. Before use. The talking deslgnet must verity Iho atx111cobllly of design parameters and property Incogxrale this design Into The overall tx1Mg design. Bracing Indicated Is to prevent bucWing of tndMdud tnm web ara/a chord members orgy. Additionalal temporary and permanent tracing MiTek' Is always tedWred fa slabstty and to prevent collapse with pos*Ae personal Inf ry and property damage. rar genetd gulda ce regdtdh g the fabrication, storage, delivery, erection and txacing of tnraes and Inm systems, soeANSI/IPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parka East Blvd. safety Information avdLable from Iran Rate Institute. 21B N Lee Street. Suite 312, Alexandria. VA 22314. Tanga. FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 ~ Center plate on joint unless y 4 x, offsets are indicated. 4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-brocing, is always required. See SCSI. I r CI-2 c2a 2. Truss bracing must be designed by on engineer. For WEBS 4 p Cr wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I C m y, o U0 ' bracing should be considered. O p V 3. Never exceed the design loading shown and never inadequately braced trusses. a stock materials on 0 a0c'csb 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate plates 0-149, from outside BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wone at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations ore regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for ICC-ES Reports: use with ere retardant, preservative treated. or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 comber for dead load deflection. the length parallel to slots. 11. Pate type, sae, orientation and location dimensions indicated ore minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vory but 0 2012 MiT" All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or pate without prior opprovol of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. Te 18. or treated lumber moUseofgreen y pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review au portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. SCSI: Building Component Safe Information, MiTek 20. Design assumes manufacture In accordance withGuidetoGoodPracticeforHandling, ANSI/TPI I Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Of RECORD COPY F D City of Sanford Building and Fire Prevention Product Approval Specification Permit # # 17 3 1 9 5 Project Location Address Form J LpING SPNFpr20 FPAR 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 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wa ne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awnin Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Descri tion(including Florida Approval # decimal 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments 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 Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Descri tion Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strengffi Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 6IM17 Florida Building Code Online Business & Professional Regulation r SCIS Home I Log In I User Registration I Hot Topic I submit surcharge I State S Facts I Publications I FBC staff I eels site Map ( Links I search I Florida r Product Approval USER: Prod Public user Product Aooroval Menu > Product or Application Search > Aooiicatlon List > Application oatall 0 OFFICE OF FL # R-15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. Wr Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence, odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect htt Ifloridabuilding.org/pr/pr ppp dfl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8a/02ruCfc2MRiSC82w%3da/a3d 1/3 C 1i1 iN Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/201S Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 61 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any 171-15000 R2 AE EVAL 15000.1.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. 'Flber-Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 c. "Fiber -Classic' or 'Smooth -Star' 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes 171.15000 R2 11 INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "? part number doors and sidelltes, which have been stained or painted within 6 months of Installation.) 1S000.4 d. "fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any 15000 R2 AE EVAL 1S000.4.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https://tioridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnAGCzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d°,63d 2/3 6WO17 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 11 INST 15000.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Flber-Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 II INST 1S000.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.0f additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "3* part number doors, which have been stained or painted within 6 months of Installation.) I :: 2601 Blair Stone Road. lbilahassee FL 32399 Phone: BSO-487-1824 The State of Florida Is an AA/EEO employer. Coavdaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have arry questions, please contact 850.487.I395. *Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the nepamment with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the pudic To determine If you are a licensee under Chapter 455, F.S., please dick her_. Product Approval Accepts: tea Credit Card Safe https:lAoridabUlding.org/pr/pr epp dill.aspx?param=wGEVXCwtDquS73Fr2ZyiPozAnA6CzH03yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 3/3 EXTERIOR 4 zi k, L "- .— ' I I ez INTERIOR 36MMAX HORZONrAL CROSS SB=NDOOR PAMIWMTH DOOR PAN& ffto fNl4mr jw lArl131 n m EXMOR ,) kR WMR) f0 ST ImC) 2 DOOR PANEL Fiber Ckmaic ooeGZ/24/12 N. T—R. 2-"\ VERTICAL CROSS SWW.Y V DOOR PANEL cm n LFS MANOW 04 FL-15=3 3 a, 12 as 1 . Iqr _ : Ir : la 13.7 Y MAIL PARMWID1H SFDEUTE PANEL Smooth Star 1/2' MIN. CUSS THK I/se TEMPEPM CLASS A1R SPACE 1 y TE'MPERLD GL AW E 1 au r7ult r I w N WWONTAL CROSS SECTION 4 SIDF]l1E PANE]. m rF 21 p li. L4:t1A "' y 42 rl i i F—Mr pit% •' 1 PIASiIC uP U!E-FTtAME V: t I ISRC UP L1fE FRAWE rxtRtmFa PVC Dc1RUDED SNC IDg' +— ! z l UfELPANQ SECTION SSfO 1 I. Spaunp for Item 29 J9 /41 (as aerova) is os foffoss F om the LwCom up on sides: 6Swith (7) mare spacod at 9.575' as there are (,I wmwsbothtop and bottom at 2.125' in from each F1RE TOP gBOTMU RAIL I SIOELIIE BLANK SLOE 571LE come, a42 FMCLR JOPRID PONDEROSA PM& SOm0.43 FINGER JOIPONDlROSti PIN$ SOm043 i eac 02 94/12 i N 7 S PEI j13oo0.3 49 73 17 . 40 WMIK S+ d $ j 7 Iltt a$ d a 30 1. The ddafte Ap dso reotsotUrfa the Tamil with (77) Mein 143 a 18 x 2' pfh !rood wcmw. There are ter 13 4) at each veMbd jamb, from the top dawn at 1a 21 13. 5 , 31; 48X & Sr. There are (2) at Ow header F 1. 1jt. t8 at 4' from The outside axnem of the E m& (rip.) frame. There are (2) at the a% 4' from the IXG010 OwWde aomere. n HORIZONTAL CROSS SECTION WN. I49 Elde. (TYa) 1S' MIN. C- M 17 w S 45 8 f' .-- t IA 36 ACM SEE NOTE 1 S5 EXTEM e A. 21 acc 24 2 ? snue N.T.S.° 16t0 12 VIOL or, JK e 2 HORIZONTAL CRQi4 SECTMON HORI210NfAL CROW SECRON FL— TSOOW n 1ai - J2 o MuujoN A I I i Na4DNRY II SHOWN F13RIsREFERENCE II i I OFEMNG WEADIMULLIONJII JAMBS A SHOWN FOR II REFERENCE I I II zx BUC if 0 11 NII II ASTRAGAL II i SHOWN FOR RETEMCE II A II O II i II 1[ A {I OPP XINGG mxcr Ar rroxrfotEr f. sor edeanrnQioau oncafthe— mvmaybe tomclGf.4 S.M3, Dc BUCK rd?e datonoe. to maha'Jovrtr. 2 Cancel* ancharkoattanrnokdar7A4XOXC9NQirn%*bea*atedto malhtdb the Urft edge d( krm to morArJokh, addtland conaefe andias maybereq dtoensuet &%tAXaNCe4Wd mn9cnarenatexoaedod. 3C'antrete onrhorta6le: 11W • TArOON 1/4 N-1/4 r A' N 114, 1-1/4• 1. 4 MASONRY 49 A OPENING TYP. HEAO1 I I zx BUCK in I ` ASiR+ .CAL I SHOWN FOR jREFERENCE 14 I Cdo 1 I I II SHOWWNNFOR ll ae REFERENCE (I TTP. Hm II MASOOPENtINI gJAMBSI I 1{ II II II 2x BUCK Il k1 I I MULLION -' { d c II SHOWN FOR II REFERENCEII II II II 0 G Cdo c a° ae N.T.S. a nt JK e L an vs 3 aria ro: a FL- 160ow 0 a AR's iS75 41q tU`` arrreo3333 166Er 183er mAr mr IAW n BffiQ41 I4E N E S Q g zi O?6 V3 V TY TYR 27 4S 92S E b E 07S a mo—al-- SEE NOTE 1 E Q 0 alas-4--- o 0 ASTRAGAL DETAIL a 4 12 Ars. m¢ vn x n 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOF aR an LFS oaa a , n AND THE BOTTOM. FL-15000.3 a am 1 v12 0 THERMAITRU 0 THERMA TRU DOORS i Is lmouawA OR., =oe01mM. ON 43517 FIBER CLASSIC" / "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR 9401WMPACr G04BULNM f. This p faa been ev solad and kln c wplw awfh the 6ltt Ede PM Q f 6da 6tmdbg Code PBO*Vcladrswm nbbdmftgo-dighYeb*Htxkmzone IYFRj. 2 Rodudartdlaastta0be•atfbWcndspooedost4mondetolLNdwenftM Otobase owteddshoobobmyottdwcldiss* ordxm. 9. When Lwd lh 41s'f1VFQ' 6 r piod Ir quhoa io bepmkcfed WSW a b p=t etdant wwwotp Umt oomPle w1$15eC$Dn 1626 at the FDC 4. Whenteedin near oublde of fho WC mqtft wind borne defsa pmtedbn lhls ptoducib t ubedlobe pmhtdedwfhanhpadooMmilcoye tgihatoomp0alfhSedon1609]2of lfbr2tdud6-n5 advb®ofdpmwibAid beth9somam$mtdwwnfa'bc b x!mascwtt>seittcltan 6. SflemndltrdbtanderlatelRNn9ledafaDOflhbdtawmpce9tAe}vr0teflgQtDattdydsbi' aO tsed enpTcleaasagklwed Oxhftect 7. ttiapn*jddmnotmaotthawda kdlb.r ntequkem9*frft'&W.VewSgunibslsaeDe hatafled ally ht norfmbldbEa aeon aathobdobfeloca Smw Wafected M on oveflttag a oattaasy fhotiheatglsbelweerllroedasotmstopyaoverfaalQtoslfblmthan4! degees. I JVMAX oVetut 1ftAA vsmf D D SM OUAFL -el J S1fETiT6DOME W/gCEMES rhEMC Cn41 040 47. 0 1 -47.0 M- MLL W 1 SHW 6 S 5 60. 0 -60.0 60. 0 .60.0 1), I FL—I5=4 I 3Q0 MAX DOOR PAKELMTH z 2 no g ,e 0 NV1 i BID DOOR PANEL Smooth Sur 1 HORQOMAL CROSS sECRON z DOOR PANEL sl qr UTCH SIRE 7DP RA2 SA/OOfli STAR) 54 (Sf/OQiiI STAR) FM LM I MN6E 57IIE BOTIOM RAtt 2 w"cQ. Moss SM— Sam ON H.TS d DVIH snR) sitoagl sTAR) 2 OOOR PANEL o ac ACgo aor, oe LFS a FL-15000.4 n a -Z— or12 0° 36dt 47 TO 16 g4 13 gi 13 30141Zi` Vi 01%% o a 17 17 a 24 S =e L 1 11 /• - y i ;.ac dig 44 6 f 1•i <`' y su 20 42 .7y 39 31 e: 163 rZ i r y o ii SEE NOTE 1 47e,<." 1 SEE NOTE 2 3 ••• r" s;-,-.'•' 1 L 30 1 r n it INTERIOR k MOR IMg mot-; SEE G1 Jr NOTE Z yr3.'3 X... l . 48 SEE NOTE 2 IA471 r rK1.L4 3 VERTICAL GROSS SECTION S Shown w x sub —buck 28 a ) 40 k•a: ly <2 19 OPTIONAL SURFACE BOLTS ON ACME PANEL a 19 i3 SEE OEM PRESSURE CMRi) g 41: r i 14 4 SET" NOTE 1 1 e• ' •. y; I. The s1craft is d1mat set Into the jamb with (12) e i + e Rem J43 a 18 x r pft wood saaw. Them are c •`: '•, • ... at eaoh vettloal jamb. $am the top down at Mr. aft 12 b1731, 48S' It 66' Thera am (2) at the heador at s wa N7SfromtheoutsidecomersWtflefromathanam J f/3 a j8 x 2-1/2' pft wod saraw at the y Iasc JK i cm we LFS 3 1 VERTIGO CROSS SECTION 22 VEF AL GROSS SEVWN 4' from the outside comwe s. 2. OPI AAA SURFACE BOLTS ON ACTNE PANEL amO1°" n FL-1500a45SEEDESIGNPRESSURECHART) S o' M~ r l U # a1SA9tl e s 13 c4m NOW., SEE NOM 1 1. The side0te Ie dhact sat Into the Jamb Ulrlllll 4J w'th (12) Rem /43 a #8 x 2' pfh. Weed e e screw: There aro (4) at each vertloal jomb, rrem the top dorm at IM". 31'. 4ar & 66'. There are (2) at the header A01M m:a at 4' ham the outsfde camera of the forme, thva ate (2) /13 a 18 x 2-1/2' ffL wood save at the @A 4' ham the adlride camem. f 1r ItirfRlOR 36 4J cc H 4I 29 44 MAX M5 17 7a OPIIONAI. SURFACE SM73 ON ACTNE PANEL 1-1l4A 1 EML (ITPJ SEE OMM PRESSM t7W0 s IC R fHORIZONTAL CROSS SEOMN 6 I 22 MIMMPt 39 CAM B 4e 43 SEE NOTE I 6 7 43 IAMCTNE Q ACTIVE p G1 l' S •• < 1,!:s •+ran- U e% ti i••r .h Q IQB a . t a a i K . • •f It L r • 1J ttgElt7B 4a 36 9 10 37 4 vac 02 4 1Z g g xrs. reon 1 HORIZONTAL CROSS SE•tJrTON CROSS 5f'CITONCRASS Sf'CITpN d FL- 15000.4 u HORIYONrAL 6 a uu L a1a pe rl 3e t II II OPENING OPENING II TYP HEAD I IJAMBS; II 1 I ISHOWNFOR uREFERE'M ZK 11 I I I 11 11 SHOWNNFUR 1 SHOWN FOR I ) 11 REFERENCE REFERENCE 11 a cs na111II n 1 II n t II i ll Q II QOj(BLE DOOR WZMEr M SUCK ANCHORING 4. _ 2X 1. CorxretearcharbcaQonsatthe carersmaybe dakaredtomaWahthemh edge &14rice tomwW]dnk 2 Owwrelearxha' baal6mnated(s%(ACONCtNWmurtbeaepaledto mdntclh the m&r. edge dktuce to martw)*ft addfix7d conaefe -x:ft rs S C rBto = the %AAX ON CeMWo9nardon are not exceeded. TAFCON° 1/ 4• 1-3/4• 2• P ELco ULTRACDN U4 1.1/C r 4• ZX 4 —{ r-- 8' II II II II II II 7YP- HEAD II & JAMBS II 11 II I II I I wwOµI I II SHOWN FOR II I11 I REFERENCE11 II )I II MULLION II I I SHOWN FOR ( I II REFERENCE II II II II II II ' II U 1 TYP. HEAD& A JAMBS SHOWN FOR REFERENCE 1 a 1 1 1 1 i w SEE! OETiAIL 13" VIEW •A'—! CONCWEANCHOR NO1t3` 1. Conmmle anchorbomYom at Me comes maybe aeoaed to mdrda0l AIamh edge dalmlcetomorforyofifs 2 Con- ntoanrJlotbcalfonrnatodas7r1MONC94 amtba aOLeed to mat *M Ala mh edge cWkn a to mortarlotrltlr addfbnd concnsfe andwm mcVbermq AW to enam the 'M X bN CWW dhmnsfon ore not exceeded ConceteandrorhltAs i a.?[~y i.T-iS•.`R'3 1 T-._.-[¢Gtho 7=_ m1. Ma01NMn a mh9nu edge lirlemae 1 woodreremtopavwfft ofwood THESE- (2) ANCHORS' REQ'D ONLY WHEN OP > 47 PSF v lI DPe]mc FRAME 2X BUCK L. Tv?. WD & JAMBS 0 SUM TYp. SAL NBL.E DOOR W&IOEIM SEE DETAIL 5' 13 49 J0 30 W/?X BUCK 1 0 1 INSTALLATION 31 1 W//1X BUCK1tJSTAff-hcoN 3• DETAIL 'Y ASTRAGAL k SURFACE BOLT STRIKE PLATES 6 READ 0 r 0 THRESHOLD SMKE PLATE raa e , w iYP. "FAD a AAA= FRAME 2X BUCK SEE DETAL '3' VIFZV 'B -"W 1 L sm T DETAIL '2' h o4 tv TM. 9LL SEE DETAL V I,I B- _. amLE DOER A' CONCIEWAKCHORNOIt T. C naele antli0rhaalior}s of Itle cammt mrybe added to m 7hdn itte nI L edge dWanee to martwtobrb 2. Concrefaar4hwrlocofcmnowas7AAxoNCT34113t"muobaa*atedh} mdhrcm the aft edge dbtanoe to n oftrfcft adcMmalemarate anahm mayb--mgtmedtoenumthe 7AkXONCff-D •dhwmm,areoot==aeded. 3. Cmu deand,artabla Naod= rewr NASONRYJ TrPo OPENING _ a JAM FRAME — a 2X BUCK O EA5L Im. SILL 49 30 W./ 2X BUCK ESALLATION 19 0 31 31 ITA" LLA x BUCK 48TIOx ' DETAIL ' 2' ASTRAGAL & SURFACE BOLT STROKE PLATES ® HEAD 31 31 0 30 o JO DETAIL ' 1' SURFACE BOLT STRIKE PLATE a THRESHOLD a 24 12 z MA JK c a, LFS i FL— I=W.4 "n 0 Fl a 1868' Wr mar 18B 14 A v 27 „ J TYP. i-2r 191P s r o.73' nor oosa F— srf NOTE t 4 0 wzr—I I-- a NOTE, 24 n N rs aea en .QC c 1. THE ASTRWAL BOLT HAS A 3` TKWW M THE TOP noc A LF5 3 AND 'THE 80TTOm. auom n+ FZ 1Sot10Ci ba MNWMA4 9& srwaawCWIPG.91E J37 6da ' ` ' MIN mm 46 SURFACE BOLT M6TS. -r Sn n 1 mm L xom -- snwT PLICE- 2 WQM FR.IIF MMEN MWEo POMEMSA ME sG-m o r T IIMWM DOOR MMU SWEEP wft .080" MAIL WALL, 05• &M WALL i5 now BOTMU 1900T 0.09, ExrRwo Mot WALL, V=M JK LlR1MM4 R W •R W Building Consultants, Inc. B Conaddag and I3ogtaeering3ervices for the Building todastry C P.O. Box 230 vah1co, FL33593 Ph=913093197 PloridoDOWorPMl'ndoan(i'Mgne MCudflmmofAudwdn6flNa9Et3 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Mar Classic" / "Smooth Star° Exterior E7dertor Door 118 industrial Drive 8V Inswing wf and w/out 91dslitae Doors Assemblies fidgerton, ON 43517 Fiberglass Door Phone 19 298-1740 Non-Im act" Boopa: This is a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.E- (System ID # 1998) for ThermTru Corporation based on Rule Chapter No. 61G20.3, Method 1 D otiee State of Florida Product Approval, Deperhent of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmlc% P.E. do not have nor will acquire financial interest In the company manufacturing or dlet ibuttng the product or in any other entity involved In the approval prooess of the product named herein. Urnffations: 1. This product has been evaluated and to in oompllanas with the 6th Edition (2014) Florida Building Code (FBC) structural requirements Including ihe'Ho Veloolly Huricane Zone' (HVFC1). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base metedal shall be beyond wail dressing or stucco. 9. When used In the °HVHT'this product is requl red to be protected with an Impact resistant: covering that compiles with Section 1629 of the FBC. 4. When used in areas outside of the °HVHT requiring wind borne debris protection this product to required to be protdcted with an impact resistant covering that compiles with Section 1600.12 of the FBC. S. For 2x stud framing construotfon, anchoring of these units shall be the same as that shown tot Px buck masonry construction. 6. Site oondidons that deviate from the detalls of drawing FL-16000.4 require further engineering analyols by a Iloensed engineer or registered architect. 7. Inswing configurations do not meat 'the water Infiltration requirements for the °HVHZ'. inswhtg units shall be installed only in non - habitable areas or at habitable locations protected by an ovadmg or canopy such that the angle between the edge of canopy or overhang to all Is less than 46 degrees. 8. See drawing FL-16000.4 for she and design pressure §Wtations. Su rfirtq Docrxnenta: 1. as e art Test Standard TEL 01480387-A,B,C ASTM D686.03,ASTM D1929-M ASTM D2843.99 TEL01460336-A,B,C ASTM De3fj %ASTM DlKO.96 ASM D2843-99 STT600001 ASTM G20-96 16427-107a62 ASTM E8+00a ATI e7608.011-108AS ASTM 01929.99 ETC 01-741-10701.0 TAS 202.94 ETC 01 741-10703.0 TAB 202-94 ETC 01-741-10693.0 TAS 202-94 TEL 06-1031-3 TAS 202.94 TEL 06-1031-4 TAS 202 94 Testing Labgratary Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P,E, TesUng Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Ina. ETC Laboratories ETO Laboratories ETC Laboratories Testing Evaluation Lab.,lno. Testing Evaluation Labjw. Drawing Uo, P eoared by ' ya4e c eaonsokj 0 JNo. FL 15000.4 RW Building Consultants, Inc. (CA #9813) a 1rt; a Caloulalions Prenored by Andlming RW Building Consultants, Ino. (CA#98'13) r. e ASTM E1300 Glen Load Lyndon F. Schmidt, P.E. Quality Assurance A t Certificate of Partlofpatlon issued by National Accreditation and Managemertt Institute, oeriifying thatTherrna-Tru Corporation is manufacturUtg products within a quality assurance program that complies with MOYIEC 17020 and A, t; y;1;,. sheen of 1 Lon Hicks, VP Operations William E. Fltdh, P.E. Joseph A, Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Signed & Seated by Lyndon F. Sohmldt, P.E- F. Schmidt, P.E. Lyndon V. Schmidt, P.E, FL PE No. 43400 21=016 Florida Building Code Online Page 1 of 3 gongPOW' tq I Submit Swcbu9e I Sob a Pass I Hmltmuara I fae Stir I ace SW Map I Lkft I sear I Bus1nes Protessi I Product ApprovalSUSMPubecuar Regulation pmQy eg > g > Appllcallon Oaten Fl # FLL5332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Eyft 2560 bsltlinger@mlwd.com Authorized Slgnature Brent Sitlinger bsltlinger@mlwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sllding Exterior Door Assemblies Compliance Method evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the t.uls Roberto Lomas Evaluation Report Florida License PE-62S14 Quality Assurance Entity National Accredltatlon and Management Institute Quality Assurance Contract Experation Data 17,/31/2015 Validated By Steven M. Urlch, PE 13 Validation Checklist - Hardeopy Received Certificate oflndependence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certlfled By Sections from the Code Standard AAMA/WDMA/CSA 101/I.S.2/A440 Y i ! 200S i Fill 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 OYes ONo ON/A https:llwww.floridabuilding.org/pr/pr app_4d.aspx?param=wGEVXQwd)gtH8572gvdwl.. 8/31/2015 Florida Building Code Online FLIS332 R2 CDC FLIS332-COMP.odf Product Approval Method Method 1 Option D Date Submitted 04/30/20LS Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/201S Summary of Products Page 2 of 3 FL # I Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO OXO 145-3/4" x80' NON - REINFORCED units of Use Installation Instructions Approved for use In HVHZs No Approved for use outside HVHZs Yes FL15332 R2 Ii 08-00S00C.Ddf Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108078.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96'x80' NON - REINFORCED L.tmits of use Installation Instructions Approved for use In HVHZ:: No FLL5332 R2 11 08-00498C.ndf Approved for use outside IiVHZs Yes Verified By: Lids Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S1080Se.odf PRESSURE RATINGS Created by Independent Third Party: Yes LS332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 08-02248A.odf Approved for use outside KVHZ: Yes Impact Resistant: No Verified By: Luis Robertb Lomas 62514 Created by Independent Third Party: Yes Design Pressures N/A Evaluation Report& Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512968A odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 961x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party! Yes Design Pressure: N/A Evaluation Reports Others REFEtTOAPPROVAL DOCUMENT FOR DESIGN FL1S332 R2 AS 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 1431x96' REINFORCED Urnfts of Use Installation Instructions Approved for use In HVHZs No FLIS332 R2 If 08-OMDA.odf Approved for use outside HVHZs Yes Impact Resistants No Verified By: Luis Roberto Lomas 62S14 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE S12970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96":O6• Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332, 2 U 08-00499C.ndt Approved for use outside HVH2: Yes Vedfled By: Luls Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108068.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' ALUMINUM SGD https://www.floridabuilding.org/pr/pY app dtl.aspx?param=wGEVXQwMgffl8572gvdWI... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ. No F LS332 R2 It 08-OO501C.odf Approved for use outside HVHZ Yes Vetlfled By: Luis Roberto Lomas 62514 Impact Resistantr No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other- REFER TO APPROVAL DOCUMENT FOR DESIGN 533a R2 AE 510808B.odf PRESSURE RATINGS Crea0ad by independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"40" NON - REINFORCED Limits of Use Im etalhation Instructions Approved for use in HVHZI No EL15332 R2 n 08-00502C.odf Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressuren N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL IS33Z R2 AE 510809B.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 4301440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use installation Instructions Approved for use In HVHZ. No FuS332 R2 n 08-00503C.odf Approved for use outside HVHZ: Yes Ver8led By: Luis Roberto Lomas 62514 impact Resistant: No Created by Independent Third Party: Yes Design Pressures WA Evaluation Reports Otheru REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108108.odf PRESSURE RATINGS Created by Independent Third Party: Yes eatk Ho*e OendQrla is 1240 north Monroe etr.r.. Tallahassee FL 3 Phone: 950.467-1e21 The state of Florida 6 an AAA® amptoyar. Coonloht 2007-2013 Sato "f FNrda.: it P&xcv Statormird is Raftind Statorrient Under flodda btu, small addresta am public retards. If you do not want your o-ma0 sddrecs rdeesed In respoma to a publlemcords roquaat, de not and deetronhc mall to this entity. Instead, contact the office, by phone or by traditional ma0. If you raw any 4t uttona, pheaa contact e50.491.InS.'Purarent to Section 455.275(1)), Florida Statutes draNva October 1 2012, 0cltieaos Oansed under Chapter 455, P.S. rnrs t provide Ca oeyartrre'rrt with sn ana0 address M Ihsy have one. T(a tmafm gravid nay be toed for eIfQ ZoanuNcatlon with 00 Oarlaa. HMMW erm0 addn dM as pliant retarnt It you de not tNh to supply a personal address, plan pmvMa tha Deparhnerrt with an moll addres wldch an to trade avdlehle to the public To detemnlne if you as a lleerses under Chapter 455, P.S., please dildt h= Product Approval Aaeptin ti C. itSAFIE hops://www.floridabuilding.org/pr/pr app_dtl.aspx?paxann=wGEVXQwtDgtH8572gvdWI... 8/31/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN S DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBRJTY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE 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. S. FRAM- MATERIAL- 3(TRUDED ALUMINUM 6063-T5. S. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS, 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEA.4ING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS MAXLMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN I.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG L ENGEH/OVERHANG HEIGHT 10, FOR' ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DE?AIIS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO.ACHIEVE A 1 1/4' MINIMUM EMBEDMENT IkTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SIAS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS S40WN IN ELLVATIONS AND INSTALLATION DETAILS 13. ALL FASTENERS TO 9£ CORROSION RESISTANT. 14. INSTALLATION ANCHORS STALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSL C. MASONRY - STRENGTH CONFORMANCE M ASTM C-90, GRADE N, TY?E I (OR GREATER). 0. METAL STRUCTURE STEEL 18GA. 33KSI OR ALUMINUM 6063-TS 1/8- THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, X0, XX, XP, PX. XIP, PD( I RLv I oamwnw I RAM I A/i MW 1 I A I ADDED FLANG< AND nN 6%SrALLATDN 1 12/10/13 1 R.L. SIGNED: 1211612013 MI WINDOWS AND DOORS LLC %X1LIIINr1p 1001 W. CROSBY RD Alit= IOd1,i CARROLLTON. TX 75006 J••b GEN pR'p TABLE OF CONTENTS SERIES 42D SGD REINFORCED WITHOUT ADAPTER 96" x 96" 2*W-ATI;ea4'Fw' 9< DESCRIPTKN NOTES to 1 I NOTES nluwNe MG m 2 — 3 C EVATIONS V.L. 08-02249 4 — 10 INSTALLATION DETAILS I Sol, NTS ICA" 10/30/13 IvwI OF 10 I Fl HE 96- MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART is FOR NUMBER OF LOCATIONS REQUIRES) 6• MAX 6' MAX IB' LAX AME IGHT L 6' MAX 6" MAX SERfES 420 SOD REINFORCED WITHOUT ADAPTER FafliS IORVIEW DESIGNPRERSURERATWQ avACTRATWG t35.OPSF HOME vffm9-1=SILL SIR CHARTS #1 AND AM FOR OTHER LIMITS RATINGS DESIGN PRIESSURERATING IMPACTR4TWQ 25:0%28.6PSF NONE WITH 1-WSILL SEE CHARTS #SAND #4 FOR OTHER L#=RATINGS CHARTif WIDT2-l='SlLL WHERE WATER INRLTRATm RESISTANCE IS REQURED. C6e//RCa GYRGT7 EEL::7EL 7EEI E ELZ'7Efi lE1Z7Et,Z7 E JELZ:7 L EL.'TI Ei E#Lr;.E lEE3f SEEM KLEE ifKMA L: JKL':A"1E imom ELSE r ELL EL EL'.E#E'S E E C4 IRTIF2 WIIH26%larsRI. tVHERE WATER I4FC.TR4TION RESISTANCEIS At7TRE OLME D. SEE NOTE 9 SHEET I 7_^' I7yfri1071':•'Tyi' 0Waim p ELa EL+. ECP7 ELF EIS E 7 Ef:CJ E EQEI EC3! EEL'i71::37 EL:d EL:$7 a ELF E#L EL E EL:SLI 7EL 7FiAE EL ELJE.LEL IEE S>•E#7 wpslm e6IIie•ION I WE I mmmm ADDED FIANCE AND FIN INSTALLATION 1 12/10/13 1 RL C 4RT& WITH 1-ff2 SILL WHERE WATER WRCTRATIOMRESISTANCE ISREQUIRED. cra unrr a cueer Daeoff Plessme 4fied" quMadlbaIReneNtlN Fhm 310 sam ten 4w o IIb am as Ne9 Pm m eca 2S0 77.4 24A 74A Mft-41Inas a a CId4RTt4 WITH 1-1/FSSl WHERE WATER W1mATTONRESISTANCEis NOTRE37umax 89ENOTE9 SIFT 1 CHARTes DOsGpr preswm eherf" sYl9mrrenulMtau Ye FI me Hdvd P+ I JLO zwI 4an 40 Am PCs I Nag I Par I Nee I PCs Ip Pos NAq ILI 7b 7b 7 17 77 P. 77A51.1 34.1 ILI 70. 7 70] tn 1 4an 37.2 12 st] 70] SLO 7 1 40.7 353 1 33Z I SM weber OfeOdmrl0eltleaeneidfnd Fie, Ebieb Pa WaNTOWAR0 % 14+ a Weam eno 2LO tt° 4t0 m NGS jamb NNS am& 9" jams ras ILO 1 e e e e 6 6 6 fR0 1 e 7 e e 6 6 6 SU 4 6 6 e 6 0 6 e ILO 4 e b e 0 e 6 Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 fir, SERIES 420 SGD REINFORCED WRHOLrf ADAPTER 96' z 96' ELEVATION Iy Lft , 08-022AS 3 f 4 FS HE 96• MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART J6 FOR NUMBER OF LOCATIONS REQUIRED 6. MAX r 6- MAX 6' MPJ( 6` AX nME GHT 6• km SERIES 420 SGD REINFORCED WIiHOUTADAPTER EA7ENOR VISV DESI(aNPRESSURERATINO WACTRATIN0 35.OPSF AM'E MM 2-v1Y s(LL SEECFbI M Cl AND 92SHEEr2FOR OThM UADTSRARNQS DSlGNPRESS!lRERATUJG ! En] 2&W-M,6PSF w"H! 1-Mrs1LL SEE CRAM 90AND&SHEET2FOR OTHER 1/NR8RATDWGS r WE I ewaM ADDED FLANGE AND FN INSMIAMON 12/10/13 1 R.L. CHARTOS Aromti. olaneAw wcavav.w+ne rim ana sao c.o ao cns ns sso seo Has I J." HAS I Jame HAS Jame HLS im6 sio e s a e e e a oaa c s e e c e e sm c 6 a e e a s saa a 6 6 6 6 6 a e 5 3/8- ---1 2' 21/ 32' SILL ALUMINUM 6083-T3.00 THICK 5 3/8- 2' i IR, SILL AL( OA N6068-T3.053TFRCX MI WINDOWS AND DOORS LLC \xwIll ijIll 1001 W. CROSBY RD , \?.-. •, Ad CARROLLTON, TX 75006\GENSR 9S SERIES 420 SGD REINFORCED WITHOUT ADAPTER *• 96' x 96' FIN ELEVATION E L. NTS 08- 02249 10 1/2' MIN. Mom aav olsotvna>a ate AVROM EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLA110N RA. 1 3/8• MIN. WOOD FRAMING EMS ENT OR 2X SUCK BY OTHERS 1/4" MAX. SPCE MAX 10 WOOD EMBEDMENTMENT HIM SPACE SCREW rr T- INTERIOR 1/2' MIN. EDGE DISTANCElr--ilm 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR LLU LLJJ INTERIOR VERTICAL CROSS SECT70N WOOD FRAMING OR 9K9UCK 80TALLATION NOTM T. NMERIOR AND SaIENOR FDWSHEM BYOiFIH74 NOT BROWN FDR CLARI Y. X PEWMETERAA10 JONNTSEALANT BYOTHH:STD9E OES WGIACCORDANCEWRHASTME2f12 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EMUAL SEE SHEET 3 OR SILL OPTIONS MIN. ENT 10 WOOD SCREW WOOD FRAMING OR 2X SUCK BY OTHERS JAMB INSTALLA77ON DETAIL VolOOD FR4MM OR IX 8= bWFALLATVN MI WINDOWS AND DOORS LLC f, tool W. CROS9Y RD 5 11F`."to j,. • • • . 41 CARROLLTON, TX 75006 S v OEN84;9iT SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96- o AFRAMEINSTALLATIONDETAILS E OF OR10;• a • SAAIII?\`` OIIAY* V.L08 90F A Smu NTS WE 10 30/13 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE T 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BID OF VULXEM 116 NSTRUCIION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTUREAISTAUATX N NOTES Y.WEVORAND EXT W.9FINWfES.BYOTHERS& NOT SHOWNFMR CLARITY. 2 PO4WE1ER AND JDIM SEALANT BYOT hSW TO BE DL: SIOAED WACOOROANCE WITHASTM fZ 12 T- 7/ 8' MIN. EDGE DISTANCE 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REV W 5 rtv orsa ww aa: urrmvm A AD= FIANCE ANO FIN mr4LATION 12/10/13 0.L 1 / 4' MAX. SHIM SPACE INTERIOR 11-- EXTERIOR JAMB INSTALLATION DETAIL METAL ST RUCT UR E INSTA L CA TTO N MI WINDOWS AND DOORS LLC Soot W. CROSBY RD CARROLLTON. TX 75008 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" x 96' FRAME INSTALLATION DETAILS ORO" ORO Ns V. L. 08-02249 e-.. v NTS 1— 10/30/13 9=5 OF 10 s.... ,. IV . GENB, d 2 1 /Y MIN. EDGE DISTANCE a ; 1 1/4- MIN. a! EMBEDMENT CONCRETE/ MASONRY J 1/4MAX. BY OTHERS SHIM SPACE OPTIONAL iX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/ 16' TAPCON EXTERIOR IUJ LU INTERIOR SILL TD BE SET IN A BID OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/ 16- TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS 4 A; 1 1/4' MIN. d: • , • A _ EMBEDMENT 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECT70N CONCAETESEASONRY WSTALLATTON ass olswvnwl are uvaovla AWED FLANGE AND FIN tWALLATKW 12/10/1$ JR.L. 1 1/4- MIN. EMBEDMENT 1/ 4• MAX. A .. 2 1/2- i SHIM SPACE MIN. EDGE DISTANCE 3/ 16- TAPCON r' CONCRETE/ MASONRY BY OTHERS OPTIONAL ix BUCK M BE PROPERLY SECURED SEE NOTE 3 SHEET 1 WTERIOR n EXTERIOR JAMB INSTALLATION DETAIL CO VWT5MASONRYWSTALL1T10N NOTES 1. WIEAIORAND DaMIOR FWISNES, BYOITE;R n NOTSHOWNFORC AIR P PER/METERANDJOWTSEALAMBYOTHER3TO BE DWIGNED W ACCORDANCE WTTHAST ME21 r2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96' z 96" FRAME INSTALLATION DETAILS tpRt OW61q. R L 08-02249 Az NTS — 10 30 13 —6 OF 10 STILE OF _. WOOD FRAMING OR 2X BUCK BY OTHERS f10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2- MIN. GE DISTANCE 1 3/8, MIN. EMBEDMENT 1/4" MAX SHIM SPACE 10 WOOD SCREWS INTERIOR rSILL TO BE SET IN A BED OF WU(EM 116 CONSTRUCTION ADHESIVE OR EQUAL VERTICAL CROSS SECTION WOW FRWAV OR2XSUGKINSTALLATION NOTES., 1. BnBWRANO &7ERIOR FVaSNES, BY0TA0W NOTSHOKWFORCL FMY. 2 FERfMErERANDJOMTSFALANTBYOTHOASTOBE DEEMED INACCORDANW IVIMASTM E2112 SEE SHEET 3 FOR SILL OPTIONS I 1 3/8" MIN. EMBEDMENT 1 3/8" MIN. EDGE DISTANCE 110 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE REWSM mare row are Ary o ADOW FLANGE AND PIN 06MLATION I 12/10/13 JILL fArmGIno JAMB INSTALLATION DETAIL IYOCO FRAMMQ OR 2X8UCKM8TALLATIOAI MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 v SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FLANGE INSTALLATION DETAILS Dn"m 0 V.L 08-02.249 A Brats NTS 1041E 10/30/13 `7 OF 10 OF METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN WLKEM 118 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL ST RUGWRE UNSTALLATM NOTES: U. Wn9VoR AND Ek79UOR FBVISNES, BY 07NER4, NorsxowNFORCLARm: z PER(ME7ERAND JOAUT SEALANTBYOTFE M TOBE DESIGNED WAGCORDANCE NTUNAS7M E41 fY AtY6Cla VESWPma am I mpmovm ADDED FLA= AND FIN 0LS1ALMON I 17f 10/13 JR.L. 1/4' MAX. SHIM SPACE 7/8MIN r INTERIOR EDGE DISTANCE L- F11111111111 I10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMS INSTALLATION DETAIL AlETAL STRUCTURE WSTA[ LATA]N M1 WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75006 SERIES 420 SCD REINFORCED WITHOUT ADAPTER 96, x 96" FLANGE INSTALLATION DETAILS AM ONC t10. A L 08-02249 A NTS lam 10/30/13 IOWS OF 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL lx BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16• TAPCON — MASONRY/ — CONCRETE BY OTHERS 2 1/27 MIN. EDGE OISTANCE 1 1/4' MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 3/16• TAPCON WTERIOR SILL M BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 FOR SILL OPTIONS 1 1/4" MIN. a:• •; . EMBEDMENT a • VERTICAL CROSS SECTION CONCREMMASONRYINSTALL1110N 2 1/2" MIN. EDGE DISTANCE off+ oae .nwmvm ADDED FLANGE AND RN (KSTAUATION 12/10/13 R.E.. 1 1/4' MIN. EMBEDMENT r .. 1/4' MAX. 21/2" SHIM SPACE INTERIOR MIN. 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TRIM INTERIOR MASONRY/ CONCRETE BY OTHERS HOOK STRIP - a 1 1/4' MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED EXTERIOR - PANEL INTERLOCK HOOK STRIP INSTALLATION WSONRY210NCRETE METAL STRUCTURE BY OTHERS 7! j INTERIORTRIMTRIM 1 3/8' MIN. EMBEDMENT INTERIOR HOOK STRIP \ HOOK STRIP -r f10 WOOD `-#10 SELF DRILLING SCREW SCREW EXTERIOA : Rik PANEL INTERLOCK EXTERIOR PANELINTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X8UGOWDODFR4ABM0 METAL STRUCTURE NOTSS. 1. ARERIORAND JWTVI1OA RMSHE% BYOTHM. NOTSHOWNFOR CLARITY. LPOVI T9iANDJO/MSEILANTBYOTHERSTOBE DEWW AIACCORDANCEWTMASTME211P WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW W000 FRAMING OR 2X BUCK BY OTHERS 12' MIN. EDG DISTANCE 1 3/8' MIN. EMI ENT 1 3/8' MIN, 1/4' EMBEDMENT MAX. SHIM SPACE 1/2" MIN. EDGE DISTANCE INTERIOR VER77CAL CROSS SECTION WOW FRANINOORZYBUCKWTALLATRW NOTES' 1. IN1FJ80RANO sail on FTNIBNs% BYOfNEA31 NOTSNOW mRCLARRK Z PAifMETERMIDAOINTSEALAMrBYOTPdSgSTOBE DESTGNEDINACCOSRDANGE WrtMASnWMI12 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING I OR BY OTHERS 1 3/8- MIN. EMBEDMENT I/AV RC/!R6 av IRON GqE .mlmvto A AOOED CHAMS 03/05/12 R.L B WVLtiiD PER bMN TESTING 10/15/13 ILL C ADDED RMICE INSTALLATIONS 12/06/13 RL JAMB INSTALLATION DETAIL WOOD RRAMING 0A 2X 8UCKINSTALL.ATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY Ro CARROLLTON. TX 75006 0, v\, 0 • EMB'; IV 43 XIX D 143' x 96" REINFORCED 6d FRAME INSTALLATION DETAILS TAT OF ; 2pR10 3 ONA 11 N` CRAM oso ea 08-00503 1av C t aaeNTS 02 23/09 3 OF 9 Ra we APPRM A AD= CHARTS 03/06/12 RL 1/4' MAX L REVISED PER NEW TESTING 10/15/13 P-L METAL STRUCTURE SHIM SPACE C ADDED FLANGE INSTN1ATIOMS 111AV13 RI 8Y OTHERS 1 /4' MAX SHUT SPACE I 1I 0 7/B• MIN. 10 SMS OR EDGE DISTANCE INTERIOR aSELFDRILLINGOSCREW a EXTERIOR INTERIOR g10 SMS OR SELF DRILLING SCREWS SILL TO BE SET IN A BED OF VUUaU 116 CONSTRUCTION ADHESIVE 10 SMS OR OR EQUAL METAL SELF ORIWNG STRUCTURE SCREW SEE SHEET 2 BY OTHERS EXTERIOR METAL FOR SILL OPTIONS STRUCTURE JAMB RVSTALLATION DETAIL METAL STRUCIURETNSTALLAAON VEFMCAL CROSS SEC77ON Afb7AL. STRUCTURE A'STALLATTON Ml WINDOWS AND DOORS LLC T111111U1 1001 W. CROSBY RD CARROLLTON. TX 7500E SERIES 430/440 XIX SGD NO11S 1.INTERIORANDEXTERIORRNISKWBYOnIER$ 443" x 96" REINFORCED FRAME INSTALLATION DETAILS 7.UiVbNOTSNOWNFORCLARRY wr>.re o.c wa O F,pd...... AMAMWRNAsnE2119sroeE08-ooso3 A. NTS I aae 02 23/09 10=4 OF 9 CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2- MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT EXTERIOR 1 1 /4' MIN. EMBEDMENT- 2 1/2I MIN. EDGE DISTANCE 1/4' MAX- J SHIM SPACE 3/16- TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS 94TS71OR SILL TO BE SET IN A BED OF VULKFM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS s ° • 1 1/4' MIN. S EMBEDMENT r ` .. ... VERTICAL CROSS SECTION 0ONCRETS ASMRYINSTALLATTON 2 1/2' MIN. EDGE DISTANCE MAST 6 av oanumon aleeovm A ADDED CHAR19 03/06/1Z R.L B IWWSED PER NEW T65TWC 10/13/13 ILL C ADDED iUWCE ISSTALLATIONS 12/06/13 1 ILL 1/4' MAX. SKIM SPACE LAMB INSTALLATION OETAIL OPTIONAL 1X SUCK OOIVCRFTSNASQNAYINST,UlATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTE& 1.OMNORANDE SWORRA(MM,8VOWERS NOTSMM FOR Cb4PJrY 8 PERT wnMANDJOEMSEALANTBYOTHERS TO BE DFS amm ivAGCOROANCE WTH ASW EV 12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/440 )aX SGO 143' x 96' REINFORCED FRAME INSTALLATION DETAILS F.A. 1 0"0503 9=9 NTS wn. 02 23 09 10=5 OF 9 10 FRAMING t 2X BUCK BY OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW WOOO FRAMNG OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. FAIBEQ1dENT MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION W000 FRAMING OR ZKOUCK UVSrALLATION NOTES. f. WTEP"ANO EXIII TOR FINISHES BYOTHM NOT SHOWN FOR CLAIITY. ZFERIMETER WDJOHYTSEAL4NT8YOIKffiW7UHE DESIGNED OV A000ROANCE WTTMASTM Elf 1P 1 3/8' MIN. EMBEDMENT 1/2' MIN. EDGE DISTANCE J10 WOOD SCREW SILL TO BE SET IN A 80 OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPNONS WOOD FRAMING 1 OR 2X BUCK BY OTHERS 1 3/6' MIN. EMBEDMENT I._ 1/4' MAX. I SHIM SPACE F.A. raExOors REV WE I AVFRUM A ADDED CHARTS W/06/12 I RL 8 REVISED PER NEVI 1FSIRIG 10/13/13 1 IL C ADDED FIANCE INSTALLATIONS 12/05/13 1 RL JAMB NV.STALLATTON DETAIL WOW FRAMM OR?X SUGX INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/"0 XOC SGD 143" x 96' RONFORCED FRINGE INSTALLATION DETAILS aIe ta. 08-00503 I(M_1i'J51L '. METAL STRUCNRE BY OTHERS 0 - — 1 /4' MAX. SHIM SPACE 1 OR 7/8- MIN. LUNG EDGE DISTANCE J10 SMS OR SW DRIWNG SCREWS 1/4' MAX. SHIM SPACE INTERIOR 1w1E I Ama m A ADOM C.KARTS 03/06/12 RL. B REVISED PER NEW TESIM 10/15/13 P-L C ADDED FL*M INSTR1AnMS 12/06/13 I Rt u AA SO OFSILL7*0EWUD:M 116 LJ CONSTRUCTION ADHE9VE 010 SMS OR OR EQUAL METAL SELF DRILLING STRUCRIRE SCREW BY OTHERS ElaERIOR C;LpSEESHEET2A y.IR RE FOR SILL OPTIONS JAMB INSTALLATION DETAIL BY OTHERS METAL 8TRUCTURElNSTALL477Ory VERTICAL CROSS SEC7101V METAL STRUCTUR6INSiALLATUY NOTES i. INT1700RAN0 EICTER(RR FOWSMES BYOTHSgS; NOT SWKW FORCLARRY. LL PEALMETERANDJOWrSEILAMTBYOTNFR3RV BE OESIONED1NACCORDANOE WRNABIUEEIIP MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96" REINFORCED FLANGE INSTALLATION DETAILS o,.wc oiro Ka F-A, 03-00503 ME NTS IBM 02/23/09 10 ..T7 OF 9 VTATd;OF 0 ; F•'ORN4: GS` 70NAitt CONCRETE/ 2 1/2- MIN. MASONRY EDGE DISTANCE BY OTHERS 1 -'• a: - y 1 1/4" MIN. OPTIONAL - IX BUCK TO BE PROPERLY SECURED E NOTE 3 SHEET 1 e ' EMBEDMENT 1 1/4' MIN. a EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 1/4• MAX. I SHIM SPACE 3/16' TAPCON 3/16" TAPOON CONCRETE/MASONRY — EXTERIOR INTERIOR OTHERS 3/16•TAPCON, 1111 1111 1111 SILL TO SET IN 5 BED •, EF a CONSMCTIVON ADHOREIDUAL a., JJ_ 1 I` Vl III', 1_vIII III I ]SHEET SILL OPTIONS L=`T`=:1-- _-' _III t—_GJI- 1 1/4 MIN. EMBEDMENT VERTICAL CROSS SECnON 2 1/2• MIN. CONGRETSIMASONRYINSTAl1A17ON EDGE OISTANCE Ile MAX. r SHIM SPACE OPTIONAL. 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 RENCOOM REV OFSQulOmI aat APPROVED A HOED CFWRS 03/06/l2 R.L 8 REVW PER NEV TWNG 10/15/13 R.L C ADDED S-4XCE NSTAUATIONS 12/06/13 Rd. JAMS INSTALLATION DETAIL 0ONCRE7SIHAS0NR Y 1NSTAL.LATION NOTE& 1. 6YTEWOR AND EXTEFDOR rINSNE% 8YO7NEIM MDrSHOWN FOR d.AR1TY. 2PERAIEIERANDjov fSFAUNrBYOTHBTSTORE DESKLYEDW ACCJRDANCE WRNASTAI E2/ 12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 130/"0 XDL SOD 1436 • x9REINFORCEDFLANGE INSTALLATION DETAILS aRwt ORc ND• F.A. 08-00503 SOIL NTS IME 02 23/09 ISMS OF 9 tUe..rti5te 1 5/8' MIN. EDGE GIST. TRIM %. . INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 Ile MIN. EMBEDMENT lX BUCK BY OTHERS. ix BUCK To BE. PROPERLY SECURED EXTERIOR '— PANEL 01 MLOCK HOOK STRIP INSTAL an0N AMSON71110ONCRET6 INTERIOR TRIM 1 3/8' AN. EMBEDMENT HOOK SMP 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2XBU0FQWO0DFRAAGN0 RrAsm oescRp OR we AP VM ADDED CNNI18 03/06/12 R.1.. REYLSED PER NEW TESONG 10/15/13 R.L ADDED FIANCE INSTAUATIONS 12/06/13 F.L. METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EX ERIOR INTERLOCK HOOKMIP INSTALLATION METAL STRUCMIE NOTES: I. INTERIOR AND EXTERIOR FBWISFfM BYOTHM NOT8NOWNFORCLAMN.. EPERWETERANDJOPM•SE LWr9YOTH67STOBE DESIGNED INAGOOF OANW W WASTM E2/ T2 MI WINDOWw. caoseDYOacS LLC CARROLLTON. TX 75006 StR11L0 CENBF'%d1 OyyBB 11' 1 9t sSERIES430/440 XIX SGD 145' x 96' REINFORCED allr/siscBi • HOOK INSTALLATION DETAILS ORArouFJL 08-00503 Sc" NTs I anc 02/13/09 1$Nmrs. OF 9 10/27/2016 Florida Buildinq Code Online SCIS Home I Log In I User Registration I Hot Topics I submit surcharge I Stats 6 Facts I Publications I FSC Staff I SCIS Site Map I Links I seam FI ridp a r l off Product Approval IUSER: Public User WTa V9 Product A°°mval Menu > ProAuct or A°°Ilcati°n Seam > Anollcation List > Application Oetag FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/ Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_ Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne- Dalton.com Technical Representative Greg Taylor Address/ Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne- dalton.com Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard DASMA- 108 DASMA- 115 Year 2002 2005 httpsJAvww. fltxidatxrilding.org/pr/pr app dfl.aspx?param=wGEVXOwtDqufllJRfWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGO%3d%3d 1/6 10/27=16 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL 1# Model, Number or Name 9174.1 5120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 15120 / 6100 / 9100 #0229 Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other. Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door Is a replacement door. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other. 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door Is a replacement door. Description 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0228 318958 P7.odf FL9174 Rll If Track Supplement Chart P10.odf FL9174 Rll II WD3ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 1111 AE Eval Rent 9100 rl s.odf EL9174 1111 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0229 318959 P8.odf FL9174 R11 It Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or Intermediate section. Installation Instructions FL9174 Rll II 0230 318960 P10.odf FL9174 Rll II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R11 If 0231 318996 PS.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSupole mentPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174. 5 15120 / 6100 / 9100 #0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or Intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 P5.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 hftpsJ/ www.floridabuilding.orglprlpr app o.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll If Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSupplementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0232 31E PS.pdf Approved for use outside HVHZ: Yes FL9174 Rll II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.3df door. FL2174 Ril AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 If 319040 Pi Post.odf Impact Resistant: Yes FL9174 RI II Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 Rll II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.ndf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.ndf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes Design Pressure: +39.20/-43.70 FL9174 Rll II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Parry: Yes Evaluation Reports FL9174 Rll AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes https:/Avww.floridabLdiding.org/pr/Pr_app o.aspx?Wam=wGEVXQwtDqufllJRfWxfou7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 316 10/27/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II W121ambSuoolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 1111 II 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports M174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 s.odfrl FL9174 R11 AE FL99174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 RI 1 II 0602 319028 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf F-9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI I AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 1111 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available In top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 1111 AE Eval Rent 9100 s.odfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 19 Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.odf Impact Resistant: No FL2174 R11 II WDJambSuoolementP16 s.odf httpsJ/www.floridaWiding.org/pr/pr_app o.aspx?param=wGEVXQwtDquflIJRfWx15u7ojnlOheH%2bRKIkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Verified By: John E Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.17 5120/S140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 0606 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0606 319032 P6.odf Approved for use outside HVHZ: Yes FL9174 RI I I1 319040 P1 Post.odf Impact Resistant: No FL9174 Rll 11 Track Supplement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 Rll If WDJambSuoolementP16 s.Ddf Other: Doors with glazing shall not be used in the wind- Verified By: John E Scates P.E. FLORIDA PE 51737 borne debris region unless protected or unless structure is Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports door. FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0609 319035 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 It 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.ndf FL9174 R11 AE Eval Rent 9100 ri s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.ndf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 I1 0608 319034 P4.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 11 WDJambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.20 5140/9400/9600 #0607 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0607 319033 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll 11 Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 If WDJambSuoolementP16 s.odf Design Pressure: +25.90/-28.80 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 Rll AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.ndf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Flodda Is an AA/EEO employer Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval ACCepts: https:/Avww.floridatwilding.org/pr/pr appo.aspx?param=wGEVXQwtDquflIJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 5/6 10/27/2016 Florida Building Code Ordine MERE Credit Card Safe Mips)/www.floridabuilding.org/pr/pr app O.aspx?param=wGEVXQwtDquFl1JR1Wxf5u7ojnl0heH%2bRKJkizESWxAzegKuY6GeGQ%3d%3d 6r6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/ "oTrz 9 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 a" 9'r /k, No. 51-137 0 STATE OF .00 V ppt !c[pR10P p2 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2- O.D. WASHERS WITH A 1-9/32- THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH - 16ft LOAD PER JAMB = 30psf x 16ft/2 - 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD 818.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "oTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a No. 51737 ' O ; STATE OF O•c,a A- LOR%q per s ONAL \NN 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ NOTES 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 14 16 760 11 13 16 780 10 13 16 800 10 1 13 15 FAoNrFa No. 51737 O : STATE Of SsONA; ?kx III11 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 4. CHART IS BASED ON 6-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB "oTE 4 2500 PSI CONCRETE"oTE I 4000 PSI CONCRETE MOTE I 2000 PSI GROUT FILLED CMU"ore s 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24. 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 1 16 17 N/A Ski,, Nz, 0-'sGENaF ` No. 51737 O STATE OF 00 ?% • 1-20110 Z/ jjIsIONi1` 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4 A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f1/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 5 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FTNOTEi 2500 PSI CONCRETE "0TE' 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMU"oTEI 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 Soo 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 a 740 1s 19 8 760 18 18 8 780 18 18 8 800 17 1 17 8 6" SC4 //// N0. 5173T y 0 STATE OF ION i ` 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3'. 2. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4 ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16tt/2 - 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/1`2203 Revision P16 9 ' A3aH OZ9ti ' ON latld OIMtlaONI 1N3W3lddnS N01103NN00 8Wb'f 03NO3H0 Z i0 l 133HS 111 0 LO 4Z S NMtlaO SBl 0C4L i0 ug VdVp3 3WYN 31V0 OSaI NOIS3bd6 M r1IVL3a d6 8391013101 Laoddns NIVW 3HL O1N1 ,ZC/6-1 30 NOLLYSUN3d WnwIMW V 3AVH IIVHS SAMOS OVl S83HSVM '0'0 ./1-1 HLIM Wan OVl V10 .9/c W z/1-1 .Z/t-t a39wm L3M3Va9 j 3NId Na3HLnos I1301 a30V31-1 '11 i/ on WnNINIW SNOISIA38 S9I 0011Z i0 /.LI3VdV3 OYOI NOIS30 WnWO(VW'3 M z'11v13a V i0 30NVISIG 3003 WnWINIW V ONV ,1/C-Z 0 HUM 1N3W039W3 WnWINIW V 0NV 83HSYM .//l-1 V WIAA SOHONV M3a3S OH NMU NOSdWIS ,9/C ( a391Yn1 13N3Vd83NId Ns3HLnos N301 a30Y3H b c/ 9•z wnwlNlw MCC Mao LHO13H 8000 Sw31SAS ON1380i1NIGS 1SOd ivmu A soi 03a1n03a - C ONY 'Z 'l SIIV130 33S S9l 590Z i0 A113VdV3 OVOI Noma mmaxVW -MR l- llvl a j,/ C-Z i0 33NVLSIG 3003 WnWINIW V ONV ,/C-Z i0 HLd30 1N3rt039W3 WnWINIW V ONV a3HSVM ,./t t V HLIM SOHONV M3113S OH N3LLL NOSdHtS .9/C (Z 1- Z a39tlm 13N3Va9 3NId Na3HLnOS N301 a30V3H L C1 y2 WnWINIW dkL wo 03,nu 1n0a0 ONV 3L3a3NO3 O1 LN3" 3H3Vl.LV a0d iqn 9VZW a0 ON13VdS 3LseaDOOMNnWIxVWOLlN3WIYJVIIY 3v4s80,1a38Wnl 3OVa0 wsruonaLs vxz WnWINIW o naw t s3Inaws aid Sa3N3LSVi VW , 9 1 SWi3a HotL3naLSNM OVOIaNtw d3 NOOV3tAa3A aa! VW 030NOad IV35 S.a MICI 1VNOISS;g11d COZWOM99 3d %t CCttS 3d IL coast XL 'N0tTI0at1VO a0 3LV3ani tztc 34 SXVX 1 NHOP 00,90- £S: SS:60 OZ'ZO'S LOZ :a3ed I'd'saleDS • 3 uyof Aq pau6is AIIeii6i4 0696-41Y (099) YLSZC VOIa0u 'VlOOVSN3d 3AI80 NOSIOOV 96CC aufie/y 9ldl OZ9b A321 'ON 1HVd JNZIMYHO SNOISIA38 1N3W3lddnS N01103NN00 evivr Z d0 Z 133HS X3H OZ-0 OHY 1108 =V LL 9l/BFOZ-•/t 13)DYHe BYIW' NOLLYo01 13)OVHB BNYP HJ13 t101 (../I F) ams J0 H3" M MOVO .ZC/0-9 H VA M3HOS OV1 .91/C HOISILX3 3H UMLLS 3NL HO! 0=3H dO IYNOISS3X)Vd 3HL so ALntwNOds3H 310S 3HL 38 TIVNS 38=nHLS 9NLLHOdd16 !O NOIS30 3b=nHLS 3NL 30 OVOI NOWO 3HL OMOX3 AVN ovoi H3N3Lsv! 31evMOTIY XYN 'IM Onit TIYM -1138 HO (ZYO-o) !d5 9 Z MN inN ION OZi/t ONV 1108 )OVHL 9t/8 oZ-9/t 13XOYHe eNYP NOLLY301 L3)DVH8 SAW N33ML38 .9 NM '036M MR aH NUIL NOURS A/C 3?JrLL3ndLS 3HL HO! TVOHOo3H30IYNOWl553i0Hd 3HL p3 MR' i0 AinlesNods3a 310S 3HL 38 I9/c S TIVHS 3aruonas ONILHOddns !o Nots30 3vitwnas 3HL !o avol NOIS30 3H1 033OX3 AVH OVOI 83N3LSVJ 31MMOTIV XVH 'AM 3L3HONOO ISd WGZ MR SWL30 fJOM3IW S"o3 OVOIWK A HOUV3UUnA NJ AINO o30KOHd lV3S SAa3rMN3 1VNOISSilDlld CCZWOM99 3d XL « LIS 3d 1! LoNt XL 'HOLTIOUM VO 3LVOWV1 tztc 3d 'MV3S 3 NHOf 00,90- 9Z:6S:60 OZ70'5 lOZ )ale(3 3'd 'saie:)S •3 ugor Aq pau61s Allell61(3 0696-1,Lt, (099) YISZ£ YOIHO-U 'VI03VSN3d 3AIHO NOSIOOv 96CC V011eQ aa gAk The Genuine. The Origiuel. 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Ovfrhead Door Corporation 2S01 S. State Hwy 121. Suite 200 Lewisville. TX 75067 Phone 469S497100 fax 469S497281 mvw.ovarheaddooccom This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 Horton ToncoOY@rl1@ad OOr..C.Orporai" ASubsidieryo(Saawatloldings,Cgpgratbn'.'• John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. CACCJ 97 toM Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 4 :ACZUD 3 14(to/q Fl. 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev PS 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev PS C12- 4 (o(to / q FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a X" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections- with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. 5 'b6o , FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. Y Florida PE # 51737 6 John E. Scates, Professional Engineer February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 3121 Fairgate Dr. Carrollton TX 75007 fax (972) 492-0077 1 office (972) 492-9500 Re: Statement of Affirmation to FBC 5" Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5" Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 E, 91Qlr// No. 51137 f p STATE Of q No-!`1oa oP p` IIIII ttm= 1. SORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MGLOED FRAMES SCREWED TOGETHER NTH A MINIMUM OF (6) /B>tl' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (NTH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PiIESA1RES SHOWN ON THIS DRAWING, CLA21MG SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 16.75% GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS 2. LONG PANEL NON -IMPACT RESISTANT BLAZING OPTION - 090' MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WITN A MINIMUM OF 10) /6.1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (NTH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS ORAWNC, GLA2ING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS GLAZED SECTION REOUIRES 18 CA J-STRUT SCREWED TO LOWER INTEGRAL R® OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL Gl) 1/4-14H7/0' SELF DRILLING CRIMPTITE SCREW TO ATTACH 1 E J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CE4TERUNE OF THE DOOR PER DETAIL F ON SHEET 2. 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT OECORATIVE INSERTS). BLAZING SHALL BE 1/4' MAKROLON-AR POLYCARBONATE OR EQUAL GLAZING SHALL NAVE A MAXIMUM HEIGHT Of 15.21' WINO A MAXIMUM LENGTH OF 50.08'. RAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE OEBRS REGIONS SEE DETAIL E ON 94UT 2 FOR ASSEMBLY DETAINS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL FOB (SEE DETAIL G SMELT 2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14X7/6' SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STIE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. 13 CA HORIZ MOLE-,,, 13 CA FLAG ANGLE GA MIN HORIZ TRACK LAC SaRtWS MIN 3 AS SHOWN) GA MIN VERT TRACK 4-5/8' LA SCREW AT EACH BRACKET 019/16' TRACK 1/4-20 HEX EACH JB JAMB BRACKETS 5(?1ELOULE FOR TY, LOCATION, AND TYPE OR 9JDE LOCK ENDS (NOT , nl OPERATOR 5). SURE DICK SHOWN FOR CLARITY secnaN SOLID SEE SHEET BALocAna4s o0R5 WITH OTHER 1, 2, AND 3 S SHEET FOR JAM BRACKET 16 16 5/ 16 J 1/ 4-2 BOLT AND NUT AT BRA LOCATION GA STIFFEN JAMB 15 J SEE QUANI KEY LOCK 4. VINYL OR WOOD DOOR STOP NAMED A MAXIMUM OF 6' O.C. BOTH MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REWIRED WITH 7/ 16' TO MEET NEGATIVE PRESSURES SEE NO L KEY LOCK. SLIDE LOCI, OR OPERATOR REWIRED. 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE, POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOER SHOWN. CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER ENO CAP TO HAVE A MINIMUM 1.1' DEPTH. ON D SECTION W 7. THE OEM OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THI RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS ACCORDANCE NTH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 6. DOOR JAMB TO BE MINIMUM 2a6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOKLTFIiI WITH A MINIMUM OF (6) /6 1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE OEBFOS REGIONS LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR. JOIN E. SCATES PE 3121 FAIROATE OR. CANKLLNXN, TX 75W7 FL PE 31737 TX PE 56"/TZM PROFESSIONAL ENO MS SEAL PRONOEO ONLY FOR VERi1UWON KF NVOLOAO COISTRUCRGN DETAILS SEE U-BAR NOTE ON SHEET REVISIONS 2 FOR U-BAR INSTALLATION P4 CHANGES TO GENERAL FORMAT AND CHANGED E DOOR U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. 18 CA OPERATOR STILE FACTORY " ADHERED TO CENTER OF TOP SECTI P5 ADDED SUPERIMPOSED CA END CAP OESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIREO FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. EET STATE THAT LOUVERS ARE NOT IMPACT TIP RESISTANT. CRT 6/6/07 P7 MODIFEO JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9' ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 PSI UPDATED TITLE BLOCK D GRT 8/26/10 EET P10 ADDED LONG PANEL GLAZING OPTION NOTE, ( 5) CENTER HINGES PER JOINT CRT 3/15/11 1 REWIRED ON DOOR WIDTHS GREATER THAN 12'- 0. (3) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-O'. JAMB A ET SCHEDULE DOOR HEIGHT NO. OF SECTIONS NO. OF JAMB BRACKETS EACH JAMB) TRACK TYPE LOCATION OF CENTERUNE (IF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS is 2') 7'- 0' 4 6 Ol JB . 13 QI , 25-1 JB , 34 JB , 45-1 4 QI , 63 JB 7 - 0' 4 8 FAT JB , 10 JB , 21-3 4 JB , 28-3 4 JB , 42 JB , 6}1 4 JB 8'- 0' 5 e CA JB , 13' (01). 23' JB , 34' JB , 47-1 4' QI , 58 JB , 67' p 75' JB 8'- 0' 5 8 FAT JB , 10' JB , 21-3 4 JB , 28-3 4' JB 48' (49). 57-1 4 JB . 66' JB , 75-1 JB B - 0 ION LIFT OOF PITCH SEE NOTE BELLOW nine: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20X9/16' TRACK BOLT AND NUT. q) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK ALL DOORS WITH HIGH UFT, ROOF PITCH, AND/OR GREATER THAN W IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR HST UNIFORM LOAD EACH JAMB (MILE) MOTH 16'- 0' ALL 207.2/-230.4 14'- 0' ALL IB1.J -201.8 lr- 0' ALL 155.4 -172.8 10'- 0' ALL 129.5 -144.0 Wa e® on DDIVISION OF OVERHEAD DOOR 0 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A SIGN ( PSF): +25.90/-28.80 MAX WIDTH: 16'-0' DATE NAME EST ( PSF): +38.85/-43.20 MAX HEIGHT 8'-9' DRAWN 3/8/06 GIRT PACT/ CYCLIC RATED (YES/NO). YES MAX SECTION HEIGHT- 21' CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 OF 2 DRAWING PART NO REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH ((2) t//h14x7//88 / CRIMPTITE SCREWS SELF ORLLLING CR8HP111E SCREWS 1 FOR STANDARD TRACK AND (3) D 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH . ARE USED TO ATTACHED THE TOP BRACKET AS SHOW} DETAIL A LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8' CIMPTIJS=WlTHE 8) PRE -PUNCHED HOLES EACH DID USE VIEWING HOLE IN SLIDE TOFACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERCAP AT EACH END WITH (2) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHEDEXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/87RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OFBE ATTACHED THRU DID CAP AT EACH WHICH ARE FACTORYEND WITH (1) 1/4-14x7/8' SELF DRIWNG ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE., DUE TO CLEARANCES REQUIRED TO 2' NYLON STORMGARDINSTALL SCREWS AT THE ENDS OF THE ROLLER WITH U-BARS, ALL U-BARS SHALL BE 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 CA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/4-20x5/r TEG(R(A))L RIB CRIMPFITE SCREWS (2 OF WITH 20xAND /A/T8TTACHCRIMPllTE1/SCREWS SIHRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (I THRu FLANGETOPLEAF, AND 1 OF OF U-BAR AND BOTTOMISFlElDINSTALLEDTHRULEAFAND11 THRU PRE -PUNCHED HOLE WEB OF U-BAR AND IN U-8AR DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH ' c 3) 1/4-14x5 6' / CRIMPTITE CE U-BAR OVER INTEGRAL RIB WITH NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH ENO WITH (1) 1/4-14x7/8' SELF ORIWNC CRIMPTITE SCREW AS FOR IMPACT RE95TANCE, SHOWN AND USE (1) 1/4-14x7/8' SELF BOTTOM BRACKET MUST BE DRIWNG CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY g2) 1/4-14x7/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-20x5/8' RIWNG CRIMPTITE SCREWS CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. JOHN E. SCATES PE 3121 FAIROATE OR. CAPo10.L10N. TX 751107 FL PE 51737 TX PE 36306/1'2203 PROFE590NAL ENCINFDYs SEAL PROVIDED ONLY FOR VERFMATION OF WHOLOAD CONSTRUCTION DETAILS 6x3/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2' D.C. MAX 1/6' BEAD GE ACSSG400I J SG4000AC I If STRUCTURALFACER USED ONLY ON IMPACT ' GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH ( 4) 1/4-14x7/6' SELF DRILLING p ; C IMP11TE SCREWS (2 8 THROUGH BOTH BRACKET AND U-BAR) ' DETAIL G 1) 1/4-140/101' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J- STRUT t OPERATOR BRACKET. NQJEL J-STRUT ! SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED NON- STRUCTURAL \ — — DECORATIVE INNER / WINDOW TRIM DETAIL E y ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) 1/ 4-14x7/8' SELF DRILLING CRIMPTITE SCREWS IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) 3'. 18 GA. 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN -- 4) SECTION DOORS WITH ( 5) 3% 18 GA. 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL F U- B A A M T N0 1. ALL U-SARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-140/8' SELF ORIWNG CRIMPTITE SCREWS AT EACH ENO CAP ( EXCEPT BOTH U-SARS ON BOTTOM SECTION - SEE DETAIL 8 AND 0 THIS SHEET), (2) 1 4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY SEMEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8' C EMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U- BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'- 0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-SAR EXCEPT BOTH U-BARS ON BOTTOM SECTION NON- STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1/ 4' POIYCARBONAIE THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER SUDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FOKTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-SARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-144/6' CRINPTnE SCREWS. 3, 18 GA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' FROM EACH END. STATIC PRESSURE RATINGS APPROVE DESIGN ( PSF): +25.90/-28.80 MAX WIDTH - TEST ( PSF): +38.85/-43 20 MAX HEIGHT: Dorton IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION MODELS 5120/6100/9100 A A, FLORIDAFLORIDA 32514 LORDRIVEI S0LA, OWINDLOADSPECIFICATION OPTION CODE 0230 A REVISIONS4 CHANGES TO GENERAL ORMAT AND CHANGED BAR FASTENER TYPE T END CAPS AND OTTOM RETAINER. HANGED CENTER HINGE ALICE AND ADDEO UVER OPTION. HANGED STRUT iENTIFlCATION METHOD ROM COLORED PAINT TO TAMPED NUMBER. RT 3/ 8/06 5 ADDED SUPERIMPOSED ESIGN PRESSURE LOADS N SUPPORTING TRUCTURE AND tROWER DOOR WIDTHS T 5/ 10/06 ADDED IMPACT RSTANCE TO DOOR. WED MODEL 6100. xnED NOTE 8 TO ATE THAT LOUVERS X NOT IMPACT ISTANT. 16/ 6/ 07 MODIFED JAMB LCKET SCHEDULE FOR OPTION. ADDED LHR CK DETAIL SHEET 2 r 4/ 17/08 ADDED IMPACT STANT GLAZING. WED TEXAS LICENSE TUBER TO TITLE BLOCK. WISED LOUVER NOTE. REASEO MAX HEIGHT 8'-9' ADDED HIGH r AND ROOF PITCH CK NOTE. r 7/ 22/08 UPDATED TITLE BLOCK 18/26/ 10 I ADDEO LONG PANEL 121NG OPTION 3/15/ 11 I 1 3/8/06 1 CRT ED 4/ 6/06 1 MR8 SHEET 2 OF 2 DRAWING PART NO. I REV. 318960 1P10 D 0 PLICE PLATE LOCATION SEE SCHEDULE 14" MAX 1 12" MAX 121. MAX I . 12" `. MAX 12" MAX 12" MAX T CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E $CATES. PE 3121 FAIRGATE DR. CARRCIiTDN. TX 750D7 FL PE 51737 TX PE 54306/f2203 PROFESSIONAL ENG 33rS SEAL PROVIDED ONLY FOR VER61CADOW OF TRNDLOAD CONSTRUCTION DETAILS. CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR 11 GA MIN CLIP SEE SCHEDULE- RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE - RACK 3) 1/4"-20 TRACK DR CARRIAGE BOLT MTH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL 0" 46.0 PSF/-52.0 PSF16' REVISIONS 2 INCH CX-CUPS-TEXAS J. ANGLE 12 FOOT ATED 1 6/11/03 UPDATED FORMAT. REASED ALLOWABLE SSURES TO LOV-52.0D PSF FOR DOOR WIDTHS. 1NCED 'TEXAS WALL LE' TO 'CONTINUOUS 1 ANGLE'. ADDED 4/2/07 CHANGED FORMAT. IED MODELS 98DD 9024 WITH OVERLAY TRACK CUP IEDULE. 8/21/07 UPDATED MODELS IED IN CHARTS IATED SPLICE & CUP IEDULES 9/05/07 UPDATE MOUNTING AIL DRAWINGS. 10/U5/07 UPDATED CHARTS TO NNATE THE USE OF 08 CUP (REPLACED i /9 ACROSS THE 1RD). 1 D/24/07 EXPANDED 1-1/2' TO I/B' DOOR THICKNESS IRT UP TO 14' HIGH. 17/11/08 UPDATED nTLE CK 6/2/10 SHEET 1 OF 2 DRAWING PART NO. I REV. 307494 P10 2 3/4" *1" EDGE DIST E60XX MIN. 1 8 2-2 1/8 V 2-24 MIN 3/16" THICK STEEL FOR MOUNTIN 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR _ _ BETTER AT EACH 1/4-2Ox9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL e o 4" e e CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIROATE DR. CARROLLTON. TX 75OD7 FL PE 31737 TX PE %=/r22D3 PROFESSIONAL ENCDEORS SEAL PROVIDED ONLY FOR VERRTCATIDM OF 1TINDLOAD CONSTRUCTION DETAILS. WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP PL4 # 7'-0" 7. 9. 9, 9. 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'- 0" 7, 9. 9. 9, 9, 11, 11, 11, 13, 13, 13 20 13' - 0" 7. 9, 9, 9. 9. 11, 11, 11, 13, 13, 13, 13 22 14'- 0" 7, 9, 9. 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICEA # 7'-0* 5, 6. 6, 7, 7. 9 12 8'-0" 5, 6. 6, 7. 7, 9. 9 12 9'-0* 5, 6, 6, 7, 7. 9, 9, 9 14 10'-O" 5, 6. 6, 7, 7, 9, 9. 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11. 11 16 12'-0" 5, 6. 6, 7, 7. 9. 9, 9, 11. 11. 11 16 13'- 0" 5. 6. 6, 7, 7, 9, 9. 9, 11, 11, 11, 13 18 14'-0" 1 5. 6. 6, 7. 7, 9. 9. 9. 11, 11. 11. 13. 13 18 MODELS 6100 8300 8700 (1-3/8* TO 1-5 8 THICK D OR CLIP #IS FROM BOTTOM TO TOP SPLICE PA 7'-0" 4, 4, 4. 4, 5, 6 8 8'-0" 4, 4. 4, 4, 5, 6, 6 8 9'-0' 4, 4, 4. 4, 5, 6, 6. 7 8 10--0- 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4. 4, 4. 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4. 4. 4, 4, 5. 6, 6. 7. 7, 9, 9. 9 12 14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICE 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0* 4, 4, 4, 4, 4, 4, 4 6 9'-0' 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 TRACK SUPPLEMENT CHART wa c® DditOD 3395 ADDISON DRIVE NSACOLA, FLORIDA 32514 850) 474-9890 CK-CUPS-TEXAS 1 ANGLE 12 FOOT IATED 6/11/03 UPDATED FORMAT. REASED ALLOWABLE SSURES TO 00/-52.00 PSF FOR DOOR WIDTHS. 1NGED 'TEXAS WALL LE' TD 'CONTINUOUS 1 ANGLE'. ADDED ISTRATE MOUNTING AIL, CHANGED TO N HD ANCHORS 2/D7 CHANGED FORMAT. ED MODELS 9800 8024 WITH OVERLAY TRACK CUP IEDULE. 8/21/07 UPDATED MODELS rED IN CHARTS. ATED SPLICE k CUP IEDULES. 9/05/07 r10/05/07 AI UPDATED CHARTS TO NATE THE USE OF N OUACR(SSPTHE VRD). 10/24/07 1 04/11/08 EXPANDED 1-1/2' TO 8' DOOR THICKNESS AT UP TO 14' HIGH. 17/11/08 DRAWN I 8/21/D7 I,GRT CHECKED 8/21/D7 I MR8 SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 Florida Building Code Online Page 1 of 2 ProfessionalBusiness & •• BCIS Mome ! Log In ! user Registration i Mot Top'ts Submit surcharge stats a Pacts i Pubncations ? FaC staff I CIS Site Map i Links search Busines •,' ,, styProfessiVl1U1f -- ProductSERCPU IApprovalUser Regulation Product Aperpval Menu > reAu[t pr Appli[atlpn Search > Application Lit > Application omaii FL # FL1971S Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 lonberrlan@slbp.com Jon Berrlan Jonbenlan@slbp.com Windows Single Hung Certification Mark or Usting Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/WOMA/CSA 101/I.S.2/A440 AAMA/WOMA/CSA 101/I.S.2/A440 Method t Option A 02/ 16/2016 FL tf I Model, Number or Name I Description Year 2011 2008 http://w v. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQvADgtvA%2bxmzk l ... 2/ 19/2016 Florida Building Code Online Page 2 of. 2 19715.1 1 Series 2900/4900 Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL19715 RO C CAC 2-4-16 CCL-_ist.Ddf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL1971S RO It SWD002 SS 2016-02-03.odf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.Ddf Created by Independent Third Party: Yes Back Nnert Contact lls :. 1940 OWn Monroe Street. Tallahassee FL 32399 Phone: e50-ea7-1824 The State of Florida Is an AA/EED employer. Co±vrloht 2007-2013 State of Flor da.:: Privacy Statement :: Accessibdiry Statement Refund Statement Under Florida law, email addresses are public records. If you do not wand your e-man address released In response to a pubilo-records request, do not send elactronk man 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 Sedion 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an errall address If they have one. The emalls provided may be used for official communication with the 0rasee. However email addresses are publk 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 pudic. To determine If you are a licensee under Chapter 455, F.S., please dick haL. Product Approval Accepts: BrF Ci e http://www.floridabuilding.org/pr/pr app_dtl.aspx?parani=wGEVXQwLDgtvAOlo2bxmzkl... 2/19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION AUCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. L THE NUMBER OF INSTALLATION ANCHORS OEPICFEO 15 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE USTEO 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF Sl/2 INCH THE DEPICTED LOCATION B SPACING IN THE ANCHOR LAYOUT DETAILS LC , WI TIIOUT CONSIDERAr10N OF TOLERANCES). TOLCRANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTANT ATION ANCHOR WITH LOAD BEARING SHIM( S). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/B INCH. SHIM WHERE SPACE OF 1/161NCH OR GREATER OCCURS SHIM(S) SMALL BE CONSTRUCTEO OF HIGH DENSITY PLASTIC OR BETTER S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE AS WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR 20d COMMON NAILS OF SUFFICENr LENGTH TO ACHIEVE 1.1 2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN 3/6' EDGE DISTANCE. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON - IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN HERON B DESIGNED AND MANUFACTURED TO COMPLY WITH THE $IN EDITION 2014) FLORIDA BUILDING CODE IF50, EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/ WOMA/CSA 101/15.Z/A440-MJ 6. FIN INSTALLATION: FOR (NSTAI LATION INTO METAL STUD USE AB 2. SELF - TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/8' EDGE DISTANCE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO W000 FLAMING USE 910 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. S. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCYTO CONCRETE/ MASONRY, OR DIRECTLY INFO CONCRETE/MASONRY, USE 3116INCH DIAMETER ITN TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE L-1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN, 13/4' EDGE IIISTM' CE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE AID SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENEI RAI ION BEYOND METAL WALL 10 MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHLS. INCLUCING RIFT NOT LIMITED TO STUCCO, FOAM. BRICK VENEER, AND SIDING. 11 INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING, 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOM 00 NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF CLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS, AND ANCHORS $HAU NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD -MINIMUM SPECIHCGRAVTTYOF0.55. S. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 30DO PSI. C' GRDUT•FILLEO CMU. UNIT STRENGTH CONFORMS TO ASTM CAO WITH MINIMUM C)MPRES%fVE STRFNGTN OF 20W PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI 0. HOLLOW BLOCK CMU - UNIT STRENGT4 CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 200D PSI. E. STEEL - MINIMUM YIELD STRENGTH OF 33 RSI. MINIMUM WALL THICKNESS OF 47.$ MIL (0047V o,16 GAUGE). MIN. 1/2' EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/ 16'. MIN. 1/2' EDGE DISTANCE ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY, ZX FRAMING, ANO METAL FRAMING AS A MAIN WINO FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. IX AND ZX DUCKS (WIZEN USCG) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4, THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS OE FAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON• HVHZ AREAS. IN HVMZ AREAS, ONE TIME PRODUCT APPROVAL TO RE OBTAINED FROM MIAMLOADE RER OR AHI S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL' PVC 7. IN ACCORDANCE WITH THE SIN EDITION FBC, WOOD COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN CHAPTER 23. a GLASS MEETS THE REQUIREMENTS OF ASTM El300 GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS, TABLE OF CONTENTS SHEET REVISION SHEET OEscwwON I ENSTALLATION A GENERAL NOTES 2 ELEVATION 3 AN04OR LAYOUTS 4 VERTICALA HORIZONTAL SECTIONS(NAEL FIN) 5 VERTICAL& HORIZONTAL SECTIONS CIUROU6H FRAME) 6 HORIZONTAL SECTIONS. BUCK INSTALLATION, 6 GLAZING Of• TA11 MAX OVERALL SIZE CONFi6. DESIGN PRESSURE MISSILE IMPACTRATING WEDTHHEIGHT36' 64' O/X 35 / -35 PSF NON IMPACT 3w 66' O/X 50 / -50 PSF NON IMPACT 36' 74' O/X 50 / -50 PSF NON IMPACT 36' 77' CIA 35 / -35 PSF NON IMPACT 44' 62' O/X 30 / -50 P5F NON IMPACT 46' 72. O/X 35 / -35 PSF NON IMPACT 48' 84' O/X 40 / -20 PSF NON IMPACT 52, 72' O/IT 23 / -25 PSF NON IMPACT 36' 63.75E O/X (ORIEL) 35 / -35 PSF NON IMPACT 46' 9w O/X (ORIEL) 20 / -20 PSF NON IMPACT 72' 62' O/X-O/X 35 / -35 PSF NON IMPACT 72' 84' O/XO/1L 35 / -35 PSF NON IMPACT 76' 62' O/X•O/X 50 / .50 P5F NON IMPACT 76, 72' O/XO/X 50 / -50 PSF NON IMPACT 76' T7' O/X-O/X 25 / -Z5 PSF NON IMPACT 60' 74' OM-O/X 35 / .35 PSF NON IMPACT 96' 74' O/X-O/X 30 / -30 PSF NON IMPACT LOB' 62' O/X-O/XO/X 50 / -50 PSF NON IMPACT JOB' 72- O/XO/XO/X 50/-50 PSF NON IMPACT 106E 04' O/X-O/X-O/X 25 / -25 PSF NON IMPACT Silverline MAndersen r' sw 400w•0000f ow S¢VruD* DR." N= MFgPHMT=NI PffOt 7Fe OSAI,w= pppp ZA TT S3 Ci ou'J` h w? b m C,CJF4L< ZccmQ< T w 9 Waa HY E sL a G Digitally signed by Hermes F Norero, P.E. S W 0 00 Z Reason: I am approving this document FL . FL19715 Date: 2016.02.03 09:40:44-05'00' SHEET: I Q F 6 MAX. FRAME Silver Line WIDTH 48• MAX. FRAME IbYAME'FSCFI 8 E WI07H 48' r 4 { 8 E u 4 5 s 011E.0.F/L.NE O.I 4 110.111YWK1YICY.1iW OFKI[ H OSe1 U1ARD F F f F 5 5 y y ti m 4 { { / azOiG V1 o N Q V VU) MAX. FRAME MAX FRAME 8 Z < HEIGHT 96• HEIGHT 96' G = TwGiao QUALIFIED CONFIGURATIONS W ' I o ARCH TOP CONFIGURATIONS FOR ALL 29014901 Ili N Q RATINGS, SINGLE UNIT CONFIGURATIONS . X. W cc IV A 0 A 0 S 4 5 m ELEVATION ELEVATION ZSINGLEHUNGWINDOW SINGLE IIVNG ORIEL WINDOW O H Z V) H WIDTH 96E MAX. FRAME > 15 WIDTH 108' W w y QUALIFIED CONFIGURATIONS e E aC 4 '} ARCH TOP CONFIGURATIONS FOR ALL 25"24902 RATINGS, TWIN UNIT CONFIGURATIONS jM97 F F F F Z5y 5 "C.O. •O. 5 1 ii ! c c o o c .``y0 ;* b N f" a£ a .. 7 7 4 lr • j • /,xQ MAX.FRAME = O • ^ d HEIGHT 74- MAX FRAME X. X. 'x• d•• .•' 4r • HEIGHT 84• 'i i H • * ppt ``` IC w m We o AhZ 5A 0 G$ a v ELEVATION 5 ELEVATION DWG,#: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW CW D 00 2 SHEET: 2 OF 6 2' MAX il' MAX. FROM O.C. CORNERS 11" MAX. r O.0 2' MAX. FROM COMERS T— NOTO 4V WVtUTS ATOP 707r S"L FE •MP40CE1—XV0G ATNEne.JAW.N103TLL ANCHOR LAYOUT NAIL F1N -SINGLE HUNG WINDOW 2' MAX. FROM — 4 1/2" MAX, CORNERS I I O.C. 41/2" 0.4 1 J L 2-MAX. J I 4 1/2' MAX. FROM F^ O.C. CORNEAS ANCHOR LAYOUT NAIL FIN . TWIN SINGLE HUNG WINDOW 6" MAX. FROM { .— r--I— 20• MAX ICORNERS 6• MAX. FROM COME 20' MAX. O.C. L 6' MAX FROM COMERST I ANCHOR LAYOUT THROUGH FRAME - SINGLE HUNG WINDOW 2R t' MAX C. 6' MAXJ FROMCORNERS I; MAX FROM 6• MAX, CORNER, I O.C. IONE] IlmllLmjllmljI' MAX. I 1 6" MAX. FROM --- I F^— O.C. CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6' MAX. FROM 12' MAX. 12 3/4" MAX. CORNERS O.C. O. C. 161/ 2' MAX O C. ANCHOR STRAP V MA J ANCHOR STRAP P/ N S5-2 FROCORNERS P/N 50-2995-2 SEE SHEETSFORDETAILSSEESHEET 5 FOR DETAILS ANCHOR LAYOUT ANCHOR LAYOUT THROUGH FRAME - TWIN SINGLE HUNG WINDOW THROUGH FRAME- TRIPLE SINGLE HUNG WINDOW SilverUne b) PuideFsen ow ="a- 04 o" E NWTH wvtSO4m m olm FM (75i) 43S-tQW L A S g Z OWE iG A yza. RS6Zj; 'ctuu uj< W 7G S& co W V) K/I W p Z FJ uj as of m2 d 0m a r 1* c•.. N m S' ns < {21 o fvvZON6 #: SWD002 4EET: 3 OF 6 CONCRETE/MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS its WOOD SCREW INSTALLATION ANCIIOR EXTERIOR FINI514 BY OTHERS PERIMETER SEALANT O•A• BY OTHERS UNIT HEI6HT EXTERIOR SEE GLAZING DETAIL, SHEET 6 11/2' MIN. EMBEDMENT INTERIOR g VERTICAL SECTION 4 HEAD - 2X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT 3/B' MrN EDGE DIST. 1/4' MAX. 1/4' MAX. SHIM SPACE SHIM SPACE SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING DETAIL SHEET 65INTERIOR PERIMETER SEALANT BY OTHERS 1/4' MAX EXTERIOR FINISH SHIM SPACE BY OTHERS 8 WOOD SCREW INSTALLATION ANCHOR 3/8' MIN. E06E DIST• 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS Z. CAULK BETWEEN CONCRETE/MASONRY CONCRETE/ MASONRY 6 2X 1 1/2' MIN BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT A VERTICAL SECTION 4 SILL-IXWOODBUOC NAIL FIN EXTERIOR O.A. UNIT WIDTH MIN. 3/8' EDGE DISTANCE MIN.3 THREADS PENETRATION BEYOND METAL STRUCTURE 8 OR. 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET I INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS PERIMETER SEALANT BY OTHERS HORIZONTAL SECTION 4 JAMB - METAL STUD NAIL FIN SilverUne gAndersen eeer.. eeeas CW 3ZLV0UW OM1nE mme eawwca, Nt fI90i N• (17D.lS1000 u O 3OOaC _LL CC Ov W j e G Z m 8='<'^ T Oi<am N m Z< w mCZ_ W a N O V) Z 0Z V) V W '^ N o y CD V, - aCDV, m h Z O V H 0 VG it: SW0002 IEET: 4 OF 6 10 WOOD SCREW ilverINSTALLATIONANCHOR MASONRYCONCRETE/ BY 3/4• MIN EDGE DISTANCE 2X WOOD BVCK/STVD BY OTHERS Une bAnders2F1 OTHERS SEE SHEET 6 FOR t/4• MAX CAULK BETWEEN CONNECTION DETAILS SHIM SPACE MIN. 3 THREADS PENETRATION BEYOND CONCRETE/MASONRY a" SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS METAL STRUCTURE BY OTHERS '. SEE GLAZING MIN.1/2• EDGE DISTANCE rye eewe•oeeee ac"COVE 1 I/2' AUK DETAIL SHEET 6 r namw uewnmcccne: EXTERIOR FINISH EMBEDMENT rw RSTlusnao BY OTHERS INTERIOR #10 6R. 5 SELF-TAWING SCREW PERIMETERR EBY HNRTSSHIMSPACEINSTALLATION ANCHOR g O 7 g 3 1 METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, O Z6 N O ^ 74 p o 1 N CIA. EXTERIOR / INTERIOR SEE SHEET 1 INSTALLATION UNIT / HEIGHT NOTE 14 m G < m SEE GLAZING PERIMETER SEALANT EXTERIOR BY OTHERS m DETAIL, SHEET 6 iii Yr w F W a a 0 O. A. UNIT WIDTH iF1 HORIZONTAL SECTION a0 VERTICALSECTIONIAMB • METAL TUBE/STUD OR APPROVED MUWON 5 IIEAD • 2X W000 BUCK THROUGH FRAME n THROUGH FRAME Z SEE GLAZING S) # I4 PANCAKE HEAD SCREWS FROM STRAP TO Z DETAIL, SHEET b FRAME, HOLES PROVIDED TO ACCOMODATE #14 DIA. 4.0000—I-4.0000 H O EXTERIOR INTERIOR 2.0000-F2.0000- j ANCHOR STRAP, AT TWIN A Lu w O. A. / \ TRIPLE CONFIG. ONLY. SEE PLAN VIEW -ANCHOR STRAP 0.0620 O UVIT / I P/N 50.2995-2)' DETAIL AT 4.0020 HEIGHT 1 RIGHT FOR INSTALL. REQ. 0,5000 ) PERIMETER SEALANT \ 2. 3750 SHIM SPACE Z BYOTHERSEXTERIOR FINISH `FROM P114- 0. 7500(2) 3.0000(2) 6.0000 INSTALLATION ANCHORS ANCHOR STRAP TO J O*,Yi? d BY OTHERS MIN. OPENING. SEE ANCHOR t , PRECAST SILL EMBEDMENT 9. PLAN VIEW -ANCHOR STRAP (P/N 50 2995-2) REQUIREMENTS BELOW. BY OTHERS 3/ 1V ITW TAPCON ° ` ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16" ITW TAPCON5 i iy INSTALLATIONANCHOR[° PRO;• 1 3/4• MIN PER STRAP, MIN, t-1/4• EMBEDMENT, MIN. 1-3/4• ED6E DISTANCE. m EDGEDISTANCEB. FOR INSTALLATION TO METAL STUD, USE (4) 410 SELF —DRILLING SCREWS, 6R. S, PER S RAP, MIN, 3 THREADS PENETRATION, MM 3/4" EDGE DISTANCE.N FOR INSTALLATION TO WOOD. USE (4) #10 WOOD SCREWS PER STRAP. MIN. n i YC. IS2kVERTICALSECTION1-1/2"EM6EDMENT,MIN.1"ED6EOISTANCE. m cj p DWG#: S W D OO 2 5SILL-CONCRETE/MASONRY THROUGH FRAME SHEET: 5 OF 6 INTERIOR EXTERIOR INTERIOR 0 SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS G VERTICAL SECTION HORIZONTAL SECTION 6 MEETINGSTIIE 6 INTERMEDIATE FRAME MULLION T- ALUMINUM SASH REINFORCING 15 REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X). DE5I6N PRESSURE •/- 35 PSF 36 X 84, (O/X), DESIGN PRESSURE •/- 35 PSF 38 X 74, (O/X). DESIGN PRESSURE •/- 50 PSF 38 X 77- (O/X), DESIGN PRE55URE •/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE -/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE •/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE -/-50 PSF 108 X 72, (O/X-O/X-O/X). DESIGN PRESSURE 4-50 PSF C- STEELINTERMEDIATEFRAME'LARGE'REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X.O/X), DESIGN PRESSURE •/. 35 PSF 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING I5 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62. (O/X-O/X), DESIGN PRESSURE •/- 35 PSF NOTE: ALLGLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND A5TM E 1300 GLASS LOAD RESISTANCE. I 5/8' O.A. I6.GLASS EXTERIOR // INTERIOR 0 MIN. GLASS 1 p BITE 1/2' 1/8' SETTING BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN P MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. G.C. SPACING SPECIFIED IS NOT EXCEEDED. 2, BUCK MAY BE FLUSH WITH FACE OF THE BLOCK. 1/4" ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX. O.C. THEREAFTER 1 1/4' MIN. .. EMBEDMENT - 2' MIN. EDGE DISTANCE 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 1 1/2" MIN. EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL SilverLine bAndersen r1l V IOOOVf •000ff 0w=L4l.WEm-,f w .M au mcLw avu n (M)4W=0 g~ ZA R Qg61 O .19 o8oy1oN p .^ O j t INS ha OVLL VI mc q mo wFF"=z Wpm e V) Z O O Lei VfWO i O Tm V) m N J N vZ O DWG #: SW0002 SHEET: 6 OF 6 WINDOW & DOORMMANUFACTURERS ASSOCIATION IOWDMA Hallmark® Certificate of Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscell.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. Admmrsystcm'Inc.% lanatnent Systems; Irk. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type- HS; DP +30/-30 psi; Water Test Press 220Pa 4. 59psQ 440- H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 9142127mm ( 36x84in)-H 440- H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440- H-025.39 2900/4900 70 Series 101/I.S.21A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in}H 440- H-025.40 2900/4900 70 Series 101/I.S.21A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9140930 mm (3606 in)-H 440- H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440- H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 511/2017 11180905mm ( 44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440- H-025.43 2901/4901 101/I.S.21A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5l1/2017 965x1676mm' ( 38x66in'}Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD- 20 10114109 Friday, May 13, 2016 Page 7 No WINDObv R DOOR MANUFACTURERSASSOCIATION Hallmark® Certificate of AMS, INC. 11WDMA Conformance and License ( CCL ` A'ini"m``%Y"n`" Sysrcros, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118xl575mm' (44x62in')- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psQ 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178.1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-10947 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50: Size Tested 965mm 1880mm D7075.01A0947 1/14/2014 2/24/2017 965mm x 1880mm ' (38 x 74in') Type-H: DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2120/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50: Size Tested 1321mm 1854mm NCTL-110-16675-3 315/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW & DOORNoMANUFACTURERS ASSOCIATION Hallmark® Certificate of . AMs, INC. II-EWDMAConformance and License (CCL) ' Admin`sft"",'a°W`°"" Systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440.11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) ' Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 1321mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 121ASTM DP +50/-50 psf, Missile D. 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-025.62 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-025.63 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-10947 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psQ 440-H-025.64 29004900 Series/29D14901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-025.65 29004900 Series/2901-4901 Single Hung Window 101/I.S.2/A440.11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-025.66 29004900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-025.67 29004900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01.109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-025.68 29004900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 y c;v tSASWICIAMON Hallmark® Certificate of % IEWDMA Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceil.com North Brunswick, NJ 08902 Website: TEL: 800-2344228 ext 4644 AMS, INC. Adminivi ativc IMMAUtnKMt systmu,Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 29004900 Series/29014901 Single Hung 101/I.S.21A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109.47-r1 8/21/2015 2125/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52pso 440-H-025.70 29004900/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psi) 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101/I.S.21A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709 01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-1-1-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psi) 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-10947 9/24/2013 7/22/2017 1994x1524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psi) 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.21A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psi) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109.47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52pst) 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440•1-1-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psi; Water Test Press 260Pa 5.43psQ WD-20 10/14 09 Friday, May 13, 2016 Page 10 WINDOW & DOOR IMANUFACTURERSAS=A'WN Hallmark® Certificate of NOWDMA Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adminisund-m Managemnt systcou,ttC. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 29004900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psi; Water Test Press 180Pa (3.76psQ 440-H-027.28 29004900129024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.29 2900-4900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)• Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.30 29004900 Series/29024902 Twin Single Hung 101/l.S.2/A440.11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-10947 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psi; Water Test Press 360Pa (7.52psQ 440-H-027.31 29004900/29024902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)• Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.32 29004900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-10947 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H, DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903/ 70 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 27370575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x 1575 mm' (107x62 in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109A7 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H. WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW MANUFACTURERS ASSOCIATION Hallmark@ Certificate of AMS, INC. Adminisaadw Management m1m=1WDMA Conformance and License (CCL) Ste.lnc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440•H-028.19 29004900 Series/2903.4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440•H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440.11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H: DP +20/-20 psi: Water Test Press 150Pa (3.13psQ 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109.47 8/21/2015 10/1412025 2737mm x 2134mm (108 x 84) Type-H: DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-028.22 29004900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psi: Water Test Press 220Pa (4.59psQ 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900170 101/I.S.21A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 511/2017 1118xl524mm' (44x60'in)-H; DP+35/-35: Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-029.08 2900490012907-4907 Single Hung 101/I.S.21A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +351-35 psi; Water Test Press 260Pa (5.43psQ 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-10947 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psQ 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5l6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35: Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3123/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW R DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. NOWDMA Conformance and License (CCL) Administrative Maoagerwnt syuems;lfle. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm 2432mm E6290.01-109-47 11/23/2015 4127/2025 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psQ 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm 914mm E6290.01-109.47 11/23/2015 4/27/2025 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: It-1.-t. _ John McFes, VP c fYDAM Hallmark By: ,,,,, &14 Rhonda Schon_, Authorized Represawath e, AUS Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackers Harbor, NY 13685 TEL (312)6734828 www.wdma.com TEL (315)646-2234 staff@atnscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 33& Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 contcnts: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' 0 7 TQjTa: sst4NAl. E?` Hermes F. rero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Product Category: Product Sub -Category: Compliance Method: Product Name: Silver Line Building Products Windows Single Hung State Product Approval Method (1)(a) Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does 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. This product has been evaluated for use in locations adhering to the 51' Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5" Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 51" Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715' , A Perfect Solution in Every Drop Date. 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization it: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization q TST1558) Report: Dated: 86430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 09358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/OS/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization a: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. Cc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. for steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 Florida Building Code Online SCIS Home 1 Log In i User Registration I Hot Topics I Submlt Surrrlarge I Stats & facts I Publications I FSC Staff j SCIS Site Map I Links I Search I b h r ilib, Product Approval IUSER: Public User yr:::a•d r•I' r::r7,fii ProductAoomal Menu > Produa or Aopliatlon Search > Annllation Llst > Application Detail FL > a FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 1 Product Manufacturer Aluminum Coils, Inc. Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcolisinc. com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc. com Technical Representative Paul Frost Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcolisinc. com Quality Assurance Representative Address/ Phone/Small Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professlonal Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality. Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden t' Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Sofflts:odf Referenced Standard and, Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sectlons' from the Code Year 1986 httpsJ/ www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMisXSGE00io2f1CXzYpyxA%3d%3d 1/2 4/23/2017 h Florida Building Code Online Product Approval Method Method t Option D Date Submitted 08/27/201S Date Validated 08/28/201S Date Pending FBC Approval 09/04/201S Date Approved 10/16/201S Date Revised 04/OS/2017 Summary of Product's • - -• -"— ti ';,, s <<4 , - - M „`A • .• , ;. a.. ..:L•.::ti,;... :,....x:.it.{r:!:l: .. ..: t: t:... ..•.t:..=..t •s •.'. :•i."-.. .... ... ._..as .-...'. _. .._. FL III Model; Number or Name . Oescrlption : 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Umits of Use Installation Instructions Approved for use In HVHZ: No FL12194 R3 II ALClSO01 Evaluation Report 2014 FBC 04 T4 Soffits.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC1S001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blalr stone Road. Tallahassee FL 12199 Phone: SSO-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007.201.1 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want yew e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 650.487.119S. 'Pursuant to Section 4SS.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oepartment with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Oepanment with an email address which can be made available to the pub11G To determine If you are a licensee under Chapter 4S5, F.S., please dick here . Product Approval Accepts: M Credit Card Sale. https•I/www.0oridabtdlding.org/pr/pr app dtl.aspx?param=wGEVXC:wt0quk24AUC%21EHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAOA3d%3d 2/2 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Constriction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. 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 FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-Inch thick, 3105 H-14 aluminum soffit anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. in• ruui vEur ie• ennLu vEbr te' <nm ruse 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001. FL12194-R3 Page 2 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. E IV Fs'.2015.08.27 No 74021 07:05:00 c--04'00' STATE OF FA' p. .. O R O, . Zachary R. Priest, P.E. Florida Registration No. 021 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. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4:pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 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 APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specked, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Lotion Lotion Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location l.1 Location ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G203. 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 d. 16" Q4 Soffit— 8-inch o.c. Fastener Lrxatinn if - Fastener Fastener Lotion ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12.14 Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24.14 1 Approved Systems for 244nch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pgf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/"ch head dia. nail. One (1) min. 318 x 3/84noh One (1) min. 1 3/44nch long x 12F-1 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch 0.072-Inch dia. x min. 3/16- Inch head dia. trim nail 40.0 24-inch o.c. 0.0. spaced 36-Inch o.c. Three (3) min. 3!4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x 0.0T2inch dia. x min. 1/4-inch 4 812F-2 164 ch Wood crown staples In diamond pattern Wood crown staple spaced 84nch o.c. head dietrip nail spaced 4a 64 spaced24-Inch o.c. and securing each panel lap inch o.c. Max One (1)14 ga. 5/8-Inch long T nail One ( 1) min 314-inch x 1/flinch One (1) min. 1 3/44nch long x 0. 072-inch dia. x min. 1/44nch 48 12F-3 16- Inch Masonry spaced 8-Inch o.c. Wood crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 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 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-Inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- Inch x 1/4-Inch crown One (1) min. #8 x 1/24nch One (1) min 3/41nch x One (1) min. 1 3/44nch long x 12J-1 Mom' Wood staples in diamond brig x 3/8 inch head diameter W 1/4-inch crown staple 0.072-inch dia. x min. 1/4 inch 48 164nch pattern spaced 24- screw spaced 164nch o.c. spaced spaced 8 inch o.c. dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel Inch o.c Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max Masonry One (1)14 ga. 5/84nch long T nail Wood 14nch leg staples spaced max 0.072-inch diameter finishing nail with min. 3/16- 53.312-inch spaced max. 8-inch o.c. flinch o.c. and severing each inch head spaced panel lap 12-Inch o.c. Three (3)18 ga.1/4-inch crown x 1- One (1)18 ga. 1/4inch crown x One (1) min. 1.754rich x 0.072-inch diameter 16F-2 MaMax. 12 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max flinch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch o.c. Max One (1) 3/84nchhead dia. nail, min. One (1) min 3/&inch x 3/8-inch One (1) min. 1 3/44nch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 Inch o.c. O.C. spaced 364nch o.c. Max. Three (3) min. 3/44nch x 1/44nch One (1) min 3/4-Inch x 1/44nch One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/4- 2716F-4 164nch Wow Crown staples diamond pattern spaced 24-inch o.c. Wood crown staplele sP Paced finch o.c. Inch head dla. trip nail 36.1 spaced 484nch o.c. AL015001 FL12194R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix A Approved Systems for 16•inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/4-inch crown x One (1) min. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- fldiameter finishing ngninch aBwithmin. 3/16- 243.3 164nchspaced8-inch o.c. inch,o.c. and securing each inch head spaced panel lap 164nch o.c. Max. 1-inch Three (3)18 gaA144nch crown x 1 • One (1)18 ga. 1/4-inch crown x One ( 1) min. 1.75-Inch x 0. 072-inch diameter 16F- 6 16 inch Wood inch leg staples in diamond pattern Wood leg staples spaced 4- inch o.a and severing each finishing nail with min. 3/16- 243.3 spaced 164nch o.c. panel lap inch head spaced 16- inch o.c. Approved Systems.for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate J- Channel Substrate Panel Attachment Fascia Cap Attachment- Attachment 16J- 1 Max. Wood Three ( 3) min. 3/44nch x 1/44nch sown staples diamond pattern Wood One One (1) min 3/4-inch x 1/44nch One ( 1) min. 1 3/44nch long x 0.072-inch dia. x 23.5 1& inch spaced 24-inch o.c staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 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. 0M CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12dnch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch ratter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. 3116-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24-Inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1) 48 ga.1/4-Inch crown x 1-inch leg Nominal•1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing aOne (1) IS g. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80124F-2 12-Inch Wood smooth shank raker with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail.spaced 1) 7d x 2.25- One (1) min. 1.7.5-inch Inch o.c. 3/164nch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced flinch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominallx2 staples spaced No.2 SYP 124nch o.c. securing One (1)18 ga. t/4- One (1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced B finishing nail with min. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c, 1nch head spaced inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail With min. 3/164nch head spaced 44nch ox. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-Inch overhang with. F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/44nch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 164nch Wood leg staples In 1) min 2 25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.75 nch inch o.c. and securing 31164nch head spaced spaced 164nch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.a finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14ndh leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 164nch o.c. Inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x One (1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail ratter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch Inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-Inch o.c. nail 244nch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. ALClSO01 FL12194-R3 Page 6 of 7 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 ALUMINUM COILS, INC Soffits Appendix A Approved. Systems.for•244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.2SInch x 7d One (1)18 ge.1/44nchNominal1x2 ring shank nail crown x 14nch leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown stralght{iailed through the rafter Into the and staples spaced 124nch o.c. securing One (1) 18 ga. _ One (1) min. 1.75 inch 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 26012-inch 1) min. 2.25- inch x 7d ring staples in diamond patternsspaced 16- Po min. 225•ineh x 7d ring shank nails toe- One min. leg staples- spaced 8-inch O.C. 3/16-Inch head spaced shank nail inch o.0 erred on either side o1 x 0.072 inch diameter72diameter finishing nail with min. 12-Inch O.C. 24-inch.o.c the batten at each batteNrefter 3/1&4neh head spaced Intersection. Max. 4-inch o.e rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.254nch x 7d One (1)18 ga.1/4 nchNominal1x2 rvx shank nail crown x 14nen leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown straight-naUthrough the rafter Into the end staples spaced 124nch o.c. securing One () 18 9a• %' inch crown x 1-inch One (1) min. 1.754nch 24J- 2 Max rafter with one x 14rich leg or the batten or two (2) each panel lap Wood leg staples spaced x 0.0,724nch diameter finishing nail with min. t53.3 164nch1min. 2.25- staples in diamond Pmin. 2.25-Inch x 7d One (1) min. 8-inch o.c. and 3/ 16-inch head spaced inchx7dringpatternspaced16- ring shank nails roe- nailedoneithersideofx 0.0724neh diameter securing each panel 16-inch O.C. Shanktrail24 Inct1 O.C. inch O.C. the batten at each finishing nail with min. 31164nch head spaced lap bat Intersecction. tion. Max. ch o.c. ratter spacing Is 244n6h O.C. ALCIS001 FL12194-R3 Page 7 of 7 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 ALUMINUM COILS. INC Soffits Appendix B INSTALLATION Note - Refer to the APPRovED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 2/8' head dia. nail with min. 1 engagement('or woad substrata} or oin. 0.097' din. T-nail or Grub nail with min. 5 0- angagemenWor concrate or.t•1..`k eubutra:0. opacad ae notud above. FASCIA SLIP BOARD FASCIA TRIM 12F-1 & SOFFIT (OVERHANG WIDTH VARIES) 1217-3 "F" CHANNEL Wad, Concrato or si,--: wsll STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 1.6" O.C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCIS001 FL12194-R3 Page 1 of 12 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER DDIAAIL PATTERN It E3/4- X 1/4- USING cRo1vN A DIMIOND s r KI`'1 srw ts PATT ERN FACIA BOARD FASCIA CAP 12F-2 3/4' X 1/4- CROWN FACIA BOARD B' 1-3/4' TRIM NAILSTAPLEONCENTER 1-3/4' TRIM NAIL PAINTED S.S. F CwWNEL CAN BE PAINTED S.S.4a, —FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT— radx• 12-inch spas OOD SOFFIT SWUBSTRATE SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER. I If 2M 81ftm SOFFIT STAPLE asr r DIAMOND PATTERNI DETAIL ir FAcw BOARD 3/4' X 1/4- CROWN STAPLE -24' JS.S. ON CENTER LISING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4' X 1/4' CROWN STAPLE '8' ON CENTERscrewed 1FACIA BO'L—CHANNQ TRIM NAIL J P ich to-soffit1-3/4' PAINTED S.S. 48' one(1) $8 x D.C• FASCIA CAP 1/2• x 3/8' bead diameter screw, 3/4- X 1/4- 16" o.c. CROWN STAPLE SOFFIT —max. 12-inch span S WOOD OR 13LOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALClSO01 FL12194-R3 Page 3 of 12 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J• TRIM NAIL FASCIA BOARD PAINTED SS FASCIA UP SOfF11 r4- CROWN STAPSE OPEN RAiiCR FASW BOARD I4aAE,rtau 16F-1 SOFFIT 8 FASCIA 816E-5 DETAIL FASCIA CAP; REFER F' [HAIItrEI TO SOFFIT L FASCIA DETAIL SOFFIT. MAX. tV SPAN HASONRY SUBSTRATE I ALC15001 FI-12194-113 Page 4 of 12 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 System No. Installation Detail bt:n. 3/8" 'head dia. rail with min. lUv ongaaement(for wood subatrate) or min. 0.007" d!a. ?-nail or s_u.'+ nail with min. 5/3'1 engagement(for C icrete or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, wncrote or Bloc), Ha11 STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 3/4- X 1/4• D ETAI LIf-vwr v AlCROWNSTAPLES} USING A DIAMOND A s iits PATTERN FACIA BOARD i FASCIA GAP 16F-4 X 1/4' CR01NN FACIA BOARD 8' TRIM NAIL STAPLE STAPLE ON CENTER PAWED1-3/4' TRIM NAIL PAINTED S.S. T—'F' CHANNEL GW BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4" DOWN CROWN STAPLE SOFFIT -sue• lE-inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALClSO01 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix 8 System No. Installation Detail I t TRIM NAILfA5Cl4 BOARD PAINTED SS. CAP SOFFIT-1FASCIASOFFIT Tq' CROWN STAPLE OPEN RAFTER FASCIA BOARD r'„ j' CROWN STAPLES SOFFIT 8 FASCIA USINC A DIAMOND DETAIL 16F-2 & PATTERN. REFER Tn SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA REFER TO SOFFITIT t FASCIA DETAIL g- F' CHANNEL SOFFIT: MAX TV SPAN k SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page T of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 10-10 CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4- X 1/4' CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4- TRI1J' NAIL PAINTED S.S. 48' O.C. SOFFIT -max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B t„ 1 SOFFIT STAPLE DIAMOND PATTERN DETAIL I I 1 I FACIA BOARD yr rcnaNi STMLti FASCIA CAP 3/4' X 1/4' CROWNJS.S. FACIA BOARD STAPLE '8- ON CENTER 1 P FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15WI FL12194-R3 Page 8 of 12 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. MC R E L K ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix B System No. Installation Detail I I' TRIM IAAIL FASCIA BOARD PADITED S.S. I 1-; FASCIA CAP STAP ES SOfflf USING A DIAMONO PATTERN; REFER TO r-+' CQDw11 STAPLE SOFFIT STAKE DIAMOND PATTERN DETAX 1 TRIM MAX FASCIA BOARD PAVIM SS SOFFIT L FASCIA DETAIL 24F-1 & 24F4 ra- CROWN STAPLE - FASCIA CAP; REFER FOfALLSOFFIT 1 FASCIA / \ DE_ mamm Yet" SYP Batten Antnoretl to SOFFIT: MAX 24' L i/B f-[NANNCL Rafters rdn one 10 I Rail SMnN 4al at o"q killer 1` M000 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 111, Tom 01A0. FASCIA EOARO I PANTED S.S. 14- SIUIDiII SIIAKX I FASCIA CAP ROOF NA&S SOFFIT CROWN STAPLE TRW NAl FASCIA BOARD PANTED S.S. SOFFIT 8 FASCIA 24F-2 8 DETAIL 24F-5 rrr CRDMN STAPLE FASCIA [M. REFER TO SOFFIT L FASCIA DETAIL. Room 1'r2' SIP Rafttt AaMred to SOFFIT; MAX 2V F-CUIVEL IRaElm rifA ant TO Ring Sham Nail at tref) Raktt MOOD SUDSTRAIE ALC15001 FL12194R3 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report -is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t I' TRIM MAIL FASCIA BOARD PANTED SS IwA T-NAILS I 'I FASCIA CAP SOFFIT r4' CROWN STAPLE 1 Tim NAIL FASCIA BOARD PAINTED S.i SOFFIT & FASCIA 24F-3 & t DETAIL 24F-6 t-4, CROWN STAPLE FASCIA GP; REFER to SOFFIT L FASCIA DETAIL Namin rxr SYP Batten Mnhore0 to SOFFIT$ MAX. 216' F•CMANNEL ' Rafters Qb en TO i RioR shank•NaR at I ! vary Rafter MASONrtY ALC15001 FL12194-R3 Page 11 of 12 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I i' TRIM NAIL FASCIA BOARD PAINTED SS. t'lrCROWN FASCIA CAP STAPLES SUSM A DIAMOND SOFRT-j PATTERN. REFER TO CANTILEVERED rfl• CROMN STAPLE SOFfn STAPLE RAFTER DIAMONDPATTERNpETA0. FASCIA BOARD SOFFIT & FASCIA Or Tom NAIL PAaTED S.S. DETAIL 24J- 1 & rq- CROWN STAPLE 24J- 2 Ti; REFER io SOFFIT SOf(A?: fIT t FASCIA OEtA0. faomrut t' A T tiYP Daacna scabbedwee bvnsee SOFAT; MAX. Tl• I- I I 3/El'i J-[ NANNEL 7l IIeCWwIVc101the (1)1) T6O ring I I I W Me od sugg"MIArea I MOOD SUBSTRATE U" USU Ina rafter Im No am d the bairn of onto (2) to aneMn nab we-naRec on d9lner ebe of the DaWn O UM baTeMeUm mteraecdaa SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 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, reoommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B. C. and D shall be as defined In section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean root height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.86 7. Vw, is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension 'a' shall be 10°% of the least horizontal dimension or (0.4 x Mean Roo/ Height), whichever is smaller, but not less than either 4°% of the least horizontal dimension or 34 ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 ALUMINUM COILS, INC Soffits Appendix C Design Wind, Pressures for Soffits in Exposure B Building Type :, Zone Mean, Roof Height ft Basic Wind Speed. enph) 120' 130 '. • 140 i 50 160 170 180 100 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 1 -50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 5012.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 13. 1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 217 24.3 27.1 30.0 40 1 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC 15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design -Wind Pressures for Soffits•in Exposure C. Building Type Zone. Mean Roof Height R Basic, Speed mph). 12Q 130' 140 150 160 ... 170 180 190 00 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 1 -61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 1 -36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32A 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 1 -75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 1 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 1 . 1 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 1 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 1 27.2 1 31.0 1 35.0 39.2 43.7 48.4 ALCIS001 FL12194-R3 Page 3 of 4 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 ALUMINUM COILS, INC soffits Appendix C Desi n'Wind Pressures for Soffits in Exposure D' ' Building. Type Zone, Mean Roof Hei lit ft Basic -Wind Speed Mph) 120 130 140 - 150. 160,• 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 522 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 40.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 1 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 1 27.5 1 31.6 1 35.9 40.5 45.4 1 50.6 1 56.1 ALC15001 FL12194-R3 Page 4 of 4 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. HMO - CREEK TECHNICAL SERVICES, LLC 318" F-Channel 318" J-Channel 3/8" 3/4" 3/8' ISOMETRIC VIEW 3/r PROFILE ISOMETRIC VIEW r PROM ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 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. Fascia CREEK TECHNICAL SERVICES, LLC 3/4 7/8" r 1/8" HEM T 6"FASCIA i" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC1SO01 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 16" 04 Soffit 18' BLANK 3 / 8 PROFILE 2.625 REF. SA TYP. 25 TV. M125 Tl?. DIDDDOD O0D0a OODOOD n DDDDD DDODDD D0000 MWMMIX IMMH P 1'IfIIM ! 11 cYL L1 so¢6 H S1ME owOLTca w4 FM) ALUMINUM COILS, INC Soffits Appendix D ALCIS001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 31/8" 7/8" 31/8" 7/8" 31/8" S/16' 1/_ 1/2" 1/2" 1/2" 1/2" 3/4" 1/8" 13.7S" BLANK 3/8" PROFILE 2.625 REF. 50 TYR 25 7TP. Q125 r\P. DDDDD DDDDD DDDDDD D000D ODODDO 00D00 W101 IDOWER OAffrN "LitI U n t1ALNERS FORMW M SWL DltEMN AS FM) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 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. Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa. FL 33634 813)249-9743 www.alumlnumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. 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 FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required'by the AHJ for confirmation of existing substrates. Ail data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum•load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program In compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick. 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-Inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Paae 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 1-1-14 aluminum soffit P,anels provided in 16- Inch sections. The reported net free ventllation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. ia_nnlrea s• Brume ,. s- sam wu/u 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 1-1-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Servicos, 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 COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t RY R. P. GAP 9I ', No 74021 gib: a STATE OF CERTIFICATION OF INDEPENDENCE 2015.08.27 07:05:00 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, not 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. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 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 APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LimrwioNs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 6. Unless otherwise specified, the Masonry substrate. shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 44nch o.c. Fastener Fastener Fastener Fastener Location Lotion Lor tion Lor tion c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location ALCIS001 FL12194-R3 Page 1 of 7 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for.which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" 04 Soffit — 8-inch o.c. Fastener Oration f— tion Fastener Fastener Location 1,l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J Approved Systems for 12-Inch Overhang with J-Channel 16F-1f Approved Systems for 164nch Overhang with. F-Channel 16a Approved Systems for 164nch Overhang with J-Channel 24F roved Systems for 244nch Overhang with F-Channel 24 Approved Systems for 24-Inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) min. 3/84nch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 314-inch long x 12F-1 16-inch Wd Wood n. 1. mi25-inch embedment spaced Wood crown staple spaced 164nch 0.072-Inch dia. x min. 3/16 0 24-inch o.c. O.C. Inch head dia. trim nail spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-Inch One (1) min 3/44nch x 1/44nch One (1) min.1 3/44nch long x 12F-2 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.072-inch dia, x min. 1/44nch 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 84.2 inch o.c. 12F-3 Max OneOne (1)14 ga. 5/8-inchInch long T oath W One (1) min 3/4-Inch x 1/44nch One (1) min. 1 3/44nch long x0.0724nch dia. x min. 1/44nch 48 164nch spaced 8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 84.2 end securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 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 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 314. inch x 1/flinch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3144nch long x 12J-1 Max. W staples'In diamond long x head diameter Wood 1/44nch crown staple inch dia. x min. inch 4. 16-inch pattern spaced 24- screw sped 164nch o.c, spaced spaced 8-inch o.c.. head dia. trip nail spaced 48- head spaced 64.2 inch o c. connecting soffit to J-channel Inch o.c. Approved Systems.for 164nch overhang With F-Channel Wall Cdnriection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/44nch crown x One (1) min. 1.75-Inch x 0.072-Inch diameter 16F-1 Max. Masonry One (1)14 ga. 5/8inch long T nail Wood 1-inch leg staples spaced max. finishing nail with min. 3/16- t53.3 124nch spaced max. 84nch o.c. 44nch o.c. and securing each inch head spaced panel lap 124nch o.c. One (1)18 ga. 1/4-Inch crown x One (1) min. 1.754nch x Max. Three (3) 18 ga.114-inch crown x 1- 1-inch leg staples spaced max 0.0724nch diameter 16F-2 124nch- Wood inch leg staples in diamond pattern Woof 4 Inch o.c. and securing each finishing nail with min. 3/16- 253.3 spaced 164nch o.c. panel lap inch head spaced 124nch o.c. Max One (1) 3/84nchhead dia. nail, min. One (1) min 3/84nch x 3/8-inch One (1) min. 1 314-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 5.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/44nch x 1/44nch One (1) min. 1 3/4-Inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 314-inch x 1/44nch x 0.0724nch dia. x min. 114- f27 16-inch spaced 244nch o.c. crown staple spaced 8-Inch o.c. inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail WOod 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 343.3 16-Inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-Inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced 4- 0.072-inch diameter 16F-6 16 inch Wood inch leg staples in diamond pattern Wood inch o.c. and securing each finishing nail with min. 3/16- 143.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall. -Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/44nch One (1) min. 1 314-inch 16J-1 Max Wood crown staples diamond pattern Wood One (1) min 3/4-inch x 1/44nch long x 0.072-inch dia. x 23.5 16-Inch spaced 24 inch o.c. crown staple spaced 8-inch o.c. min. 114-inch head dia. trip 31.4 nail spaced 48-Inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation repon 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 ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 124nch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3/164nch head spaced spaced 16-inch o.c: shank nail x 0.0724nch diameter 124nch o.c. 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1) 18 ga.1 /4-Inch crown is 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch x 11 a. g anchored to each panel lap Inch crown x 1 finch 0.072-inch diameter 80124F-2 12-Inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 78'6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 3/164nch head spaced 164nch o.c. inch ring shank x 0.072-inch diameter 124nch o.c. nail 24-inch o.c. finishing nail with min. 3116-inch head spaced 44nch o.c. One (1)18 ga.114-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One ( ro 18 ga. 1/4- One (1) min. 1.754nch x Max One 1 14 a. 5/8- g anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80124F-3 124nch Masonry Inch long T nail rafter with one Wood leg staplesfinishingspaced8- nail with min. 76.6spaced84ncho.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 244nch o.c. finishing nail with min. 3116-inch head spaced 44nch o.c. ALC15001 FL12194-113 Page 5 of 7 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 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width psf) Substrate F=Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/44nch Nominal 1x2 awn x 14nch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 14nch rafter with one each panel lap inch crown x 14nch 0.0724nch diameter 24F4 16-rnch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801.60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/164nch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing finishing nail with min. head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 14nch 0.0724nch diameter 24F-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 roofingsnailspaced 1) 7d x 2.25- One (1) min. 1.754ndi inch o.c. and securing 3116-inch head spaced 16-inch o.c, inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 4-inch o.c. One (1)18 go. 1/4-Inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.072-Inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3116-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24-Inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALCIS001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems. for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 14o.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/flinch Nominal 1x2 x 7dmin. 2. shank nailring crownx log No.-2 SYP Three (3)18 strai -nailed through staples spac254nchspated 12 neh o.c. securingng One (1) min. 1.754nch anchored to ga.1/4-inch sown the rafter Into the end each panel lap One (1) 18 ga. /.- x 0.072-Inch diameter 24.1-1 Max. rafter with one x 1-inch leg of -the ¢atten or two (2) Wood inch crown x 1-inch finishing nail with min. 60 12-inch 1) min. 2.25- staples in diamond min. 2.25•Inch x 7d One (1) min. 1.75-intoe (1) in. leg staples spaced 3/16 nch heads Cad inch x 7d ring pattern spaced 16- ring shank nails toe- x diameter 8-inch o.c. 124nch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 244nch O.C. the batten at each cb 3/164nch head spaced intersseecttion.ion. Max.M 4=inch o.c. rafter spacing Is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1)18 ga.t/44nch Nominal 1x2 min. 22SInch x 70 ring shank nail crown x linch tag No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown strai ht-nailed through8 staples spaced 12 inert o.c. securingn9 One (1) 1 B ga. %.- inch crown x 1-inch One (1) min. 1.754nch Max. rafter with one x 1-Inch leg mop, into the and or the banen or two (2) each panel lap leg staples spaced x 0.072-inch diameter 24J- 2 16- inch 1) min. 2.25- staples in diamond min. 22SInch x 7d One (1) min. 1.75-Inch wood 84nch o.c. and finishing nail with min. 3/ 16-inch headspaced 53.3 inch x 7d ring pattern spaced 16- ring shank nails toe x 0.072 inrh dameter securing each panel 164nch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. lap 24-inch O.C. the batten et each battentrafter 3fltianch head spaced Intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. ALC15001 FL12194- R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRovED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. 3161 head dia. na11 with win. 1S:" an3egamsnt(for wood substrata) or min. 0.097" dia. T-nail ar stub na11 min. 5/8" angagemant(for c=_rete oc.t•lu=Y. eubtltratu). *pacod an noted above. ASCIA SLIP BOARD ASCIA TRIM 12F-3 S I I I II "FICHSOFFIT OVERHANG WIDTH VARIES) Wocd, Conc- or Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8)' STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-113 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC soffits TECHNICAL SERVICES* LLC Appendix B System No. Installation Detail n,"` ' ; SOFFIT STAPLE OPEN RAFTER r`' 3/4• x 1/+" DIAMOND PATTERN i EtCROWNSTAPLES lDETAIUSINGADIAMOND1 PATTERN FACtA BOARD i FASCIA CAP 12F-2 3/4• X 1/4• CROWN fACW BOARD 8. 1-3/4• TRIM NAIL STAPLE ON CENTER 1-3/4• TRIM NAIL PAINTED S.S. F" CHANNEL CAN BE PAINTED S.S. 4' FASCIA GIPINSTALLEDWITHTHEO.C. NAgJNG FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT— • 12 - Lrtch spars yiMWOODSOffR SUBSTRATE SOFFIT & FASCIAIrDETAIL ALC15001 FL12194-R3 Page 2 of 12 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 ttvoughout 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. OPEN RAFTER i I 1 SOFFIT STAPLE ST I I DIAMOND PATTERNI I DETAIL FACIA BOARD % i 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 f 3/4- X ?/4- CROWN STAPLE 'B" ON CENTER 1-3/4' TRIM NAIL FACU BOARD J-CHANNEL 1-3/4- TRIM NALJ PAINTED S.S. ociewed to -soffit with onetli B8 a PAINTED S.S. 48' FASCIA CAP 1/21 z Sib' bead diameter screw, O.C. 3/4' X 1/4* 16• c.c. CROWN STAPLE sum -max. 12-ia.-h span WOOD OR BLOCK SOFFIT SOFFIT & FASCIA SUBSTRATE DETAIL ALCIS001 FL12194-R3 Page 3 of 12 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 repori 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 ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I t TRIn NAIL FASCIA BOARD PAINTED SS. FASCIA CAP SOFFIT 1-41' CROWN STAPLE OPEN RAFTER FASCIA BOARD t4 SS iff 14U.i 1617-1 SOFf17 S FASCIA 16F-5 DETAIL fASCIA CAP, REFER TO SOFFIT 1 FASCIA DETAIL f- CNANJ:EL SOFFIT: MAX 16' SPAN 11ASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16F-3 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail min. 3/S• head dia. nail with min. 11/1 cugagement;for vxd eubstrate) or min. 0.097• dia. T-nail or stub rail with min. S/3': rnuagement(for cgncrete or block substrate). spaced as noted above.. ASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, Concrete or Block Wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 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. 0 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n, , SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 3/4• x 1/+' I I D ETAI LCROWNSTAPLES , USING A DIAMONO. + VW KT"ED'/ STAMM / PATTERN FACIA BOARD / i FASCIA CAP 16F-4 3/4' x 1/4- CROWN FACIA BOARD 1—TRIM NAIL 8. STAPLE ON CENTER 1-3/4• TRIM tiNl PAIHTEIEp .5.5. T—'F' CHANNEL -CAN BE PAINTED S.S. 48' —FASCIA CAPINSTALLEDWITHTHEO.C. NAIUNG FLANGE UP OR 3/4' x 1/4' DOWN CROWN STAPLE SOFFIT- max. 16-inch span WOOD SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I TRIM MAIL FASCIA BOARD PAINTED S.S. FASCIA GP SOFFIT 1'4' CROWN STAPLE OPEN RAFTER FASCIA BOARD I-;j- CROWN STAPLES SOFFIT & FASCIA USING A DIAMM DETAIL 8 PATTERN; REFER 10 16F-2 SOFFIT STAPLE c_ 16F-6 DIAMOND PATTERN DETAIL PASCIA CAP; REFER TO SOFFIT 1 FASCIA DETAIL 6- f' CNANNEL 3/8 SOFFIT; MAX. W SPAN M000 1- 11 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page 7 or 12 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 No. I Installation Detail ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER SOFFIT STAPLE oISr 1 DIAMOND PATTERN DETAIL FACIA BOARD Ls rcrvrr i STKtLi 3/4- X 1/4- CROWN STAPLE -24- jMMAIL ON CENTER USING A DIAMOND PATTERN FASCIA CAP 3/4' X 1/4' CROWNFACIA 8- BOARD1L—CWNNEL 1-3/4- TRIM NAIL STAPLE ON CENTER PPAINTEDS:S. 48' ASCIA CAP O.C. 4- X 1/4- ROWN STAPLE SOFFR—max. 16-inch stian S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f- TRIM NAIL FASCIA ROARD PAINTEDSS. I-.- CROWN FASCIA CAP SDIAMONO SOrFIT _ USING A PATTERN: REFER TD r-i CROWN STAPLEsiAp SOFFIT STAPLE OUMONO PATTERN 1 0[rALL I! I t f' TRIM MAIL BOARPAINTEDPAASCIAS.S.SS. SOFFIT & FASCIA DETAIL 24F-1 & t 24F4 rd- CROWN STAPLE FASCIA CAP; REFER TO SOFFIT R FASCIA \ DETAIL Ne" rar syP 318jRatiteAnchoredtoSOFFIT: MAX. 2V L F-ENAMEL Rafters r.Ih doe Id - RL-4 Sunk at MOOD SURS111AiE e+ery Rafter SOFFIT STAPLE DIAMOND PATTERN ALC15OO1 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G2O-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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD t.J' SMOOiN SM I ANTED SS. I FASCIA CAP MAILSROOFNAM1S SOFFIT rxt' CROMN STAPLE 1 t T' 1RIM NAIL J[: FASCIA BOARD PANTED S.S. SOFFIT L FASCIA 24F-2 & DETAIL 24F-5 CROWN STAPLE FASCIA CAP; REFER 10 SOFFIT S FASCIA DFtA0. Nominal t'x2' SYP F•CHANNEL Batten Mtborea to RatIM rAft om Id SOFFIT. MAX 24' Ring Sham Nab at wary Railer MOOD SVBSTRAIY ALC15001 FL12194-R3 Page 10 of 12 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. 9 mom CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL FASCIA BOARD PANTED S.S. ILGA T-NAPS FASCIA CAP SOFFIT 1'at CROWN STAPLC f 1 J' TRW NAIL FASCIA BOARD PANTED S.S. SOFFIT L FASCIA 24F-3 & DETAIL 24F-6 r t CROWN STAPLE FASCIA uPi REFER TO SOFFIT t FASCIA DETAIL Nou»ri 1'A2' S7P F-CHANxEt Batten Antkored to SOFFIT: MAX. 2V Rafters r11A me Id Ring SAaek Nan at ererl Rafter KASONRi ALC15001 FL12194-R3 Page 11 of 12 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 Mn NAtt FASw BOARD r.mrEn s.s, 1-4- STAAPLESPLES FASEu CAP SOFFITTOtIERUSNG . REFEDIAPIRPATTERN: REFER TO feI" CAOkN STAPLE SOFFIT STAPLE OunOtm PATEERN RAFTER RAFTER DETAIL FASCIA BOARD SOFFIT FASCIA 1 I- Tan NAIL PANTED S.S. DETAIL 24J-1 & 1-4- CROwN STAPLE 24J-2 FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL tvonurot t-. r srP t>aene SOFAI;ISAx.ft" 1-[NANKEL oft-aw tnreenn` enim n108"aetunsoft I —S Lyle Hoer the enCN' theWOODSUBSTRATE —to the L nh n a txro fta 70bo ( Anp il+ant ne0a bbNWO on tow Side of the Dineen 0 the wenA'e0e1 memeewn SOFFIT. STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 of 12 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-f? or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. V„ h is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wind,pressures for Soffits in Exposure B Building Type Zone Mean-: Roof Hei ht ft Basic Wind Speed ni h . 120 13U 140 160 160 170 180 .• 190. 200 20 16.9 19.8 22.9 26:3 3D.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 3D.0 33.8 37.9 42.2 46.8 Enclosed 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 1 -50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30:0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4Positive loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 12.5 14.7 1 17.0 19.5 22.2 25.1 28.1 1 31.3 34.7 601 13.1 15.4 1 17.8 20.5 1 23.3 26.3 29.5 1 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 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 ALUMINUM COILS, INC Soffits Appendix C Design Wind' Pressures for Soffits,in Ekiposoft C Building Type Zone Mean Roof Hei ht ft Basic Wind Speed rit h ' 120 ` 13Q 140 150 160 -• 170 180 190 200 , Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 1 -36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 1 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 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 ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures for Soffit§ in. Exposure D . Building Type Zone Mean' Roof Hei ht ft Basic Wind Speed m h 120 130 140 150 160• ' 170 180 190 200. Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 31.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 1 18.8 22.1 1 25.6 1 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALCIS001 FL12194-113 Page 4 of 4 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 318" F-Channel 3/8" 3/4" 3/8" J-Channel ISOMEtRIC VIEW 3/C PROFILE MonE11bC NEW 3/F PROFILE ALUMINUM COILS, INC Soffits Appendix D ALCI5001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 1 1/8" HEM T 1 1/4" T 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 0.125 t1?. 18" BLANK 3 / 8 PROFILE 2.625 REF. SO TYP. D DDOOD DDDOD DDDDDD OODDD 0-21 DDDDD wnr 1&LW-R GArrM ULM er ct Q VVM FORMED M SME WECPOW AS 909S) ALUMINUM COILS, INC Soffits Appendix D ALClSO01 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G203. 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 12" T4 Soffit 31/8" 7/8" 31/8' 718" S/16" \ 1/2' 1/2' 1/2" 1/2" 1/2" 1/,8" 1/8" :318" 13.75" BLANK 3/8" PROFILE 2.e2e R 50 TIP. Q125 T18. ALUMINUM COILS, INC Soffits Appendix D DI0Da0D DDDD DDDDDDN D.DDDD e DDDDDD DDDoo IMM ,&"K; A'Trnx am, srA n ttAMRS nNo M &WE 0mcnom a MM) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 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. Revision City of Sanford Response to Comments FEB Building & Fire Prevention Division L , 1 B ZUJd •Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # Submittal Date 2 ` Project Address: an 12tn JChrr1r Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Fax: General description of revision: ROUTING INFORMATION Approvals 11 Building - 3 . 1. l2 gyma , Lumber design values are in accordance with ANSI/TPI 1 section 6.3 Thede truss designs rely on lumber values established by others. m v = RECORD COPY MiTek RE: W P0078 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Starlight Homes Project Name: W P078 Model: 1827 Tampa, FL 33610 4115 Lot/Block: 78 Subdivision: Wyndham Preseve 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: FBC2014lTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 17 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, 1 hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date 1 1 T13312605 1 A01 2/22/18 12 I T13312606 I A02 12/22/18 1 13 1 T133126071 A03 12/22/18 1 14 1 T133126081 A04 12/22/18 15 1 T133126091 A05 12/22/18 1 16 1 T133126101 A06 12/22/18 1 7 IT13312611IA07 2/22/18 18 1 T133126121 A08 12/22/18 1 19 1 T1 3312613 1 A09 12/22/18 1 110 1 T1 3312614 1 Al 12/22/18 1 111 I T133126151 1301 12/22/18 1 112 1 T13312616 I B02 12/22/18 1 113 1 T13312617 1 CJ1 12/22/18 I 114 1 T1 3312618 1 CJ3 12/22/18 15 T13312619 1 CJ5 2/22/18 116 1 T133126201 EJ7 12/22/18 1171T133126211HJ712/ 22/188 REVISION 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: Velez, Joaquin 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/TPl 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/rPI 1, Chapter 2. ING SA FORD 07j 10. OPAR. t. 1 pUI V,, 68182 O:•• TATE OF do i4 0 ON AL E.`• 11111111` Joaq In V PE N0.68182 MIT U Inc. Fl. Ced 66M 6901 a East Blvd. Tampa PL 33610 0ete: February 22,2018 Velez, Joaquin 1 of I Job I fuss fuss I We uly Ply T11312605 WP0078 A01 I ,IPGIRDER ' 1 2 Job Reference Donal Buddess FuslScurce. Tampa. Plant Coy. Florida 33566 7.640 a Aug 16 2017 MiTak Industries. Inc. Thu Feb 22 13 43.40 2018 Page 1 f D:rbOYL3Jol CV 1 U 1 FgSJd63xypdA?•L8fOYFECMb9NIG5mGYnk23pCO44I ScG5gVlzPAztaeX 1-04 4.26 7-0-0 133.14 1"-o 256.2 32-" 34.9.10 39-0-0-0 0-0 4.26 2-9-10 6.3.14 6.2.2 6-2.2 6.3.14 2.8.10 4.2.6 -0 2x4 11 5.00 F12 5x6 US = 3x6 = 3x8 = 5x6 = 4 20 21 5 22 23 6 724 25 26 a 27 28 9 1 Scale = 1:68.5 1 12 I6of. 4x6 = 19 29 30 18 17 31 32 t6 33 34 35 36 15 14 37 38 13 4x6 = 5x8 = 6x8 _ 2x4 11 5x8 = 2x4 11 6x8 = Sx8 = W I I LOADING (Psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 1.00 BC 0.94 WB 0.73 Matrix) DEFL. In Vert(LL) -0.49 Vert(rL) -1 14 Horz(TL) 0.20 poc) I/defl Ud 16 >931 240 16 >405 180 11 n/a n1a PLATES GRIP MT20 244/190 Weight: 441 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0.8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2942/0.8.0, 11=2941/0-8.0 Max Horz2=46(LC 12) Max UplIft2=-983(LC 4). 11=-983(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-6640/2219, 3.4=-6621/2247, 4.20=-6209/2126, 20.21=-6208/2126, 5-21=-6208/2126, 5-22=-10532/3593, 22-23— 10532/3593, 6-23=-10532/3593, 6-7=-10532/3593, 7-24=-10532/3593, 24-25=-10532/3593, 25.26=-10532/3593, 8.26=-10532/3593, 8.27=-6206/2124, 27-28=-6206/2124, 9-28=-6206/2124, 9.10_ 6618/2245, 10.11=-6636/2217 BOT CHORD 2-19=-1974/6017, 19.29=-3165/9503, 29.30=•3165/9503, 18.30=-3165/9503, 17.18=•3165/9503, 17-31= 3165/9503, 31-32=-3165/9503, 32.33=-3165/9503, 16-33_ 3165/9503, 16-34=-3163/9496, 34-35— 3163/9496, 35-36=-3163/9496, 15-36=-3163/9496, 14-15=-3163/9496, 14-37=-3163/9496, 37-38=-3163/9496, 13-38=-3163/9496, 11-13_ 1982/6014 WEBS 3-19=-139/263, 4.19=-531/1999, 5-19=-3669/1256, 5-17=0/527, 5.16_ 373/1169, 7-16=-683/426, 8-16=-378/1177, 8.15=0/527, 8-13=-3664/1253, 9-13=-530/1996, 10-13=-140/264 NOTES- (11) 1) 2-ply truss to be connected together with I Off (0 131 "x3') nails as follows, Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows. 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-" oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf: h=15ft; Cat. 11; Exp C; Encl.. GCpi=0.18: MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has peen designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 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 MiTek USA, Inc. FL Cart 8834 fit between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL 33010 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 983 lb uplift at joint 2 and 983 lb uplift at Date: joint 11. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. February 22,2018ry 0 WARNING • Verity daatpn paramaten and READ NOTES ON THIS AND INCLUDED NIrEK REFERANCE PAGE MIF7473 rev. 10 MIS BEFORE USE. Design valid for use only with MI lek® connectors. lfls design Is based only upon paranolefs shown. and Is for an Individual building component, not a truss system. Before use. the building designer must vedfy the apfxkdiblity of design parameters and rxo"ly Incorporate this doslgn Into Ito overall Ixlding design. Bracing Indicaled Is to budding of Individual truss web and/of chord members only. Additional temporary and permanent bracing MiTekprevent Is always regaled for stability and to prevent cdkibse wtlh possible personal "and Ixoperty damage. For general guidance regarding the falxlcallaL storage, dollvery, erecilon aril bracing of Inrssers and truss systems, seoANSI/IPI I Quality Cdterla, OSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avdlablo from lam Rate Iutlhde. 218 N. Leo Shoel. Suite 312, Aloxandda, VA 22314. Tanga, FL 33610 Job Ttoss runs 'Me y Ply T133t2605 WP0078 A01 HIPGIROER ' t 2 Job Reference (optional) tfudders Flfstboufce. 1 ampa. Ylam filly. Hoftaa 33566 7.640 6 Aug 16 2017 Mi tak Indusitles. Inc. Thu FOa 22 13143 40 2018 Page 2 I D:rbOYL3JoI CV 1 U 1 FgSJd63xypdA?-L8fOYFECMb9NIG5mGYnk23pCO44I6cG5gVlzPAziaeX NOTES- ( 11) 10) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 203 lb up at 7-0-0, 105 Ib down and 107 Ib up at 9-0-12, 105 Ib down and 107 lb up at 11-0.12, 105 lb down and 107 lb up at 13-0-12, 105 Ib down and 107 Ib up at 15-0-12, 105 Ib down and 107 lb up at 17.0.12, 105 lb down and 107 Ib up at 19-0-12, 105 lb down and 107 lb up at 19-11-4. 105 lb down and 107 lb up at 21-11-4. 105 lb down and 107 lb up at 23.11-4, 105 Ib down and 107 Ib up at 25- 11-4, 105 Ib down and 107 lb up at 27-11-4, and 105 Ib down and 107 Ib up at 29-11-4. and 203 Ib down and 203 lb up at 32-0-0 on top chord, and 317lb down and 109 lb up at 7-0-0, 81 Ib down at 9-0.12, 81 lb down at 11.0-12, 81 lb down at 13-0.12, 81 lb down at 15-0.12, 81 Ib down at 17-0.12, 81 Ib down at 19-0-12. 81 lb down at 19- 11-4, 81 lb down at 21-11-4. 81 lb down at 23-11-4, 81 lb down at 25.11-4. 81 Ib down at 27.11-4, and 81 Ib down at 29-11.4, and 317lb down and 109 lb up at 31-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibllityof the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Vert: 1- 4-54, 4-9=-54, 9-12=-54, 2-11=-20 Concentrated Loads ( lb) Vert: 4=- 156(B) 6=-105(B) 9-156(B) 19=-317(8) 5-105(8) 17=-58(8) 15=-58(B) 8=-105(B) 13=-317(B) 20-105(B) 21=-105(B) 22=-105(B) 23=-105(B) 24=-105(B) 25=-105( B) 26-105(B) 27-105(B) 28=-105(B) 29-58(B) 30-58(8) 31=-58(8) 32=-58(8) 33=-58(B) 34=-58(B) 35=-58(B) 36=-58(B) 37— 58(B) 38=-58(B) 0 WARNING - Verlry dedgn parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M67473 rev. IMMIS BEFORE USE. Design vcdfd tot use only wpm fAlek® connectors. this design t based only upon potamelers shown, and Is la can Individu l txrldlrlU component, not a truss system. Before use, the building deslgot t nusl verity, the ap rAlcolAly po of designtatneletsand properly Incorpotale this design Into the overall building design. Bracing Indicated Is to prevent budding of Indlvklual truss web and/or chord members only. Addli rxtl tempotary arxl rennanent bracing MiTek' Is always required tot stobilly, and to Irovent cdtgxse with possible personal Flay and ptopery, damage For general guidance tegatdrlg fro tatxlcallon, storage, delivery, etectlon and tracing o1 lenses and IRMS systems seoANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Satey Inlomtallon civdlctble from lntss Plate IulhOe. 218 N Lee Street. Sidle 312. Alexandria. VA 22314. Tanga, FL 33610 Job I russ russ ype ty ft T13312606 W120078 AM HQ 1 t Job Reference (optional) eUIldere FI(SISO M Tampa. Rani city. F0408 33566 1,"U B Aug 10 "1 / MI W .Mmu.m, -. I UU ra0 ZL w +a +1 N 10 rape 1 ID:rbOYL3Jo 1CV 1 U 1 FgSJd63nypdA?-pKDmlbFg7vHENPgzgGlzbHMP W UOUg3KEv9TXxcziaeW 4.9.14 8.0-0 16.0.9 22.11-7 30-0.0 34.2.2 3840 0-0 0-0 4.9.14 4.2.2 7.0.9 6.10.13 7.0.9 4.2.2 4.9.14 -0 5x6 = 5.00 Fl2 3x8 = 3x6 = 2x4 11 5x8 = Smote . 1:68.9 2X4 2x4 3 9 2 10 U kL.1 3x6 = 17 16 15 14 13 12 34 = 3x8 = 3x6 MT20HS = 2x4 11 Sx8 = 4x6 = 30 = flu 16.0-8 2g-11-7 30-0-0 39-0-0 11.0•O-10.13 7-0.9 9-0-0 Plate Offsets (X Y)-- 12:0.0-6 EdAel 14:0-3-0 0-2-41 18:0.5.12.0.2-81. 110:0-0-6,Edael LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) 0.34 14-15 999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Ven(TL) 0.84 14-15 548 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.23 10 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 190 lb FT = 20*'. LUMBER - TOP CHORD 2x4 SP No.2'Except' 6.8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row at midpt 5.17 REACTIONS. (lb/size) 2=1490/0-8-0, 10=1490/0.8.0 Max Horz 2=58(LC 16) Max Uplift2=-411(LC 8). 10 411(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 2-3=-3008/1786, 3-4=-2802/1628, 4-5=-2576/1566, 5.6=-3527/2115, 6-7=-3527/2115, 7-8=-3527/2115, 8.9=-2802/1628, 9-10=-3009/1787 BOT CHORD 2.17_ 1520/2707, 16-17=-1867/3526, 15.16- 1867/3526, 14-15=-1867/3526, 13.14= 1307/2555, 12-13=-1307/2555, 10-12=-1537/2708 WEBS 3-17=-181/253.4.17=-358/765, 5-17= 1170/634. 5.15--0/261, 7-14=-397/344, 8-14=-643/1191, 8.12=-56/353, 9-12=-183/254 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2 and 411 lb uplift at joint 10. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart NU 904 Parke East Blvd. Tampa FL 33610 Date: February 22,2018 Q WARNING - Verily dedpn pmlriefors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7472 tev. 14101-2015 BEFORE USE. Design vaild for use only with Mllok9 connoclon. M design 6 based only upon paanelem shown, and Is lot an Inalvldrwl bolding component. not a truss system. Below use. the building deslerwt must vedfy the applbabllty, of design paanelon and properly hcorpoiale this design Into the overall building design. Bracing indicated Is to bucldlrl0 of IrKiWual truss web anti/ot ehotd members only. Additional temporary and potmonont btoctng MOWprevent is always te"od lot stability and to txovenl collapse wpm possible personal hpay and ptopefty danage. rot gonetal guidance tegading the 6904 Parka East Blvdtatxlcallon, storage, delivery, otecllon and bracing of trusses and Buss systems. seeANSI/iPt I Quality Cdtedo, OSS-69 and SCSI IluliclN Component Tampa. FL 33610SafetyInformationdrvdkstilefrombussRatehslikito. 218 N. Lee Street. S ille 312. Alexandria, VA 22314. Job Truss fuss ype yply Ti33i2607 WPoo7s A03 Hip t 1 Job Reference(optional) Madam 1-Ir"tboutce, lamp", Ylent Gay, hlOtga 33.56e r.b4u a Aug le zul t MI I en indusrrles. Inc. I nu reo zz t s:aJ:gz zula roue 1 10:rbOYL3Jo1CV1UIFgSJ4 63xypdA?-HWn8ywGTuDPS ZF90zgC7UvcuuIOZWC08pC4T3ziaeV I-0-0 5.9.14 lt-0-0 16.8-0 22.4.0 28.0-0 33.2.2 &0*0 0,0 0-0 s 9.14 5.2.2 s•8.0 59-0 6-8.0 5 2-2 S.B. Sx6 = 5o0 12 30 = 34 = 30 = 5x6 = Scale . 1.68 6 3x6 % 16 I' ,g " 12 3x6 5x6 W8= 3x8 = 30 = 3x8 = 5x6 W8= 59.14 r 11-0-0 f 19.6-0 28-" i 33.2.2 t 39-" 5-9.14 Plate Offsets (x Y)-- 5-2.2 - i2:0.3.0.0.1.81,(4:0.3.0.G-2-41,18:0-3-0,0-2-41,I10:0-3.0,0.1-81 a-e-u 0-e-u z-[ o-a-14 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.32 2-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ven(TL) 0.88 2.16 521 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.20 10 rVa We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 190 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.1 *Except' 13.15: 2x4 SP No 2 WEBS 2x4 SP No 3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1490/0.8.0, 10=1490/0-8-0 Max Horz 2=70(LC 12) Max Upflft2=-391(LC 8). 10=-391(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc puffins. BOT CHORD Rigid calling directly applied or 4.9-4 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 2-3=-2982/1802, 3-4=-2659/1565, 4-5=-2422/1508, 5.6=-2926/1793, 6-7- 2926/1793, 7-8=-2422/1508, 8.9=-2659/1565, 9.10=-2982/1802 BOT CHORD 2-16=-1531/2690, 15.16=-1509/2883, 14-15=-1509/2883, 13.14=-1511/2883, 12-13_ 1511/2883, 10-12=-1544/2690 WEBS 3-16=-327/379,4-16=-353(735,5.16=-703/396, 7.12=-703/396,8-12= 353/735, 9-12=-327/378 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=3.0ps1; h=151h Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 2 and 391 lb uplift at joint 10. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parka Eaet Blvd. Tempe FL $3610 Date: February 22,2018 Q WARNING . Verify dedgn parernetere end READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MII.7473 rev. IaGMAIS BEFORE USE. Design valid lot use orgy wllh Mllelib connectors. Rds doslgrl IS based only upon parameters Mown. and It for an indNkRal bidding component. not a truss system. Before use. IW lraldlrlg deskiner must verity the applicability of deslen parameters oral properly I ncorpotato this design Into tho overall bidding design. Bracing Indicated Is to prevent buckling of lrxlly wA truss web aril/or chard members only. Additional temporary aril pennurwnl bracing M iTek' is always iogUred for stability and to prevent collapse with pwsselle poisood Infuy and property darnago. For general guidance regarding erne fabricotim storage. delivery, etecllon aril Iracthg of trusses and bins systems, seoANSI/IPI I Quality Criteria. OSa-89 and SCSI Building Component 6904 Parka East Blvd. Tampa, FL 33610SafetyInformationctvaaadefromtansHaleInsaM1lle. 218 N. Lee Sheet. State 312. Alexanddo. VA 22314. Job I russ Type Qry T13312608 W P0078 A04 ITrussNp 1 t Job Reference (optional) Builders F1ralSOerCe. Taff". Plant City. Florida 33556 r 09u a -ug .0 ev......... uinre3. IVG. 1 nv - CC i.-+o .... aye . ID:rbOYL3Jol CV 1 U 1 FgSJd63xypdA?-IIKW AGH5f W XycjpLyhLRgiRID16kl4jXNTye?VziaeU 1-0-0 7.3.2 13-04 19.6-0 26-" 31.6.14 39.0.0 0: 7-3 2 S•6.14 6.8.0 6.6.0 5.8.14 7-3.2 Sx6 = 20 II 5x6 = Scale . 1:68.9 3x6 = ,. ... ,.. 12 _ 3x6 = 30 = 3x6 = US = 3x6 = 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ven(LL) -0.29 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ven(TQ -0.68 10-12 >676 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.30 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 184 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 20 SP No.1 Except* BOT CHORD Rigid ceiling directly applied or 4-11.4 oc bracing. 11.13 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1490/0.8-0, 8=1490/0.8.0 Max Horz 2=-81(LC 13) Max Uplift2=-371(LC 8), 8=-371(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2969/1780, 3-4=-2720/1661, 4-5=-2545/1628, 5.6=-2545/1628, 6-7=-2720/1661, 7.8=•2969/1780 BOT CHORD 2-14=-1501/2670, 13.14=-1113/2206, 13.15_ 1113/2206, 15.16=-1113/2206. 12-16=-1113/2206, 12-17=-1116/2206. 17-18=-1116/2206, 11.18=-1116/2206, 10.11=•1116/2206.8-10- 1511/2670 WEBS 3.14=•328/389, 4.14=-263/537. 4-12- 220/581, 5.12_ 399/339, 6-12=-220/581, 6-10=-263/537, 7.10=-328/389 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=IO8mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2 and 371 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.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart NU 6904 Parke East Blvd. Tampa FL 33610 Date: February 22,2018 0 WARNING - Verify dedgn penmwtere and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MA-7472 rev. IGAMW IS BEFORE USE. Design vdkt lot use on1V with Mlfekb conneclors. this dosl fin Is L>ed only upon pararmeters shown. and Is for an lindi"al binding component. not a tntss syslorn. Boloto use. the IxLdng doslgnet must verity the applkpabilly of design parameters and propotly Incorporate this cosign Info the overall buAdng design. Bracetfl Indicated Is to prevent btrckt W of frxtivkkxl truss web and/or chord members only. Additional tempotary and permanent aacIng M iTek' Is always tecl lred tot statAlty and to lrovenl collapse with p ossbie petsonal"and pxoporly damage. Fa general guidance regardng IM fabrication. storage, dellvory, erection and Ixaclng of musses and truss systems, seeANSI/IPl1 Quality Criteria, DSB-69 and SCSI Bu9ding Component 6904 Perks East Blvd. Safety Intormaaon cwctk ble from Inrss Rate Ins1k0e, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty T133t2609 WPOO76 AOS HrpI t t Job Reference o tional uurraeamasttiourca, ramps, ram Lmy. mama =,06 r.-.nup r.- amu, oar--u:--avw r.y.. ID:rbOYL3JoICV1U1FgSJd63xypdA?-DvuuNcHlOgfpEtOYVOsgCv udtOAIUvhb7hBYxziaeT 1-0 7-9.14 1"_0 19.6.0 24-0.0 31-2.2 39.0-0 0-0-0 7.9.14 7.2.2 4.6-0 46-0 7.2-2 7.9-14 -0-0 5.00112 Sx6 = 2x4 It Sx6 = Scale . 1:70.1 3z6 = ... ,. ,.. 14 3x6 = 3x4 = 3x6 = 3x8 = 3x6 = 30 = 10-0.14 1"_0 28.11.2 39-" to-n-se 9.5.2 9.5.2 10-0.14 Plate Offsets (X.Y)-- 12:0.0-10.Edael.15:0-3-0.0.2-41.f7:0-3-0.0-2-41,1t0:0-0-10.Edael LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.32 14.16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.70 14-16 >658 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 189 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.1 'Except' 13.15: 2x4 SP No.2 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1490/0-8-0, 10=1490/0-8.0 Max Horz 2=93(LC 16) Max Uplift2=-369(LC 12). 10= 369(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2981/1797, 3-4=-2738/1702, 4.5=-2652/1724, 5-6=-2184/1457, 6.7=-2184/1457, 7.8=•2652/1724, 8.9=-2738/1702, 9-10=-2981/1797 BOT CHORD 2-16=-1514/2667. 15-16=-1012/2038, 15.17=-1012/2038, 17.18=-1012/2038, 14-18=-1012/2038, 14-19=-1014/2038, 19-20=-1014/2038, 13-20=-1014/2038, 12-13- 1014/2038, 10.12=-1524/2667 WEBS 3-16=-382/447, 5.16=•403(670, 5.14= 80/420, 6-14=-250/187, 7.14=-80/420, 7.12=-403/670, 9.12= 383/447 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=151h Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exterior(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 10. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Vela PE No.68182 MiTek USA, Inc. FL Ceft 6634 904 Parka East Blvd. Tampa FL 33610 Date: Febfvary 22,2018 Q WARNING - Verfly dedpn pownetore and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 11rI14477 ray. 10102VOIS BEFORE USE Design valid for use only Win AAllellO connectors. ills design Is lased orgy upon parameters shown, and B (of an individual building component, not a truss system. Before use. the bullring designer must verily lite oppllcabelly of design tauar noters and rxopefly lincorpototo this design Into the overall building design. Bracing Incilwfed Is to proven) txrckltng of Individual Inns web and/or chord mornbers only. Additional ternporary and pennanenl bxaclnp MiTek Is always required for slobill1y, and to lxevent collarze w9h possOle personal Injury and Ixoperty damage. For general guidance regarding the kaxkatbn storage, 6-Alvery, orectlon and bating of tenses and mrss systems seaANSI/IPN Quality Criteria, DS6,89 and SCSI Building Component 6904 Parka East Btvd. Safety Information cwc/lable from Inns Plate Institute. 218 N Lee Street, St/te 312. Alexandria. VA 22314. Tampa, FL 33610 T13312610 Hp IO:fi0YL3Jo1CV1U1fgSJdfi3xypdAl-I15SGbyIL88ngr1zk36Nv17X6?SogmxHggn k4 zrae 1-0 8-0-9 13.44 17-0-0 196-0 22-0-0 25.7.12 27.5! 30.11.7 2-,013 39-0-0 0 0 8 0 9 S 3 11 3.7-12 2 6 0 2lrO 3.7.12 1-9.10 3 6.1 1.11 6 8-1.3 Scale . 1:69.9 Soo F12 5x8 = 3x8 11 6x8 = 3x6 !: . o ,. ,o — 16 3x6 4x6 = 30 = US = 3x4 = 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ven(LL) 0.29 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) 0.75 12-14 >609 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.17 12 rVa rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 6-8: 2x6 SP M 26, 1.4,10-13: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. GOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpi 5.16. 9-16 15-17. 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1490/0-8.0, 12=1490/0.8.0 Max Horz 2=- 104 (LC 13) Max Uplifl2=-383(LC 12), 12=-383(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2935/1795, 3-4=-2698/1696, 4-5=-2622/1712, 5-6=-1919/1302, 6-7=-1749/1239, 7.8=-1749/1239,8.9=-1919/1302,9.10=•2622/1712,10.11=•2698/1696, 11-12=-2935/1795 BOT CHORD 2-18— 1505/2637, 17-18=-1125/2166, 17-19=-1125/2166, 19-20=-1125/2166, 16-20=-1125/2166. 16-21=-1128/2166, 21-22=-1128/2166, 15-22=-1128/2166, 14-15_ 1128/2166, 12-14=-1515/2637 WEBS 3.18=-356/404, 5.18=-311/567, 5-16— 584/438, 9-16— 584/438, 9-14=-311/567, 11-14=-356/404, 7-16=-529/899 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C: Encl., GCpl=0.18: MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0wide will fit between the bottom chord and any other members, with BCDL = i O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 383 lb uplift at joint 2 and 383lb uplift at joint 12. 7) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 klilak USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 22,2018 0 WARNayO • Verify dedpn peremofent and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MB-7473 rev. I&WMIS BEFORE USE Design valid lot ttse ordy v4m MllekS conneclois. frgs doslUn Is lased only upon p aramolels shown. and Is for an hdMdual Ixdlding component. rot a truss system. Before uso. the building desigret must verity Ife op icabatty, of doslgn patai notefs and ptoporfy incorporate IhB doslgn Into the overall building design. Bracing trtdlcated Is to prevent b ucklBW of trtdWtal true web and/or chord members orgy Addliat" temporary, aW permanent btachtg Welk' Is caways rocs Bred for stability and to prevent collapse with rossliAe personal Injury and property damage. rot general guidance regarding me fabricallom storage, delivery• etecttorn and bracing of muses and miss systems. seeANSI/IPI I Quality Criteria. OSS-89 and SCSI aulldlng Component6904 Parka East Blvd rk SafetyIntonnanan avcitcible from Inca Nate institute. 218 N. lee Street, Sudte 312. AlexcrKM. VA 22314. Tampa.rk 336t 0 Job Fruss fuss I ype Qty Ply T13312611 WP0079 IIA07Hip 1 1 Job Reference(optional) ouaaers rasmource, lamps. ream gay, i- wraa 7;f5e6 t.o+v s Aug 10 zur t mn ex mausures, rnc. 1 nu rea zz r s.+s so zvre rage r ID:rbOYL3Jo1 CV 1 U 1 FgSJd63xypdA?-910fo1JzyRvXTBYwdpu8HK3FAVSvVJNz3RAlcgziaeR 2000 1 e0•e 13dJ le" 194.01 2i7.12 30.11•e 300-0 0-00 l00 e0•e 6.3.11 5.7.12 6.7.12 5111 eoe 140 0•e-0 Scale .1:70.2 3x6 II 3x8 3x6 = 5.00 12 678 m 3 v6 4x6 = 3x8 = 30 = 3x4 = 06 = 20.00 1045 le-04 1 1 2e-Sl1 39" 10•a6 a5.11 as-11 10-8-6 Plate Offsets (X,Y)-- 12:0-3-0.0.1.81,16:0.3.0.0-2.41.18:0.3-0.0-2-41.f12:0-3-0,0-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (roc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) -0.26 16-18 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.85 Ven(TL) -0.74 2-18 >626 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.82 Horz(TL) 0.17 12 n/a n/a BCOL 10.0 Code FBC2014fTP12007 Matrix) Weight: 189 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1-4,10.13: 2x4 SP No.1 SOT CHORD 2x4 SP No.1 'Except' 15-17: 20 SP N0.2 WEBS 20 SP N0.3 REACTIONS. (lb/size) 2=1490/0.8.0, 12=1490/0.8-0 Max Horz2 116(LC 17) Max Upllf12=-396(LC 12), 12=-396(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. WEBS 1 Row at midpt 5-16. 9.16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2927/1809, 3.4_ 2698/1717, 4-5=-2597/1733, 5-6=-1894/1302, 6-7=-1692/1261, 7-8=-1692/1261. 8-9=-1894/1302, 9-10=-2597/1733, 10.11=-2698/1717, 11-12=-2927/1809 BOT CHORD 2.18=-1517/2628,17.18=-1164/2188,17.19=-1164/2188,19-20- 1164/2188, 16.20=-1164/2188. 16-21 =-I 167/2188, 21-22= 1167/2188. 15-22= 1167/2188. 14-15=-1167/2188, 12-14=-1527/2628 WEBS 3-18= 330/377, 5.18=-287/551, 5.16= 690/546, 9.16=-690/546, 9-14=-287/551, 11.14=-330/377, 7.16=-675/1063 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=15ft: Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - Tiffs truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 2 and 396 lb uplift at joint 12. 7)'Seml-rigid pllchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this thus. 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.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tempe FL 33610 Date: February 22,2018 Q WARNING - Vedly design Paranleten and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MQ7473 rev. IMI.201S BEFORE USE Design valld rot use only with Mllok®connockors. Ihls design It based only upon parameters shown, and b tot an Individual bxlldmg component. not a truss system. Before use. the bltalng designer must voriky the oppticalbllly, of design parameterss and Ixopetly Incoi otale this design Into the overall btWalng design. aaceng Indicated Is to prevent buckling of IndNklual tnlss web and/or chard rnembets only. Additional temporary and permanent tracing MiTek Is always requLed tot stability and to Irovenk callgbue wtlh possible personal "and property damage. Fa general guidance regarding the tabilcallon. slorage, dellvery, erection and bracing of fumes and miss syslerm, soeANSI/1PI I Quality Criteria, DSB-69 and &CSI Building Component 6004 Parke East Blvd. Solely Information ava/kabie from truss Rate mstikrie. 218 N. Lee Street. Sullo 312. Alexandria. VA 22314. Tompa. FL 33610 Job I runs ruse ype y ply T13312612 WP007a AN I1" 13 t Job Reference(optional) uurraerst•asn Wrce,ramps. Marti oiry,t-wfmaJJaoo —. I"' ID:rbOYL3Jo t CV 1 U 1 FgSJd63xypdA?-eUa t OeKbj12O5K768XPNgYcONT6EIf7HSwr8GziaeO pt-0-0 8-0•l5 13.4.5 19.6-0 25-7.11 30.11-I I 39.0-0 40 4 8.Ot5 S•36 6•I.11 6.1.11 536 8-0.15 1-0 Sx6 = 5.00 12 4x6 = 3X8 = 3x4 = 3x4 = 06 = Scale . 1.67 4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.26 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(TL) 0.74 10-12 >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 190 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied. 1-4,8-11: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. BOT CHORD 20 SP No.I 'Except' WEBS 1 Row at midpt 7-14. 5-14 13.15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (fb/size) 2=1490/0.8.0, 10=1490/0-8.0 Max Horz 2=- 1 19(LC 13) Max Upllft2= 399(LC 12), 10=-399(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2941/1812, 3.4=-2697/1724, 4-5=-2597/1739, 5-6=-1892/1307, 6.7— 1892/1307, 7.8=-2597/1739, 8-9=-2697/1724, 9.10=-2941/1812 BOT CHORD 2-16=-1519/2625, 15-16=-1172/2191, 15-17=-1172/2191. 17.18= 1172/2191, 14-18— 1172/2191, 14.19— 1175/2191, 19-20=-1175/2191, 13-20=-1175/2191, 12-13=-1175/2191, 10-12— 1528/2625 WEBS 6.14— 693/1080, 7-14=-699/559, 7.12— 285/549, 9-12=-328/372, 5.14=•699/559, 5.16=-285/549, 3-16=-328/372 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) 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 fit between the bottom chord and any other members, with BCDL = I0.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 2 and 399 lb uplift at joint 10. 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.' Joaquin Velez PE No.68/82 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 22,2018 Q WARNING • Vedry dadon paramstors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NIF7473 rov. IAT9/2OIS BEFORE USE. Design valid fa use only with MllekO connectors. this design is Limed only upon parameters shown. and is (of at Individual tXMIng component, not a truss system. Before use. the bxllding doslgner must verily the axAlcablily raofdesignpnetersaril proporly incorpwrale this closlgn Into Me overall bxacling design. Wactlg Indicated Is to bttcaag of IndIvIclucd tans web and/or Chord members only Add9lbnal lernporary and pennanenl txocfrg Welk' preventIs adways reared lot s1ab01y and to prevent collapse with possible porsond Way and property damago. For gertetai gdldatce regarding the 6904 Parke East Blvd. aWcalton, storago, delivery, etecllon and bracing of trusses and Inns systems. seeANSiflm I Quality Criteria, OSS-89 and SCSI Bulldlnq Component Tampa, FL 33610 SafetyInformationavctUablefromtrussPlatefrnartrie, 218 N. Lee Street. Sddle 312, Alerratdrkt. VA 22314. Job I fuss I ruse I ype ry ply Tt3312613 WP0078 A09 Common IQ6 1I Job Reference (optional) SUAWS FrtSiSaurCe. Tampa, Plant City, Florda 33566 f bore S mug 1b Let r Mrrex rrlaeSnreS, rrrt. mu rw CL to w•4e rime rage r ID:rb0YL3JoICV1UIFgSJd63xypdA7.6g8PD LOU3AEiUiJkEwcN19h73w7zH3GWIIPhiziaeP l-0 69.14 13-" 196-0 26-041 322.2 39.0-0 40-0 0 6 9.14 6-2.2 6-"6-6-0 62.2 6-9-14 1 SCeIe - 1:67.4 Sx6 = 5.00 12 2x4 II 3x6 = 6x8 = 30 = 2x4 II 3x4 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.05 10.12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.14 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.55 Horz(TL) 0.02 10 n/a Na BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 203lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpi 6-15, 7-15, 5.15 REACTIONS. All bearings 0.8.0. Ib) - Max Horz 2=- 1 19(LC 17) Max Uplift All uplift 100 lb or less at joint(s) except 2=-116(LC 12), 15=-429(LC 13), 16=-240(LC 12), 10=-187(LC 13) Max Grav All reactions 250 lb or less at jolnl(s) except 2=413(LC 23), 15=1476(LC 1), 16=738(LC 23), 10=583(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-402/186, 3.4=-130/332, 4-5=-112/447, 5-6=-160/594, 6-7=-161/595, 9.10=-819/453 BOT CHORD 2-18=-110/308, 17-18=-110/308, 16.17=-110/308, 15-16=-353/391, 13-14— 301/689, 12-13=-301/689, 10.12=-301/689 WEBS 6.15— 732/422, 7.15=-772/587, 7-14= 153/438, 9-14=-613/467, 9-12-0/273, 5.15= 238/251, 5-16_ 355/174, 3-16=-629/477, 3.18=0/274 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=15ft: Cat. II; Exp C; Encl., GCpt=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 2, 429 lb uplift at joint 15 240 lb uplift at joint 16 and 187 lb uplift at joint 10. 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.' Joaquin Velez PE No.68182 M1Tek USA, Inc. FL Cert 8834 904 Parke Ent Blvd. Tempe FL 33610 Date: February 22,2018 Q WARNING • Vedly dodgn panmeten and READ NOTES ON THIS AND INCLUDED MNfEK REFERANCE PAGE MO-7473 rev. 1000142014 BEFORE USE Design valid for use only Win Mllek® connectors. Ihh design Is bawd only upon paranetefs shown, and Is lot an Individual txAding component. not a truss system. 9elore use. five txLalng designer must vedfy the at7pllcoblity of d eslgn paameters and ptolxxly incapaale this design Into the overall building design. Bracing Indicated Is to prevenl buckling of Individual Infss web aril/or chard members only. Additional ternporay and pefmaanl txaCing M iTek' Is always required tot stakAlty and to Ixevenl coll4lso with possible personal Inf>dy and lxopeny damage. rot gonetal guidance to"cling rho Iatxlcallofx storage. defivery. erection and Lxocing of Intsses and Ifuss syslems, SWANSI/IPI I Cuaaly Cdtedo, OS"9 and SCSI Building Component 6004 Parke East Blvd Safely Information clvallable from truss Plate Institute. 218 N. lee Street. Stdle 312, Alexaxtrkt, VA 22314. Tampa, FL 33610 Job cuss russ Type N N T13312611 WP0078 J.10 GABLE t 1 Job Reference (optional) tsmetsFirsismice.Tampa, fgamuliy.I-0fiaaJ:l*tb ro+vsnuw1oariism aa,nuwa ea.v... a: ,c wa. 10:rbOYL3Jo t CV t U tFgSJd63xypdA?-aunOKLsFM15KeHVIxSrvzhpcj8mioeOK)PyD9ziae0 1- 0 8-0-t5-0. 13. 4.5 19.8-0 25-7.11 30-"-1 39-0-0 40 615 5.3.6 8-1.11 6-1-11 S36 8-0-15 1-0 Sx6 = 6. 00 12 24 23 22 21 20 19 18 4141 1645 15 14 30 = 3x6 = 3x6 = Scale . 1:67.4 LOADING ( pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.65 BC 0.90 WB 0.28 Matrix) DEFL. in (loc) Udell Ud Vert( LL) -0.24 10.12 >976 240 Vert( TL) -0.65 10-12 >356 180 Horz( TL) 0.01 10 n/a rVa PLATES MT20 Weight: 267 lb GRIP 244/ 190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing, 12.14,10-12. OTHERS 2x4 SP No 3 WEBS 1 Row at midpt 6-14. 7-14, 5.14 REACTIONS. All bearings 19-4.8 except (jt=length) 10=0-8.0. lb) - Max Horz2=-119(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 23.24 except 14=-411(LC 13), 20=-278(LC 12), 15=-111(LC 18), 10=- 191(LC 13) Max Grav All reactions 2501b or less at joint(s) 2, 16, 17, 19. 21. 22, 23, 24 except 14=1517(LC 1), 14=1517(LC 1), 20=462(LC 23), 10=596(LC 24) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 4-5=-36/269, 5.6-1221528, 6-7=-122/529, 7-8=-370/363, 8.9=-470/347, 9-10=-725/442 BOT CHORD 19.20-238/308, 18-19=-238/309, 18-44= 238/308, 17.44=-238/308, 17-45=-238/308, 16. 45=-238/308, 15-16=-238/308, 14-15= 238/308, 10-12-273/597 WEBS 6-14— 679/389, 7-14=-728/578, 7-12=-313/589, 9.12= 369/402, 5-14=308/323, 5- 20-195/252, 3.20-360(412 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the 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" oc. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 23, 24 except 01= lb) 14=411, 20=278. 15=111. 10=191. 9) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any Joaquin Velez PE No.68182 particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' MiTek USA, Inc. FL Cert 6654 6904 Parke East Blvd. Tampa FL 33610 Date: February 22,2018 Q WARNING - Vedly design peemnetero end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rov. 1002,2015 BEFORE USE Design valkl lot use only with WOW conneclots. Itih design 6 based only upon poiaimeters shown. and Is lot an etdlvidteal buldMg component. not o Muss system Botao use. the building designer inusl vai fy the oroicabllry of dosigl pwtanetets and ptorxxty Incogoiale this design Into Iho overall balding design. Brocetd Indicated Is to prevent bueMing of IrxllvMual miss web and/or chord membets only. Additlorta i letnWaiy and potmonent bracing MiTek Is always regaled foe stability aid to prevent colloIxe with possible p etsonal k"y and fxopeM damage• for general guidance iegading Rho l0blicallon atolage, delNery. ereallen aid bracthg of Inures Oral Ines systems. seeANSR/iPl1 Quality Cdterla, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Intotmallon avalkaxe from Ines Rate Institute. 218 N. Lee Street. Sidle 312. Alexaldda. VA 22314. Tanya, FL 33610 Job Truss fuss ype ry ply T133t26t5 WP0078 Sol Common Supp6ned Gable1 t Job Reference (optional) Builders FitstSource, Tamps. Plant Coy, Florida 33566 7 640 a Aug 16 2017 Wait Industries. Inc Thu Fab 22 13 43:50 2018 Page 1 ID:rbOYL3Jo1CVIUIFgSJd63xypdA?-23F9efMUOgOyyoshsfz4SAE6U6hORICZ 28VlbziaeN It-1-0-0 10-0-0 20-0-0 o 10.0-0 10-0-0 121-04. 0.0 Scale . 1:36.1 4x6 = o 30 = 18 17 16 15 14 13 12 30 = 5x6 = M.n.n Plate Offsets (X,Y)-- 15:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.13 Vert(LL) 0.00 11 r/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(rL) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20.0.0. lb) - Max Horz2=-64(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 14, 13, 10 except 18=-116(LC 12), 12=-116(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=288(LC 23), 12=288(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph, TCDL=4.2psh BCDL=3.Opsh h=151t; Cat II; Exp C; Encl , GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2.0.0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0.0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16. 17. 14, 13. 10 except 611=1b) 18=116, 12=116. 10) "Seml-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - Joaquin Velat PE No.68182 MiTek USA, Inc. FL Ceft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 22,2018 Q WARNING - Verily design perrmsters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE 6111-7473 rev. I00 MIS BEFORE USE. Design volkf rot use orgy with Mriekb connoctors. this design Is based orgy upon parameters shown. and Is got an Individual building component. not a truss system. Below use. the building designer must verify the appllcablilly, of cleslgn parameters and roperly Incorporate this design Into the overall txAWng design Bracing Indicated Is to prevent buekllnd of I ndflvluuca trim web and/or chord members only. Aelalllanal lemporrny and permanent b tod ng MiTek' Is always requited rot stabUpry and to provent collapse with possible personal b*ry and properly damago. For Aanetal guldonco regarding the fcaxlCatkln stofago, delivery, erection and braCfrnp of Inrsscs and in= systems seeANSI/fPl I Quality Criteria, DS"9 and SCSI Building Component 6904 Parke East Blvd. Safety Information avcAabie from trim Rate Insaltde, 218 N. Lee Sfreel StAte 312. Alexandra. VA 22314. Tampa, FL 33610 Job I russ russ I ype ty Tt33t2616 WP0078 802 IC.offinm 2 1 Job Reference tfurial Buaaers 1•1telboutes, r amp". plant uay, 1•010as 731oo .o+v s , v Q cv. a mn ew nwu-M., 1- iv uV. ID:rbOYL3JolCV1U1FgSJd63xypdA?-WFpYr?N6n YpZyRuOMUJ_OnDnWgoAiHiCiu3HlziaeM 1-0-0 5.5-0 10-0-0 14.7-0 20-0-0 21-0-0 1 0 5.5-0 4-7-0 4.7-0 5-5-0 1.00 Scale .1:36.1 4x6 = to 3x6 = 3x6 = Sx8 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CST. TC 0.41 BC 0.93 WB 0.20 Matrix) DEFL. in Vert(LL) -0.16 Vert(TL) -0.43 HOrz(fL) 0.05 roc) Well Ud 6-8 >999 240 6-8 >534 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.8.11 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=787/0.8.0, 6=787/0-8-0 Max Harz2=-64(LC 13) Max Uplifl2=-216(LC 12), 6=-216(LC 13) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1317/849, 3.4=-997/621, 4-5=-997/621, 5.6=-1317/849 BOT CHORD 2-8=-672/1172, 6.8=-681/1172 WEBS 4.8=-247/533, 5-8=-354/366, 3.8=-354/366 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DCL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 2=216, 6=216. 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.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 904 Parke East Blvd. Tampa FL 33810 Date: February 22,2018 Q WARNING - Ve ft design parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MQ7479 rev. 1"241015 BEFORE USE Design valid for use orgy wllh Meek® connectors. Inls design is bred only upon parameters shown. and is lot at kx lvkkjd building component, not a truss system. Boloto me. the building designer must verity the applicability of design "amoteis and properly hcorrotate This design Into the overall Middling design. Bracing Indicated is to prevent btickllW of lndNklual Inns web and/or chord members only. Additional Temporary and permanent bracing MiTek is always tecpIDed lot stability and to prevent collapse with possible personal trnluy and property damage. Fa general guidance tegadng ano fabrication, storage. dt4Nery, eiecllon and bracing of Inmes and Inns systems, seeANSI/TPI I Quality Criteria, OS8-89 and SCSI Suading Component 6904 Parke East Blvd Safety Information available from Inns Rate hn91trie. 218 N. Lee Street. Stale 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss Type aty Ply T133t26t7 WP0078 CJt Jack -Open 4 t Job Reference Lionel Builders FsstSoutce. Tempe. Plant Gsy. Home 73566 r .v S AYB io cur r wu rok iavusuws. me W i ID:rbOYL3Jo 1 CV t U 1 FgSJd63xypdA?-W FpYr?N6n_Yp2yRuDMUJ_Onl W W2AAISIClu3H 1 ziaeM 1-0-0 1-0.0 1.0.0 140 Scale - 1:6 6 20 = i-0-0 1.0.0 LOADING (psi) SPACING- 2.0.0 CS1. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rVa Na BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc purllns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=-8/Mechanlcal, 2=125/0.8.0, 4=9/Mechanical Max Horz 2=30(LC 8) Max Uplifl3=-8(LC 1). 2=-69(LC 8) Max Grav3=15(LC 8). 2=125(LC 1). 4=18(LC 3) FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind, ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15f1; Cat. 11; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used 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." Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 22,2018 Q WARNING - Verily dedyn parameldn and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Ma-74T3 rev. 10 MMIS BEFORE USE. Design vcfkl for use orgy Win, MlleW connoclors. lhts deslgl IS based only upon paranolers shown. Coll b lot an IndMWwl "ding component, nor a huss system. BLtote use. the buildlrtd design( mdrst vodty the oWicablilty, of design Marnelers aid portly Incotpowle this design Into Inn ovelall is to buckling IndNkAtal truss web and/or chord rnernbers only. Additional lernpofary and petmanenl bracing Welk' buildingng design Bracing Indicated prevent of is always regalted lot stability and to prevent colpgze wllh Iosslole personal Inpay and Ixolerty danago. rot genotal guldanco regarding She krixlcatlon. stotago. detivety erection acl bracing of Inisses ad miss systerm. scoANSI/IPI I Gudlty Cdleda, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safely InlormaSon avalktble from trim Plate Insaade. 218 N. Lee Sneer. State 312. Alexcxdrkl. VA 22314. Tarrpa. FL 33610 Job I russ rtlss I ype oty Ply T133t26t8 WP0078 CJ3 Jack•Open 4 t Job Reference(optional) tiudders Fastbource. lamps. Plant Gdy. Florida 33565 7.640 a Aug 15 2017 IWlek Industries. Inc. Thu Feb 22 13:43:52 2019 Page 1 ID:rbOYL.3Jo1CV1UIFgSJd63xypdA?_SNw3LOkYHggB6?4z4?YXbJfOwNMvCisRMdegUziaeL 14-0 3-0-0 1-0-0 3-0-0 Scale . 1:10.9 20 = 3-0-0 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Verl(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=52/Mechanfcal, 2=187/0.8.0, 4=26/Mechanical Max Horz 2=59(LC 12) Max Upli113=-42(LC 12), 2=-72(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(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=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 100 lb uplift at joint(s) 3, 2. 6) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.88182 MITek USA, Inc. FL Cart 8834 904 Parke East Blvd. Tamps FL $3610 Date: February 22,2018 WARNING - Verity design peremeters and READ NOTES ON THIS AND INCLUDED INTEK REFERANCE PAGE illll•7473 rev. I"MIS BEFORE USE. Design valid lot use only with MllekO connectors. this design Is based only upon parametersmeters shown, and Is la an Individual building component, not a huss system. Beloro use. Iho btdlding designer must vorry the ar4XIcabally, of design palametets aand porotty incorpotate ILLS design Into the overall buddino design. Bracing Indicated is to prevent buckling of frndlvidual miss web and/or chord members only. Additional tempotaay and permanent bracing WOW Is always regtAred for stability and to prevenl eollapso with possible personal " and txopetty damage. for general guldance toga ding mo labilcatkxi storage, dolNery, efeellon and tracing of tames and Muss systems. socANSI/Wl I Quality Criteria. OSS-89 and 8C51 flullding Component 6904 Padre East Blvd. Safety Information awalaiNo from Tram Rate Insahtte, 218 N. Lee Street, SkAte 312. Alexandra. VA 22314 Tanya. FL 33610 Job Truss runs ype ryply WP0076 cis Jack -Open 4 1 Job Reference (optional) T13312619 uuttders 1-11swource. I amps, rant cay, rase acfaeo W. I0:fi0YL3Jo1CV1U1FgSJd63xypdA?_SNw3LOkYHggB6?4z4?YXWOuwKTvCisRMdcgUziaeL 1-0-0 5-0-0 1-0-0 5-0.0 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ven(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a We BCOL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8.0, 4=46/Mechanical Max Horz2=91(LC 12) Max Uplift3— 81(LC 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. Scale - 1:15 1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixlly 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.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart A834 6904 Parke East Blvd. Tampa FL 33610 Date: February 22,2018 Q WARNING . Vedly design pammefant and READ NOTES ON THIS AND INCLUDED AIrrEK REFERANCE PAGE MO.7413 rev. faw"IS BEFORE USE. Design valid for use only vAttn Mllek®connectots. IWs design Is Iwsed only ulxxn rxframeters shown. and is for an Individual IxAdng component, not a truss system Before use. It* txAding designer must vedly the ar4111catAlty or design porarnetets aril rxop edy Incorporate Ihk design Into the overall mfidtng design. Bracing Indicated is to prevent twclding of individal lam web and/or chord members only. Additional temporary and permanent Ixaclng MiTek Is always tequdred rot stabtilty, and to prevont collq)se with possible rwrsoral"and property, damage. rot General guidance regarding the fatxldattom stomoo, dellvery, erection ant lxacdng of Itttsses ant Irtrm systems sooANSI/IPl I Quality Cdledo. OSS•69 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliade from truss Rate Institute. 218 N. Lee Street.Srdle 312. Alexandria. VA 22314. Tampa FL 33610 Job I cuss Truss Type oty ply T13312M wP0076 ER Jock -Open 11 1 Job Reference (optional) Buddars FirstSource, Tampa. Plant city. Farloa 33565 • ^W 'o • ^•" ^'i11Op• , s ID:rbOYL3Jo 1 CV 1 U 1 FgSJd63xypdA7-SexIGhOMJboXpFeGXnWn4psV W KdGetylgON9MwziaeK 1-0-0 7-0-0 Scale . 1:19.1 3x6 = 7-0.0 7.0.0 Plate Offsets (X Y)-- 2:0-0.2 Edoel LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.10 2-4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.24 2-4 >337 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanlcal Max Horz2=122(LC 12) Max Uplifl3= 102(LC 12), 2=-85(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10. VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf: h=15ft, Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (Il=lb) 3=102. 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' Joaquin Velez PE No.68182 MITek USA, Inc. FL Cent SOU 004 Parke Eaet Blvd. Tampa FL 33610 Date: February 22,2018 Q WARNING - Viedly datdyn pavmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MS-7473 rev. IaN MI6 BEFORE USE Doslgn valid for use only with WOW connectors. this design is based orgy upon patamoters shown, and is tot an Wtvkkicd txAdlrlg component, not a truss system. Betote use, the bUklrvj designer musl verity the opolcabllly of design paamelets and pfopelly Incotpaate this design into the overall btdc9rlg design. tracing Indicated is to prevent buclelrlg of IndlWiti l truss web and/ot chord rnembets orgy. AdcJtlonat lernporary and penna rent txcsdrlg MiTek' Is always required for stability and to prevent collapue Win possible p etson land Ixoperly danago For genefol gtAdalce legatdng the lcrixtcatlon. storage, delvery, erection and Lxacing of frtnses and Russ systems, seeANSIfWl I GuaBty Criteria, OSS-89 and SCSI tluactinp Component 6904 Parke East Blvd Safety Inlotmotlon arvdlable from Truss Piste fruakde, 218 N. Lee Street. State 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply T13312621 WP0078 HJ7 DtagonalHip Glider 2 t Job Reference tonal Builders FastSource. Tempa, Plant City, Floods 33566 7 640 a Aug 16 2017 MiTek Industries, Inc Thu Fab 22 13 43 53 2018 Page 1 ID: rb0YL3Jo1 CV 1 U 1 FgSJd63xypdA?-SexIGhOMJboXpFaGXnW n4ps2TKbGebN?gON9MwziaeK t• 5.0 5-2.9 9.10.1 t- SN 5.2.9 4.7-8 Scale . 1:21.8 2x4 = 2x4 = a. it 5 5. 2.9 9.10.1 5- 2-9 4.7.8 Plate Offsets (X,Y)-- f2:Edoe,0-0-61 LOADING ( psi) SPACING- 2.0-0 CS1. DEFL. in loc) Vdeil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0A0 Vert(LL) 0.05 6.7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.61 Vert(rL) 0 13 6.7 841 180 BCLL ' 0.0 ' Rep Stress incr NO WB 0.29 Horz(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight, 40 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 SOT CHORD WEBS 2x4 SP N0.3 REACTIONS. ( lb/size) 4=127/Mechanical, 2=445/0.10.15, 5=288/Mechanical Max Horz 2=131(LC 4) Max Upifft4=-87(LC 4), 2=-145(LC 4), 5_ 81(LC 8) FORCES. ( lb) - Max. Comp./Max Ten - All forces 250 Qb) or less except when shown TOP CHORD 2.8_ 769/203, 8.9=-743/218, 3-9= 709/211 BOT CHORD 2-11=-276(707, 11.12— 276/707, 7.12=-276/707, 7-13=-276/707, 6-13=-276/707 WEBS 3.7=0/308,3.6=-761/297 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 9) 1) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vascl=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15th Cat. Ii; Exp C, Encl., GCpi=0.18; MWFRS ( envelope); 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) Peter to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4, 5 except Qt=lb) 2= 145. 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) 68 lb down and 85 lb up at 1.4-15, 68 lb down and 85 lb up at 1.4-15, 25 lb down and 38 lb up at 4-2-15, 25 lb down and 38 lb up at 4-2-15, and 50 lb down and 87 lb up at 7-0-14, and 50 lb down and 87 lb up at 7.0-14 on top chord, and 1 lb down at 1-4-15. 1 lb down at 1-4.15, 18 lb down at 4-2-15, 18 lb down at 4-2-15, and 38 lb down at 7.0.14, and 38 lb down at 7-0.14 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code ` LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 2.5=-20 Concentrated Loads pb) Vert: 8=44(F=22, 8=22) 10=-75(F_ 38, B= 38) 13=-36(F=-18, B=-18) Joaquin Velez PE No.681/2 MiTek USA, Inc. FL Cert NU 904 Parke East Blvd. Tampa FL 33410 Date: February 22,2018 WARNING - Verify dedgn ptuemefere end READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MJI-7473 rev. IM340tS BEFORE USE Design valid lot use orgy vAIn Mllek® connectors. ft design is bored only upon parameters shown, and Is tot a1 hdMdtrd folding component. not a truss system. Before use. the txuAdrrj designer roust verify the MA$cdlal fy of design poromebuis and properly Ineogpotafe Ih6 design Into the overall txtAdhg design. firming indicated is to prevent txickli g of tr cilvidual Inns we* and/of chord members only. Additional temporary and petmawnt IracN Welk' 6 always required toe slotAlty, and to prevent collapse with possil le personal IpMty and property damoge. for genetal gukknce regarding the ldrication. storage. delivery• erection and Lxocing of trusses and Inns systems, seeANSI/iPI I Quality Criteria. OSS-69 and SCSI Building Component 6904 Parka East Blvd. Tarroa, FL 33610 SafetyIntormaaonavalkarefrominnsPlateInstitute. 218 N. Lee Street. Suite 312, Alexondr o. VA 223I C Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'1/ ldr For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in It -in -sixteenths Drawings not to scale) 2 TOP CHORDS M JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek ( 8) MiTek Engineering Reference Sheet: Mll-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-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing Should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and oil other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss of each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses wig 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 non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type. size. orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than mat specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15 Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and bad vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front bock words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture to accordance with ANSI/TPI 1 Qualify Criterlo. A O m/ ''. `i' ' City of SanfordRevision ' y ; 7,- Response to Comments FEe Building & Fire Prevention Division Z• 8. 2pt Ph: 407.688.5150 Fax: 407.688.5152 gµ , Email: building@sanfordfl.gov 1 Permit # Submittal Date_ l l p Project Address: Contact: Trades encompassed in revision: V Building Plumbing Electrical Mechanical Life Safety Waste Water Wrn-N General description of revision: r SS aJ I (' S Ors ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 11 Building 3 - 1- l8 tttttt ttttt 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: WP0202 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Starlight Homes Project Name: W P0202 Model: 1551 Tampa, FL 33610 4115 Lot/Block: 202 Subdivision: Wyndham Preserves 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: FBC2014frP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date No. Seal# I Truss Name I Date 1 IT13202048JAl 2/12/18 118 1 T13202065 1 B2 2/12/18 12 I T13202049 I A2 12/12/18 119 1 T132020661 BJ 1 12/12/18 1 13 I T132020501 A3 12/12/18 120 I T132020671 BJ3 12/12/18 1 4 IT13202051 A4 2/12/18 21 IT132020681BJ5 2/12/18 5 IT13202052IA5 2/12/18 22 1 T13202069 1 CJ7 2/12/18 6 IT13202053IA6 2/12/18 23 IT13202070JEJ6 2/12/18 7 1 T13202054 1 A7 2/12/18 24 IT13202071JEJ6A 2/12/18 18 I T13202055 I A8 1 2/12/18 125 I T132020721 EJ7 12/12/18 1 19 I T132020561 A9 2/12/18 126 1 T1 3202073 1 MV1 12/12/18 1 110 I T13202057 J A10 12/12/18 127 1 T1 3202074 1 MV2 1 2/12/18 1 Ill I T13202058 J Al l 12/12/18 I CIN(113 1 115 112 1 T13202059 I Al2 12/12/18 IT1320206OIA13 12/12/18 114 IT132020611A14 12/12/18 T13202062 A15 2/12/1816T13202063A162/12/18 17 T13202064 B1 2/12/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a 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 ANSIfTPI 1, Chapter 2. REVISION 190 3200 A. %` BPS 938 STATE O 4OR%O s 110 N A E 11111 Thomas A. Albanl PE No.39 trek USA. Inc. fl Cart 66: 6904 Padre East Blvd. Tampa FL 33610 Date: February 12,2018 Albani, Thomas 1 of 1 Job ruse Truss Type H T13202048 W PO202 At HiP 1 1 Job.Reference (optional) Builde(@ FirelSouree, Tampa. Plant Gay, Florida 33566 r.o+u s nuy w cv i i as en awusu ea, c. awe o c v..a ne .., o ID:AeAoATVyRAFF5lmF42W41SypZgj-hdl fq')zKFYXOSPOfJaogcx_mU151SLBzgAULhzlyz0 234e 1 7$1 14.4.4 21.2•e 22.4 30312 37.1.15 44•e-0 S 7$1 bIP4 b10.4 •1•e b104 b10.4 7$1 1•e Seale = 1:82.0 3x8 = 3x6 II5.00 12 US = US = 20 19 ru " 17 15 14 SxB = 2x4 11 ArIS 3x8 = 30 = 2x4 11 3x4 = 4x6 = 23$e 7$1 u•4a 21.2•e 22.4 3a•3.12 37.1.15 44F0 7$1 b10.4 6.10.4 •1•e b10.4 610.4 7$1 1.1•e Plate Offsets (X.Y)-- f2.0-4-2 0-1-81 14.0-3-0 Edael 16.0-4-00-1-131 18:0.4-0 0-1-131 110:0-3-0 Edoel 112:0-4-2,0-1-81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.32 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(TL) -0.79 15.17 >671 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.66 Horz(rL) 0.26 12 We n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 230lb FT =209b LUMBER - TOP CHORD 2x4 SP No.2 'Except' 6. 8.2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5.17, 9-17, 7.17 REACTIONS. ( Ib/size) 2=1700/0-8-0, 12=1700/0-8-0 Max Horz 2=-129(LC 17) Max Upllft2=-447(LC 12), 12=-447(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3538/2142, 3.4=-2916/1835, 4-5— 2788/1855, 5.6= 2203/1499, 6.7=-1964/1453, 7- 8=-1964/1453, 8-9= 2203/1499, 9-10=-2788/1855, 10-11=-2916/1835, 11- 12=-3538/2142 BOT CHORD 2-20— 1826/3173, 19-20_ 1826/3173, 18-19=-1405/2625, 18-21=-1405/2625, 17- 21 =-1405/2625,17-22= 1407/2625, 16-22=-1407/2625, 15-16=-1407/2625, 14- 15=-1839/3173, 12-14=-1839/3173 WEBS 3-20=0r292, 3-19=-609/475, 5-19=-151/479. 5-17— 857/634, 9.17=-857/634, 9. 15=-151/479, 11-15=-609/475, 11-14=0/292, 7-17=-715 1164 NOTES ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grlp 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, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 447 lb uplift at joint 2 and 447 lb uplift at Joint 12. 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' Thomas A. Afbani PE No.39300 MiTflk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date•. February 12,2018 mt va - verfty dedgn parometwe and READ NOTES ON THIS AND INCLUDED AVFEK REFERANCE PAGE MO.7473 row. IQN312015 BEFORE USE D09M valid for use only wim Mltek®conneclors. [his design 6 basod only upon patameters shown. and Is lot an Individual txAldlrlf3 component. not a tans system. Before use. the building deslgrai must verify ine a;"IcatAlly of design lxrameters and proriedy Incotporate Ihls design Into the overall b ul ding design. Bracing Indicated Is to prevent budding of Individual truss web and/or chard members only. Additional temporary and permanent bracing WOW is diways reglAted for stability and to prevent conatze wllh possible personal Injury and pop7erty damage. For general guidance regardeng One fab ilcallm storage. delivery. etecllo n and bracing of trussas and truss systems, saeANSI/IPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information avuilabte Itan truss Plate institute. 218 N. Loa Street. Suite 312, Aloxan dda. VA 22314. Tampa, FL 33610 Job i ruse Truss Type 10y Tt3202049 WPO202 A2 Hip t 1 009 Job Reference (optional) Builders FustSource. Tampa. Plant City. Florida 33666 7.640 is Aug 16 2017 MiTak Industries. Inc Mon Feb 12 07.36.04 2018 Page t I D:AeAoATVyRAFF51mF42W 41Syp2gi-IW iipyBOosRPIR3u 1 zMJnm3YHXOigFOPOgJnNKzIyz9 1• 7•S3 14.2•t0 21.0.0 22.4 30•S6 37.2.13 44-1i-0 458- 0- 7.53 69.6 6-0.6 1.4.0 &1.6 6-9.6 7.53 •0- Scale - 1:80.8 3x8 US 11 5.00 12 3x8 3x8 = 20 19 rc `r 17 — 15 14 30 = 2x4 11 3x4 = 06 — 3x8 = 4x6 = 3x4 = 2x4 11 21a4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) 0.33 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(TL) -0.82 17-19 >642 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.26 12 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 20 SP No.I BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-17, 9-17, 7-17 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=170010-8-0, 12=170010-8-0 Max Horz2=- 128(LC 13) Max Uplift2=- 446(LC 12), 12=-446(LC 13) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3= 3541/2142, 3-4=-2926/1856, 4.5=-2785/1858, 5.6=-2209/1498, 6-7=-1973/1452, 7-8=- 1973/1452, 8-9=-2209/1498, 9-10=-2785/1858, 10-11=-2926/1856, 11-12=- 3541 /2142 BOT CHORD 2-20=-1826/3175, 19-20— 1826/3175, 18-19=-1410/2634, 18-21-1410/2634, 17.21=- 1410/2634, 17.22=-1412/2634, 16.22=-1412/2634, 15-16=-1412/2634, 14.15=- 1839/3175, 12-14=-1839/3175 WEBS 3. 20=0/287, 3-19=-600/470, 5-19=-149/479, 5.17-854/629, 9.17-854/629, 9-15=- 149/479, 11-15-600/470, 11-14=0/287, 7-17-694/1143 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS ( envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint 2 and 446 lb uplift at Joint 12. 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' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Oats: February 12, 2018 Q WARNING . Vedry design panmotore and READ NOTES ON THIS AND INCLUDED WTFK REFERANCE PAGE MA7473 rev. 1402 IS BEFORE USE. Desldn vaild lot use only wllh Mllek® connectors. fhfs design is talsod only ulion paraneters shown, and Is lot an hdlNcl al building component, not a Inns system. Before tw. the bxldir g designer must vedry the applicability of deslgt parameters and properly Incorporate it* design Into the overall balding design. Bracing Indicated Is to prevent txrcldhg of Individual truss web and/or chard members only. Additional temporary and permanent tracing WOW 6 always te%dred fa stability and to prevent collapse wllh possible personal trlpay and Ixopeny damage. For general guidance regarding he fabrication. sloroge. delivery. erection and bracing of trusses and truss systems seeANSI/IPI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabtle train truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type 10 ry T13202050 WPO202 A3 Hip 1 F, 1 I", Job Reference(optional) Builders FirslSource, Tampa, Plard City. Florida 33566 r oav s wu ro zv"' —"ea moos" M " c " ,o yo , ID:AeAoATVyRAFF51mF4 W4ISypZgi•D1F101BOZAZGLbd5bgtYK ckKxl6PUYeK2Kvmzlyz8 1-0 73.11.2 20 6.12 24.1.4 30.8-14 .4.9 44.8-0 8 7-3-7 6.7.10 6.7-10 3.6.8 6-7.10 6377-10 7.3.7 1- Sx8 = 5x6 = Scale = 1:80.1 3x8 = 20 19 0 <" 17 16 — 14 13 3x8 = 2x4 II 3x4 = 4x6 3x4 = 3x8 = 4x6 = 3x4 = 2x4 II LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.30 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Veri(TL) -0.71 17-19 >743 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.60 Horz(TL) 0.26 11 rVa We BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 5-17, 6-16, 8-16 REACTIONS. (Ib/size) 2=1700/0.8.0, 11=1700/0.8-0 Max Horz2=-125(LC 17) Max Uplift2=-443(LC 12). 11= 443(LC 13) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3544/2139, 3-4— 2951/1867, 4-5= 2813/1868, 5-6=-2316/1564, 6-7=-2078/1514, 7-8=-2318/1564, 8-9=-2813/1868, 9-10=-2951/1867, 10-11=-3544/2139 BOT CHORD 2.20=-1824/3178, 19.20=-1824/3178, 18-19=-1426/2662, 18-21=-1426/2662, 17-21=-1426/2662, 16-17=-977/2077, 16-22=-1428/2661, 15.22=-1428/2661, 14-15_ 1428/2661, 13.14— 1837/3178, 11-13— 1837/3178 WEBS 3.20-0/284, 3-19=-585/450, 5-19=-144/455, 5-17=-789/604, 6.17=-365/609, 7-16=-365/608, 8-16=-787/602, 8-14=-143/453, 10-14=-586/450, 10-13=0/285 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II: Exp C. Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 2 and 443 lb uplift at joint 11. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 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.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 66U 904 Parka East Blvd. Tampa FL 33610 Dab: February 12,2018 Q WARNING - Vedy deslpn paramofen and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO.7473 rov. 10"W?015 BEFORE USE. Design vdW for use only with Mitek®conneclors. TNs design is based only upo n parameters shown. Ond is lot anindividual building component. not a Irrrss system. Before 115e, the budldlng designer must vedty the oWleablity, of design Ixuamelers and Ixotbdy hncortxnate this design Into the ovet011 Individual Inrss chord members only Additional lempomry aril permanent bxacing Welk' buildingdesign. Bracing Indicated is 10 prevent buckling of web arid/or 6 always requited tot stability and to prevent collaim with possible personal "uy and Ixopetty damage. For general guidance tegarding the tabricalkxi storage. de!Wry, erection and tracing of Inures and farss systems, soeANSI/IPI I Quality Clledo. DS8-89 and aC51 Building Component 6904 Parke East Blvd safety IMomnanon avuilatxe kom Truss Plate InstlMe. 218 N. Lee Street. Suite 312. Alexanddo. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type ry T,32o2os, W PO202 A4 Hip 1"t Job Reference (optional) Budders FirslSowce, Tampa. Plant City. Flonda 33566 r.ovu s "t; w evr r inneR mvusu ea. ",. . o ..ya . ID:AeAoATVyRAFF51mF42W41SypZgp•hvpOEeCOKUh6zICH900n586'TZ 968U1t_ouRCziyz7 1-0 7.1.3 136-10 20-0-0 2a6-0 31.16 376-,3 44.8-0 7-1.3 6-56 6.56 46.0 6.5-6 6.56 7.1.3 6.00 12 Sx6 = Sx8 = Scale = 180.1 US = , o ii ra 14 , v 13 , 1 o „ 3x8 = 3x4 = LOADING (psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.1 Except' 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (Ib/size) 2=1700/0.8-0, 9=1700/0.8-0 Max Harz 2=-122(LC 17) Max Uplift2=-439(LC 12), 9=-439(LC 13) Sx6 we = 3x8 = 30 = 5x6 We= 30 = CSI. DEFL. in loc) Well L/d PLATES GRIP TC 0.86 Ven(LL) -0.41 11-13 >999 240 MT20 244/190 BC 0.97 Ven(TL)-0.9611.13 549 180 W B 0.47 Horz(TL) 0.23 9 rda We Matrix) Weight: 238 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing, Except: 5-10.6 oc bracing: 13-14. WEBS 1 Row at midpt 4-14, 6-14, 7-13 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3487/2146, 3-4= 3224/2005, 4-5=-2373/1582, 5-6=-2132/1528, 6-7=-2372/1581, 7-8=-3224/2005, 8-9=-34872146 BOT CHORD 2-16=-1836/3145, 16.17— 14512669, 15-17=-14512669, 14-15=-14512669, 14-18=-I006/2131, 13-18=-I006/2131, 12-13=-1454/2669, 12-19— 1454/2669, 11.19=-1454/2669,9-11=-1847M145 WEBS 3-16=-321/377, 4.16= 223/562, 4-14=-728/599, 5-14=-349/639, 6-13=-350/658, 7-13= 729/600, 7-11=-223/563, 8-11=-321/376 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opst; h=151t: Cat. II; Exp C; Encl., GCpf=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 2 and 439 lb uplift at joint 9. 7) 'Semi -rigid ptichbreaks 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.' Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL $3610 Date: February 12,2018 Q WARNWG . Verify dedppn pamn olere and READ NOTES ON THIS AND WCLUDED MR'EK REFERANCE PAGE A/11-7473 rev. fa003/1016 BEFORE USE. Design valid for use orgy with MlleW conneclors. Ms design Is homed only upon parameters shown. and Is for an Individual building component, not a frtrss system. Before taw. the Ixllding deslgnot mtrst verify the applicability of design paranoters and properly l ncogorate this design Into the overall btnalng design. Bracing Indicated is to prevent Lwckling of Indlvldnal mrss web and/or chord members only. AddlllorxA temporary and permanent boating MiTek is always required lot stability and to prevent Collgxe wllh possible persona, Inlury and property damage. For general guldance regarding to fatrlcatlom storage. dellvery. erecllon and bracing of tnrsses and truss systems, seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Bundling Component 6904 Parke East Blvd. Safety information available from truss Rate nmtllute. 218 N. lee Street. SWIe 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss toss ype y Tt3202052 W Po202 AS Nip f f 1012Job Reference (optional) Builders FirstSource. Tampa, Plant Cdy. Florida 33566 r o.v s Aug io 2Oi r Make a c—iii e:. im. ,. A moo.. —..,..ag4 . ID:AeAoATVyRAFF5lmF42W41SypZgj•95NoR OG5rtpzavnTiSvOPPh4KkU6tgmr6eXR Izyz6 1-0 6.7.10 12.2.9 18.7.4 26.0.12 32.5-7 25171 44.8.0 •8 0 6.7.10 5.7-0 6.4.11 7-5-6 6 4.11 5.7-0 6.7-1010-0 5.00 12 5x6 = Us = Scale - 1:80.1 3x8 = ro ,a cv ,r 16 , 1s . ._ 3x8 = 3x4 = 4x6 = US = 30 = 06 = 30 = LOADING (psi) SPACING- 2-0-0 CS1. OEFL. In Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.34 16.18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Verl(TL) -0.91 16-18 >579 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.34 Horz(TL) 0.22 11 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 230lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied. 6-7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 4.6-5 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 4-16, 7-16, 9-15 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 11=1700/0-8-0 Max Horz2=114(LC 12) Max Uplift2=-430(LC 12), 11=-430(LC 13) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3538/2128, 3-4=-3347/2074, 4-5=-2507/1608, 5.6= 2440/1627, 6.7=-2262/1574, 7-8=-2439/1627, 8-9=-2507/1608, 9-10=-3347/2074, 10-11= 3538/2128 BOT CHORD 2-18= 1821/3175, 18-19=-1515/2762, 19-20=- 1 515/2762,17-20=-1515/2762. 16.17=-1515/2762, 16-21 =- 1087/2261, 15-21 =- 1087/2261, 14-15=-1519/2762, 14-22— 1519/2762, 22-23=-1519/2762, 13-23=-1519/2762, 11-13= 1834/3175 WEBS 3-18=-240/301, 4-18=-231/529, 4-16=-654/556, 6-16_ 291/610, 7-15_ 292/644, 9-15=-654/556, 9-13— 231/530, 10.13=-240/301 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsl; h=151t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 2 and 430 lb uplift at joint 11. 7) 'Semi -rigid pitchbreaks with fixed heels` Member end fixity model was used in the analysts 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.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 904 Parke East Blvd. Tampa FL 33610 Data: February 12,2018 O WARNWG • Verify dedgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. r6 IW IS BEFORE USE Design valid for use orgy vAlh MIIek® connectors. Sls design Is based orgy Won parameters shown. and Is lot an IndvlduCl buldhg component, not a hiss system Before me. the bt/1dhg designer must verity the applicaltlity of design parameters and properly Incorporate thisdesign Into the overall bxdldhg design. Bochg Indicated Is to prevent buckling of lndk4d al 1rum web and/or cnord members only. Adalllonal temporary and permanent bicning MITek' is always required fa stability and to prevent cdlgxe with p»ssable personal hlury and ptopeny damage. For general grerlance regaoing 11w fabrication stooge, delivery, erection arul bracing of Imissos and miss systems. soeANSVWI I Quality Criteria, OSS-69 and SCSI 8uadkng Component 6904 Parke East Bbd. safety Information available from truss Plate Ins11Me. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 33610 o ruse Truss Type ty Ply Tt3202053 W PO202 1:6 Hip t 1 Ot 3 Job Reference (optional) Builders FkslSource. Taupe. Plant City, Fbrtda 33566 r.a— a mug w zu 17 au ek maua ues, I— — c .- ya v ID:AeAoATVyRAFF5lmF42W4ISypZgj-95NoR DG5npzavnTi5vOPPh7PkTathfr6eXR izyz6 11.4-5 le-0-0 22.4-0 26.8-0 33.3.11 38$-1 44-8-0 8• 8 1.15 5-2-6 6-7.11 4-4-0 4-4-0 6.7-11 5 2 6 6 1.15 5.00 j 12 Sx8 = 5x6 = Scale = 1:80.1 3x8 = Its t r 16 nJ 15 19 — 3x8 = 3x4 = LOADING (psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 6-7: 20 SP M 31 BOT CHORD 20 SP No.t 'Except' 14.17: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=170010-8-0, 11=1700/0.8-0 Max Horz2— 110(LC 17) Max Uplift2=-425(LC 12), 11— 425(LC 13) 4x6 = 3x4 = 3x8 = 4x6 = 30 = CSI. DEFL. in loc) Well Lid PLATES GRIP TC 0.66 Ven(LL)-0.3315-16 999 240 MT20 244/190 BC 0.89 Ven(rL) -0.76 15.16 >694 180 W B 0.28 Horz(rL) 0.23 11 We n/a Matrix) Weight: 229 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4.6-8 oc bracing. WEBS 1 Row at midpt 5-16, 6-15, 8-15 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3508/2136, 3.4=-3287/1998, 4-5_ 3187/2014, 5.6=-2567/1647, 6.7=•2317/1596, 7-8=-2568/1647, 8-9=-3187/2013, 9-10=-3287/1998, 10-11=-3508/2136 BOT CHORD 2-18_ 1832/3163, 17-18_ 1557/2844, 16.17=-1557/2844, 16-19=-1123/2317, 15-19— 1123/2317, 14-15=-1562/2844, 13.14=-1562/2844, 11-13=-1845/3163 WEBS 3-18=-236/289, 5-18_ 138/442, 5-16=-662/541, 6-16=-260/597, 7-15=-259/597, 8-15=-662/541, 8-13=-138/441. 10-13= 236/289 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpf=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 Wide will lit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2 and 425 lb uplift at joint 11. 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.' tv0 Thomas A. Afbani PE No.39380 MiTsk USA, Inc. FL Cori $634 6904 Parka East Blvd. Tampa FL 33610 Date: February 12,2018 0 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE M P7479 rsv. 100112*015 BEFORE USE De*p valkt nor use only with MI lek® connectors Ms design is based only upon parameters shown. and Is tot an I Mdual bolding component, not a from system. Belao utso, the txdlding du-d0ner must verily the c"Alcablilty of design Ixaanolers and popedy ancotporale this design Into the overall Ixdtdtng design. Bracing Indicated Is to rxevenl prickling of InclWtKd Inns web and/or Chord members only. Adalllonal ter npxxay and l)ettnonenl txocing Welk' h atwoys tecattted for statAlty and to prevent cdtgxe Wilt possible porsonat May and Ixolx:rty damago For general guidance regadk Q the fatxlcolkxn. slorago. delivery, erection and lxaclrng of fames and trust systems seeAN51/IPI I Quality Criteria, OS8-a9 and BCSI Sul" Component 6904 Parke East Blvd. Satisfy Information available from fam Rate trnstlMe. 218 N. Lee Street. Sudle 312. Mexoncida. VA 22314. Tampa. FL 33610 Job I russ Truss Type 0y TI3202054 W PO202 A7 Hp t ji`1 1014Job Reference (optional) BUlldara FIMSOWCO, I anpa. Plant 1. ay. monaa 930bO • •`•„' ^`•tl ' •• "' • • •-" ^^ " "^ ' 'o- 10:AeAoATVyRAFF5lmF42W 41SypZgf-6TVYsf F W dP3tpOxsq W xUUgmOHY8vI_aT8Zy0Y2Xzyz4 t-0 S•t0•t5 t0-0.3 1700 22.4-0 27.8.0 34-7.13 38.9-t 448-0 -8 5.10-15 4.1d 6.11.13 5.40 6.11.13 4.1.4 5.10.15 FMIE8 5.00 12 Sx6 = 5x6 = 3x4 = 3x4 = 4x8 = 10= US = 30 = 4x6 = 1.11 17-0-0 27.8-0 3S8.5 448-0 ztn_a trt.Ae 7.10-5 9.1.11 Scale = 1:80.1 Plate Offsets (XY)-- f2.0.4-2 0.1•et f4.0.3-0 0.3.01 r5.0-3-0 0.2-4) r7.0.3-0 0-2-4t 18:0-3-0 0.3-0t (10:0-4-2 0.1.81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20,0 Plate Grip OOL 1.25 TC 0.83 Vert(LL) -0.50 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1,25 BC 0.91 Ven(TL) -1.13 14-15 >466 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 234lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-5,7-8: 2x4 SP No.1 BOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 1 Row at midpi 4-15, 6-15, 6.14, 8-14 REACTIONS. (Ib/size) 2=1700/0-8.0, 10=1700/0-8.0 Max Horz2— 104(LC 17) Max Uplift2=41B(LC 12), 10=-418(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3494/2116, 3.4=-3309/2025, 4-5=-2668/1668, 5-6=-2402/1620, 6-7=-2402/1620, 7.8=-2666/1668, 8-9=-3309Y2025, 9-10=-3494/2116 BOT CHORD 2.17=-1811/3148, 16-17=-1639/2980, 15-16=-1639/2980, 15-18=-1260/2506, 18-19=-1260/2506, 14-19= 1260/2506, 13-14=-1646/2980, 12-13= 1646/2980, 10-12— 1825/3148 WEBS 4-17=-79/359,4.15=-689/552,5.15=-337/670,6-15=-350/151,6-14=-350/151, 7-14=-337/670, 8-14=-689/552, 8-12=-79/359 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=151t; Cat. II; Exp C; Encl.. GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 2 and 418 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 Wall: USA, Inc. FL Can 66U f1804 Parke East Blvd. Tampa FL 33610 Date: February 12,2018 Q WARNWG . Verily ddWgn Peramotsrt and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MF7473 rev. 1=4015 BEFORE USE Deugn vrbkl la use only with Mllek®conneClors. lids dealers is based only upon laraneters s nown, and Is for an individual bxllc ft component. not o cuss syslern. Belpre use, the txelding designet rnust vedty the oMAICoblltyof deslgn pxxanelers and proledy Rscoiporolo thtt doslgn Into the ovotall btgc lrtg design. Bracing Indicated Is to prevent bucldIng or Individual truss web and/or chord members only. Addlll0nol lemporay and permanent Ixackso WOW It always required for slatAlly and to prevent collapse Win possible personal Wury and proleny damage. for genetol guldatco regarding Bte fabrication, storage, delivery, etectlon and bracing or trusses and truss systems. seeANSI/rPl I Quality Criteria, OSS89 and SCSI Building Component 6904 Parke East Blvd. Sarely Information aval at11e Rom truss Rate institute. 218 N lee Street. SJto 312. Alexandria. VA 22314. Tarrpa, FL 33610 Job I russ Truss Type oty ply Tf3202055 W PO202 AliHip f 1 1015Job Reference Ronal Builders FusiSource. Tampa. Plant Cay. Fonda 33566 7 640 s Aug 16 2017 IATek Industries. Inc. Mon Feb 12 07.36 t0 2018 Page t ID:AeAoATVyRAFF5lmF42W 41SypZgl-ag3w4?F8OiBYRMW 20DTj I IJZeyx14l eHocrosazzlyz3 1-0 8.7.3 16-0-0 22.4,0 2841-0 36-0.13 44.8-0 8.7.3 7.4.13 6 4-0 6-4-0 74.13 8-7-3 1090 5. 00 j 12 3x8 = 16 2x4 II LOADING ( psi) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 1- 4.8-11: 20 SP M 31 BOT CHORD 2x4 SP No.1 'Except' 13- 15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=1700/0-8-0, 10=1700/0.8-0 Max Horz 2=-99(LC 17) Max Uplift2=-41O(LC 12), 10=41O(LC 13) 5xe = 2x4 II 5x8 = 15 „ 14 13 12 Sx8 = 3x8 = US = 20 II Scale = 1'60.1 US = CSI. DEFL. in loc) Udefl Ud PLATES GRIP TC 0.92 Vert(LL) -0.27 14 >999 240 MT20 244/190 BC 0.73 Ven(rL) -0.6314-15 844 180 WB 0.33 Horz(rL) 0.24 10 rVa rVa Matrix) Weight: 229 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4.6.0 oc bracing. WEBS 1 Row at midpi 3-15, 9.13 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3503/2067, 3-4— 2754/1685, 4-5=-2665/1707, 5-6=-2700/1780, 6-7=-2700/1780, 7- 8= 2665/1707, 8-9=-2754/1685, 9-10=-3503/2067 BOT CHORD 2-16=-1751/3138, 15.16— 1751/3138, 15-17=-1224/2469, 14-17=-1224/2469, 14- 18=-1225/2469, 13-18=-1225/2469, 12-13=-1761/3138, 10-12— 1761/3138 WEBS 3-16=0/344, 3.15=-761/599, 5-15— 214/504, 5-14=-195/500, 6-14=-381/315, 7- 14=-195/500, 7-13=-214/504, 9-13=-761/599, 9-12=0/344 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opst; h=1511; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, With BCDL = 10.0pst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 2 and 410 lb uplift at joint 10. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Io 0Thomas A. Albani PE No.39380 MITak USA, Inc. FL Cart 6634 0904 Parka East Blvd. Tampa FL 33610 Date: February 12,2018 Q WARNING . Veft dedgn parameters and READ NOTES ON MS AND INCLUDEDWTEK REFERANCE PAGE A07173 rev. M00=01S BEFORE USE. Desltp valid lot use orgy with Mllek0 conrlectots. BJs deAJn Is based only upon parameters shown). and Is for an Individual hulding Cornr»nenl, not a Irtm system. Bogota use. the Ixtfldng deslgrlei mttsl verily Ifte gbpllcabalty of design parameters and property Woq>moto this design Into the overall txtadng design. Brochg IndiCatod Is to prevent Ixickllng of Irxnvldttal last web and/or chard members only. Addilonal lemporary, and permanent IbtockV WOW is always required let stotAlly and to lxevenl cdlgno Win possible personal Imlay and properly damage Fa general gulclarlce regarding the fobticallon, storage. delivery. etectbn and (.xocklg of lasses and lam systems seeANSI/IPI I Quality Criteria, OSS-09 and SCSI Building Component 6904 Parke East Blvd. Safely Information avallable train In= Plate Irtstflute. 218 N. Lee Street. Suile 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty T13202056 W PO202 AS Hip 1 1 lo,ob Reference(optional) Builders FxsiSource, Tampa. Plant City. Florida 33566 r a4t1 a Aug t o ZVl r M r ex mausnres, me W- rob ,2 V 7 vo ,v ga IO:AeAoAT VyRAFF5lmF42W 4ISyp2gj-2sdJHLGn90KP3W 5Exx_y2FriMLoypMsR 1 GVf70ztyz2 1-0 7.9.14 15. 2.- 0-0 22.4-0 29.8-0 &10.2 44.8-0 •8 0- 7.8.14 72 7-4-0 7.4.0 7.2-2 7-9.14 •0• 6.00 12 Sx8 = 2x4 11 5x8 = Scale = 1:80.1 3x8 = 18 1710 IV 15 a " 13 12 3x8 = 2x4 II 4x6 = US = 3x4 = 20 II 3x4 = 4x8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.32 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Verl -0.75 13.15 >706 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(fL) 0.26 10 n/a rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 226 Ib 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 2-2.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 2=1700/0-8-0, 10=1700/0.8-0 Max Horz 2— 93(LC 17) Max Uplift2= a17(LC 8). 10=-417(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3535/2077, 3-4=-2843/1718, 4-5=-2761/1739, 5-6=-2895/1871, 6-7— 2895/1871, 7-8=-2761/1739, 8-9— 2843/1717, 9-10=-3535/2077 BOT CHORD 2-18=-1766/3170, 17.18=-1766/3170, 16-17— 1279/2557, 16-19=-1279/2557, 15-19= 1279/2557, 15-20=-1280/2557, 14-20=-1280/2557, 13.14=-1280/2557, 12-13=-1778/3170, 10-12= 1778/3170 WEBS 3-18=0/315, 3-17=-691/550, 5-17=-181/490, 5-15=-257/606, 6-15=-447/377, 7-15— 257/606, 7-13_ 181/490, 9-13_ 691/550, 9-12=0/315 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph,. TCDL=4.2ps1; BCDL=3.Opst; h=151t; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 2 and 417 lb uplift at joint 10. 7) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MITsk USA, Inc. FL Cart 66U 6904 Parka Eaet Blvd. Tampa FL 33610 Date: February 12,2018 WARNING. verily deafen puametwit and READ NorEs ON flBS AND INCLUDED MmrK REFERANCE PAGE MSJ47J roV. fallIUM1S BEFORE USE. Design valid la use only with Ml lek®conneclors. This design Is based only of m paromelers shown, and Is for an hdMdtal Ix1AdIng component. not a Irtiss system. before rise. the building deslgner must verlfy the apllkabliIty of design paiarnolen and IxolxMy Incoriwrale this design Into the ovelcIII trading design. bracing Indicated Is to prevent Lxrckling of Individual truss web and/or chord members only. Addliloral leinrxxary and pefi nanenl Ixacing Welk Is always ne%died for slabAlly and to Ixevent col"m with possaxe personal trtprty and rxoFeny damage. For general guldance regarding the Icixlcatkxt slotage. delivery. erection and brackq of trusses and truss systems. seeANSI/FPI I Quality Criteria, OSB-89 and IICSI Building Component 6904 Parke East Blvd. Safety Information avdlalxe from Inns Plate Ins1IMe. 218 N. Lee Stneol. Sulle 312. Adexanddo. VA 22314 Tompe, FL 33610 Job I russ Truss Type 10h N 1 T13202067 W PO202 A10 Hip 1 1 002 Job Reference (optional) uuaaers rustaource, iarrpa, rianr t.ny, rwnaa ruoo - ^w • -.. •.-.-^ •• i---•••--• •••- •--•• • -- •- -"---- --'- - - ID:AeAoATVyRAFF51mF42W41Syp2gj-9grMtAOc52®021 CDO61DpUBJuthOtFLCUw2t8zyzN 34 26.1-5 30.8-0 37.4.2 "-6.07158.11511 82 -3.1a•-0 7.3- t4 6.8.2 5t1 ab•8 Scale = 1:80 1 Iq 0 0: 77 2 84j!jL23 0 73•t414PlateOffsetsMY)-- 12:0.4-2 0-1-81 15:0.3.0 0-2-41 19.0-3-0 0-2-4) 112.0.4-2 0-1-e1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (roc) I/dell Ud i PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.33 15-17 999 240 T20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(rL) 0.81 15-17 649 180 i BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.27 12 n/a rVa BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 227lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 16-18: 2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb(size) 2=170010-8-0, 12=1700/0-8-0 Max Horz2=-87(LC 17) Max Uplift2=-427(LC 8), 12=-427(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. FORCES. (lb) - Max. Comp./ Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=- 3550/2078, 3-4=-2924/1750, 4-5=-2846/1769, 5-6=-2646/1707, 6-7=-3045/1913, 7-8=-3045/1913. 8-9=-2646/1707, 9-10=-2846/1769, 10-11=-2924/1750, 11-12=-3550/2078 BOT CHORD 2-20=- 1771/3186, 19.20=-1771/3186, 18-19=-1553/3005, 18-21 =- 1553/3005. 21-22=-1553/3005, 17-22— 1553/3DO5, 17-23=-1553/3005, 23-24_ 1553/3005, 16-24=-1553/3005, 15-16=-1553/3005, 14-15_ 1784/3186, 12-14=-1784/3186 WEBS 3-20=0/ 285, 3-19=-621/504, 5-19=-401/793, 6-19= 658/326, 8-15=-658/326, 9-15=-401l793, 11- 15=-621/504, 11-14=0/285 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10: VUlt=140mph (&second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psi 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 = 10.0psf. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 2 and 427 lb uplift at joint 12. 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.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 66U 61104 Parka East Blvd. Tampa FL 33610 Date: February 12,2018 WARNWO • vody design parametars and READ NOTES ON THIS AND INCLUDED M/IEK REPERANCE PA42E MO.7472 rev. 10,03MiS BEFORE USE Dwk;n vtlld fa use only wAa1 Mltek®conneclas. 1Ms design Is based only upon paomefefs st owM and IS (of an kndh4dlal buldk>B component. not a Inns syslern. Before use. the txadng designer must verity rho apWlcabllly of design Parameters on d properly Incorlxxale mk doslgn Into the overall Ixndkng design. Bracing IndNated Is to ptevent txrcMlrng of Ir1ANkluce truss web and/or chord members only. Adcallorxl Iemixxory and permanent bracing MiTek is always required for slotAlly and to provonl collalxe Win ixxs9110 personal "my and property damage. For goneral guldatco rogo ding the falxlcalbn. slora0e. delivery, erection avid INacing of Inraes and truss systems, soaANSI/IPI I Qua iy Cdteda. OSA-69 and SCSI auBdkng Component I 6904 Parke East Blvd Safely IMomnatlon ovdlatxe from truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Jobfuss Truss Type ry ly T13202058 WPO202 Alt Hip t 1 003 Job Reference(optional) Builders Rist$ource. Tampa. Plant Gay. Flodde 33566 _ _ _ - r a4v s Aug ro 2017 Mu i ea ind—u s, me mvn Feu i Ot 45 5 _- Fuee 6.2.2 ' 6.2.11 6.2.11 6.2.11 6.2.2 LOADING(psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Ne.2 *Except* 14-16: 2x4 SP No.1 WEBS 20 SP No.3 Seale = 1:78.7 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TC 0.70 Vert(LL) -0.36 15-17 >999 240 T20 244/190 BC 0.92 Ven(TL)-0.9215.17 573 ISO iWB0.49 Horz(rL) 0.27 10 n/a n/a Matrix) Weight: 224 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row at midpi 5.17. 7-13 REACTIONS. (lb/size) 2=1700/0.8-0, 10=1700/0-8-0 Max Horz 2=-81(LC 13) Max Uplifl2= 437(LC 8). 10=-437(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3560/2076, 3-4— 3008/1802, 4-5=-2733/1734, 5-6=-3281/2019, 6-7=-3281/2019. 7-8=-273311734. 8-9=-3008/1802, 9-10= 3560/2076 BOT CHORD 2-18=-1773/3196, 17-18— 1773/3196, 16-17=-168813226, 16-19— 1688/3226, 19-20=- 1688/3226, 1 5-20=- 1688/3226, 15-21 =- 1689/3226. 21-22=-1689/3226. 14.22=- 1689/3226. 13-14o-1689/3226, 12-13— 1787/3196, 10.12— 1787/3196 WEBS 3- 17_ 540/452, 4-17=-413/824, 5-17=-782/409, 7-13— 782/409, 8-13_ 413/824, 9-13=- 540/451 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 2 and 437 lb uplift at joint 10. 7) "Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 66U 6904 Parka East Blvd. Tampa FL 33610 Date: February 12, 2018 Q WARNING - Vodly dedgn peremetere end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Ma-7473 rev. rMMIS BEFORE USE. Design valid for use only with Mllelcd9 conhecbrs. IIYS deslgt 6 based only u{»n parameters shown. and 6 for an hdlNckual t,uYdhg comlwnenl, non a truss system. Before use, the bxlldhng designel must vedly the aW lccbllty of design pacenelers and Ixoperly IncoWrate this design Into the overall building design. Brachg Indicated Is to prevent bucklhg of IncMdual truss web arid/of afford members only. Addillonal temporary and pennanent b rocing M ITek• It always required for stmblly and to prevent callapse with possible personal Injury and txoperty damage. For general guidance regarding the labxkalbn, storage. dellvety, otecllon and LxocMg of mines and truss systems. seeANSI/IPI I Quality Criteria, 0$6-89 and SCSI Building Component I 6904 Parke East Blvd Safety Intormanon ovallable from Cuss Plate Institute. 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Tampa. FL 33610 Job russ Truss Type ty Ply T13202059 WPO202 1:12 Hip 1 tI 1004Job Reference o lional I Builders FirslSource. Tampa. Plam City. Florida 33566 7.640 s Aug 16 2017 MiTak Industfres. Inc Mon Feb 12 07.35 53 2018 Page I ID:AeAoATVyRAFF5lmF42 W 41 SypZgi-aOxWB20002yvljnu9fkrS6gC5hPbG9nuS8iUTzlyzK 14 6.4-8 12.0-0 18.1 t-4 25-e-12 32 &0 38.3-8 44.8-0 Vke 6 d 5.7$ 6.11.4 6.9.8 6.114 5.7.8 64$ 1-0 Sx8 = 2x4 11 3x6 = 3x8 = Sx6 = 5,00112 4 5 g 7 8 4X6= _.'- —.. .. 3x8MT20H5= ---_ LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Wait Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.38 15-16 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.89 15-16 592 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 HOIz(fL) 0.29 10 Na rJa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 4-6: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 10=1700/0.8-0 Max Horz2= •75(LC 17) Max Uplll12=-447(LC 8), 10=-447(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3569/2069, 3-4— 3080/1838, 4-5=-3512(2159, 5-6=-3512J2160, 6-7=-3512/2160, 7-8=-2811/1764, 8-9=-3081/1838, 9-10=-3568/2068 BOT CHORD 2.19=-1768/3204, 18-19=-1768/3204, 17-18_ 1430/2795, 16.17— 1430/2795, 15-16=-1838/3511, 14-15=-1838/3511, 13-14=-183813511, 12-13=-178313203. 10-12=-1783/ 3203 WEBS 3-18=- 468/390, 4-18=-130/396, 4-16_ 501/999, 5-16=-392/336, 7-15=0/273, 7-13=-983/ 495, 8-13=-423/847, 9-13=-467/390 Scale a 1: 78.7 TES GRIP 0 244/190 OHS 187/143 229 lb FT = 20% Structural wood sheathing directly applied Rigid ceiling directly applied or 4-3.11 oc bracing. 1 Row at midpl 7-16, 7.13 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDI _3.Opsh h=15ft; Cat. 11; Exp C; Encl.. GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 2 and 447 lb uplift at joint 10. 8) ' Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ly 0 Thomas A. Afbani PE No.39380 Wait USA, Inc. FL Cart 66U 6904 Parke Ent Blvd. Tampa FL 33610 Date: February 12. 2018 Q WARNING - Verify design paromoters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7Q3 rov. IQ41tMIS BEFORE USE. Oeslell valtcl for use Only with fW iok®conrleCtos. this design is tx15eg1 only upon rrxameters shovm, and Is for an trlcllvklual txlYtlhng cornlwrwnl, not a Inns system. before rise, the lx/ldhng designer must vedly the al>I111cablity of design txnameters and prolxnly lncollofale this design Into the overall b llding design. ataci ng Indicated Is to prevent buckttrng of Indivklual Inrss web and/or chord mombers only. Aclalllonal lempofary and permanent bracing M iTek' is always required for stability and to rxevent collapse with possalle personal tryify and Ixorxeny damage. For General grldonce regadhng the abrk:otlon, slorage, delivery, erection and bracing of fusses and Inks systems. seeANSI/IPI I Quality CAterla, OSS-89 and SCSI Bullding Component 6904 Parke East Blvd. Solely Information awAcd) te from fry Plate Institute, 218 N. lee Street. Wie 312. Alexandria. VA22314. Tempe, FL 33610 o puss I ruse Type ty Us 1 Tt3202060 W PO202 Hip 1 1 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MrTek Industries, Inc Mon Feb 12 07.35.54 2018 Pope 1 ID:AeAoATVyRAFF51mF42 W 41Syp2gj•2b5tlX369oApXvlzSsAzNferrV9VKepw66uFOvzlyzJ i-0 IS: 2.3 11-0-0 18.7 4 26.0.12 33-0.0 39.5.13 44-0.0 -0 0 5.2.3 5.8 13 1.7.4 7.5.8 7.7.4 5.9.13 I 5-2.3 -0 5x8 = 5.00 12 2x4 11 4x6 = 3x8 = Sx6 = a Scale = 1:78.7 3x8 = 19 18 17 16 15 14 13 i 12 3x8 = 2x4 II 30 = 4x6 = 6x8 = 2x4 II 3x8 MT20HS= 3x8 = LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in loc) Weft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) -0.40 15.16 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.97 15-16 >545 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.30 10 n/a r a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly i 4-6: 2x4 SP M 31. 6.8. 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2• BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 7-16, 7-1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8.0, 10=1700/0-8-0 Max Horz2=70(LC 16) Max Uplift2=-457(LC 8). 10_ 457(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3594/2079, 3-4— 3173/1865, 4-5=-3823/2314, 5-6=-3823/2314, 6-7=-3823/2314, 7-8=-2902/1796, 8-9= 3175/1865, 9-10=•3593/2079 BOT CHORD 2-19=-1791/3230, 18-19— 1791/3230, 17-18_ 1484/2882, 16-17=-1484/2882, 15-16= 2016/3820, 14-15=-2016/3820, 13-14=-2016(3820, 12-13=-1807/3229, 10.12=-1807/3229 WEBS 3.18=-387/343, 4-18— 83/377, 4-16=-622/1211, 5-16_ 431/370, 7-15=0/299, 7-13=-1189/613, 8-13=-405/851, 9-13=-384/342 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. 11: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 457 lb uplift at joint 2 and 457 lb uplift at joint 10. 8)'Semi-rigid pitchbreaks wllh fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 2x4 II GRIP 244/190 187/143 226 lb FT = 20% oc bracing. Thomas A. Albani PE No.39380 Wek USA, Inc. FL Cart SOU 6904 Parke East Blvd. Tampa FL 33610 Date: February 12,2018 Q WARNING. Verity dedgn pamnotara and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1107473 rev. IQA MIS BEFORE USE. Design valid for use only with Mllek® connectors. tits design Is based only upon parameters shown. and is Ion on Individual fuldkng component, rlol a truss systern. Before use, the building designer must verify the ciWi :abllly of design paramelers and Ixopedy hcorpaale this design Into the over.. txdcBrvj design. (kacing Indicated Is to prevent buckling of Individual Irms web and/or chord members only. Additional temporary and permanent Ixactng M iTe k' h always re% ked rot sta31111y aril to prevent cdlgxte with rossa)le personal Inlay and Ixopedy danoge Fa general guldonce regarding Iho fabrication. storage. delivery. erection and tracing of trusses and tars syslems. seeANSI/1PI1 Cuatity Caton., OSS49 and SCSI Su.dkng Component 6904 Parke East Blvd. Safety information avdlatxe from fluss Plate butlMe. 218 N. Lee skeet. Sulle 312. Alexandria. VA 22314. I Tempo. FL 33610 Job Truss Truss Type Qty ply T13202061 W PO202 A14 Hip 1 1 1 006 Job Reference (optional) Builders FtratSovrce. tempo, P1am cry. t-anae 33565 ID:AeAoATVyRAFF5lmF42W41SypZgi-WMFwt4kw5Jg83tA?ahCw1B4_voaoy4Lmd Zuyzl 1-0 5.3-t4 10.0.0 162*0 22d-0 286.0 346-0 39.4.2 44 e 0 4S8 5 3.14 46.2 &2-0 8.2-0 6 2-0 8 2-0 4-&2 5.00 f12 30 = Sx6 = 30 = 4x6 — 30 = 5x6 = 4 5 67 8 9 Scale = 1:78.7 34 = 16 17 16 15 14 13 3x8 = 3x8 = US MT20HS = 30 = 3x4 = 3x8 MT20HS = Us = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.45 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(TL) 1.1215-16 >473 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.40 Horz(TL) 0.28 11 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 217lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-13 REACTIONS. (Ib size) 2=1700/0.8-0, 11 = 170010.8.0 Max Horz2=-64(LC 17) Max Uplift2=- 467(LC 8), 11=-467(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3507/2082, 3-4=-3254/1886, 4-5=-2987/1808, 5-6=-4098/2424, 6.7=-4098/2424, 7.8- 4098/2424, 8-9=-2987/1808, 9.10= 3254/1886, 10-11=-3507/2081 BOT CHORD 2-18=-1788/3165, 17-18= 2103/3943, 16-17=-2103/3943, 15-16=-2288/4255, 14-15=- 2106/3943, 13-14=-2106/3943, 11.13=-1803/3165 WEBS 3- 18— 235/309. 4-18— 4711954. 5-18=-1248/701, 5.16-106/398. 6-16=-282/199, 6-15=- 282/199, 8-15-1061398. 8-13-1248/701, 9.13=-471/954, 10-13=-235/309 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=1Sit; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS ( envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will III between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 2 and 467 lb uplift at joint 11. 8) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6OU 8904 Parka Ent Blvd. Tampa FL 33610 Data: February 12, 2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrtEK REFERANCE PAGE Ma-7473 rev. IGWMOS BEFORE USE I wkj n valid tot use only Win Mllelc® connectors D* design is rXased only upon parameters shown. and Is lot an Individual building component, not a truss syslem. Belore use. the building designot must verily the appllcat)Illy of design pxaameters and properly, Incorporate this design Into it* overall IxAding design. Bracing Indicated is to prevent Ixuckling of Individual Ines web and/or chard members only Add floncd lernporary and permanent lNocing MiTek is always requited lot statAlty and to prevent collapse Win possUe personal Wary and property damage For general guidance regarding nne fatxlcalkm, storage. delivery. etecllon and bracing of trasos and truss systems. soeANSI/TPI I Quality Criteria, DSB-a9 and SCSI BuBding Component 6004 Parks East Blvd. Safety Information available from truss Rate Institute. 218 N. lee Street. SUIe 312. Alexandrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type ry T132r12062 W P0202 AI S Hp 1 1F 007 Job Reference (optional) BOOM rustsource, r onva, r•ram csy. r•ronaa a:rooa , ow ...=y . o _, , m.. a. ,,.....a.,,aa....,. ..,,... F ,............. ........ !iID:AeAoATVyRAFFSI,, 42W4ISyp2q =zDe7D4MhW; RMZHCRS4kCrlkvolRDaONMSnzyzH 1-0 4.9.14 9.04 16-8.14 22.4-0 28.11.2 35.8 0 39.10.2 44.8-0 -8 1- 4-&14 4.2-2 8 8.1a fr7.2 6.7-2 6 8 1a s•2.2 4.9 14 0 Scale = 1:78.7 Sx6 = 3x8 = 2x4 II 4x6 = 3x8 = 5.00 12 5x6 = I i s 3x8 = 3x8 = 602 MT20HS = 3x8 = 6xl2 MT20HS = 34 = t 0-0 ,nl4 22.4-0 22-11.2 35.8-0 44-8-0 o.nn r:.ata6.7.2 6.11:4 9-0-0 3x8 = 2 to Plate Offsets (XY)-- 12:0.4-2 0-1-81 14.0.3-0 0.2-41 17.0-3-0 Edciel f9.0-3-00.2-41 f11:0-4-2 0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) 0.53 15 995 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.78 Ven(TL) 1.22 14-15 434 180 MT20HS 187/143 BCLL 0.0 ' Rep Stresslncr YES WB 0.51 Horz(TL) 0.30 11 Na Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 221 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 5.17. 8-13 REACTIONS. ( lb/slze) 2=170010-8-0.11=1700/0.8-0 Max Horz 2=-58(LC 17) Max Uplifl2=-477(LC 8), 11=-477(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3509/2066, 3.4=-3320/1916, 4-5=-3061/1835, 5-6=-4760/2795, 6-7=-4760/2795, 7- 8=-4760/2795, 8-9=-3061/1835, 9-10=-3320/1916, 10-11=-3509/2066 BOT CHORD 2-17=-1775/3162, 16-17=-2326/4348, 15-16=-2326/4350, 14-15=-2329/4350, 13- 14=-2330(4348, 11-13-1791/3162 WEBS 4-17- 478/974, 5.17-15581861, 5-15=-256/538, 6-15- 338/296, 8-15=-256/538, 8- 13-1558/861.9-13=-478/974 NOTES ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=1401711ph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsl; h=151t: Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 lb uplift at joint 2 and 477 lb uplift at joint 11. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39390 MITO USA, Inc. FL Cart 6634 6904 Paste East Blvd. Tampa FL 33610 Date: February 12,2018 WARNING • Verily deden psrametene and READ NOTES ON THIS AND INCLUDED MIEK REFERANCE PAGE MO.7473 rev. I0DY2016 BEFORE USE Design valid far use only Win MlTek® conneclors. This design is based orgy upon paametem shown. and Is lot an In llukhtal bwaalng component, not a hurs system. Before use, the bxBdlKl designer mtat verily the applicability of design I,aramelers and property Incorporate M design Into the overall bxllc9ng design. Bracing frxllcaled is prevent budding of Indlvldlxl truss web and/or chard members only. Ad dillonal lempotay and permanent bracing A MiTek* 6 always rectJted la slob ally and to prevent collapse wllh possible personal it#" and Ixoperly damage. For general guidance regarding the fabricallon, storage. dellvery. erection and braCing of Misses cold Inns systems, soeANSI/IPI l Quality Criteda, OSS-89 and SCSI Building Component 6904 Parke Erm Blvd Solely Information available from Truss Rate institute. 218 N. lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Truss Truss Type ry T13202063 WP0202 A16 HIP GIRbER 1 1ply 3 joJoeb_Reference (optional) aU110010 eirs1A0urce, 1arrga, na.n Hny. Q,-4— y — I — -•--• I D:AeAoATVyRAFF5lmF42W 41Syp2gi•HK8HbcAl1 ZJY6IUITFg4EZW NF76?xouFBOZErtzryzA 1-0 3.9-14 7-0-0 13 2.10 19 3.9 25d-7 31.5 6 37.8.0 40.10.2 44-0-0 4S 8 3.9 14 3-2.2 fr2.10 6-0.14 6 0-14 60.14 62.10 3.2.2 39.14 Scale = 1:78.4 500 12 5x6 = 3xB = 2x4 II 3x6 = 3x8 = 2x4 II 5x8 = 4 22 23 5 24 25 6 26 727 28 8 29 30 9 31 32 10 06 = 21 33 34 20 3519 36 18 37 38 39 17 40 1641 15 42 43 14 4x6 = Sx8 = 2x4 II Sx8 = 5x8 = 2x4 11 6x8 = 5x8 = 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) -0.53 17.18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ven(rL) -1.22 17-18 >433 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(rL) 0.19 12 We n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 767 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purllns. 7-10: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=3396/0.8-0, 12=3396/0-8-0 Max Horz 2=46(LC 27) Max Uplift2=-1136(LC 4), 12=-1136(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-7701/2577, 3-4=-7756/2628, 4.22=-7278/2486, 22-23= 7278/2486, 5-23=-7278/2486, 5.24_ 13511/4600, 24-25— 13511/4600, 6-25=-13511/4600, 6-26=-13511/4600, 26.27=-13511/4600, 7-27_ 13511/4600, 7-28— 13511/4600, 8-28— 13511/4600, 8-29— 11404/3895, 29-30=-11404/3895, 9.30_ 11404/3895. 9-31=-11404/3895. 31-32— 11404/3895, 10-32=- 11405/3895, 10-11=-7790/2640, 11-12=-7726/2586 BOT CHORD 2-21=-2299/6978, 21-33=-3826/11471, 33-34=-3826/11471, 20-34=-3826/11471, 20-35— 3826/11471, 19-35=-3826/11471, 19- 36=-3826/11471, 18-36=-3826/11471, 18-37=-4545/13604, 37-38=-4545/13604, 38-39=-4545/13604, 17-39=-4545/13604, 17-40=-4545/ 13604, 16-40=-4545/13604, 16.41= 4545/13604, 15.41=-4545 13604, 15.42=-2373/7210, 42-43=-2373( 7210, 14-43=43738210, 12-14=-2317/6999 WEBS 3.21_ 144/365, 4-21=-674/ 2422, 5.21=-4670/1594, 5.20=0/514, 5-18=-754/2287, 6-18= 670/418, 8-17=0/567, 8.15= 2461/823. 9-15= 658/411, 10-15= 1583/4652, 10-14=-34/ 606, 11-14_ 143/375 NOTES- (11) 1) 3-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows' 2x4 - 1 row at 0- 9.0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Thomas A. Albani PE No.39390 7) ' 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 MiTek USA, Inc. FL Carl 66k fit between the bottom chord and any other members. 0904 Parka East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1136lb uplift at joint 2 and 1136 lb uplift at Data: Joint 12. February 12,2018 n(preaks with fixed heels- Member end fixity model was usea to the analysts and design or this truss. Q WARNING - Verily desfyn parometwe and READ NOTES ON THIS AND INCLUDED AVFEK REFERANCE PAGE MII.7473 ay. la42,2016 BEFORE USE balm valkl for use only wtth Mltek®cormeclas. Ills dosIgn Is based only upon parameters shown, aril B for anindividual building ng Component. rat a truce system Before use, the Ixmrang designer meal verity the optxkablity of design patamelers and properly Incorporate this design Intothe overall building design. Bractrhg Indicated Is to b of Individual truss web and/or chord members only. Additional temporary and permanent Ixocing prevent ucIdIng is always reclWed (of stablilty and to prevent collapse Win possible personal V*ffy and property damage. For General guidance regarding theMITek• 6904 Parke East Blvd. fabrication, storage, dellvery. erection and broclng of Kisses and Inns systems seeANSVIPI I Quality Criteria, 0SB-69 and SCSI BuBding Component Tampa. FL 33610SafetyInformationavailablefromIfussPlateInstitute. 218 N. Lee Street. SUlle 312. Alexandria. VA 22314. toss runs ype ry Ply T13202063 WPO202 A,6 HIP GIRDER 1 3 ObReference optional) Buldefs Firs*oume, Tampa. Plam urly, Flonde 33566 r.o•v c hug ao z017 mi auk i-i-4m, vac. on,.. rev ,c v. w- w.v yv ID•AeAoATVyRAFFSImF42 W 41SypZgi-HK8HbcAl1 ZJY61UiTFg4EZW NF76?xo;FBOZErtzlyzA NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 203 lb up at 7-0.0, 105 lb down and 107 lb up at 9.0-12. 105 Ib down and 107 Ib up at 11-0.12, 105 lb down and 107 Ib up at 13.0.12, 105 Ib down and 107 Ib up at 15.0.12, 105 lb down and 107 lb up at 17-0-12, 105 lb down and 107 Ib up at 19-0-12, 105 Ib down and 107 Ib up at 21-0-12, 105 lb down and 107 lb up at 22-4-0, 105 Ib down and 107 Ib up at 23-7-4, 1051b down and 107 Ib up at 25.7-4. 105 lb down and 107 lb up at 27-7-4, 105 lb down and 107 lb up at 29.7.4, 105 lb down and 107 lb up at 31.7.4, 105 lb down and 107 lb up at 33-7-4. and 105 lb down and 107 lb up at 35-7-4, and 203 lb down and 203 lb up at 37-8-0 on top chord, and 317 lb down and 109 lb up at 7-0-0, 81 lb down at 9-0-12, 81 lb down at 11-0-12. 81 lb down at 13-0-12. 81 lb down at 15-0-12. 81 lb down at 17-0-12, 81 lb down at 19-0-12, 81 lb down at 21.0-12, 81 lb down at 22-4-0, 81 lb down at 23-7.4, 81 lb down at 25-7-4, 81 lb down at 27-7-4, 81 lb down at 29-7-4. 81 lb down at 31-7-4, 81 lb down at 33-7-4, and 81 lb down at 35.7-4, and 317 lb down and 109 lb up at 37-7.4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4-54, 4-10=-54, 10-13=-54, 2.12=-20 Concentrated Loads (lb) Vert: 4=-156(B)10=-156(8)21=-317(8)5=-105(B)20=-58(B)18=-58(B)6= 105(8)17=-58(B)8=-105(8)9=-105(B)15=-58(B)14=-317(B)22=-105(8)23=-105(B) 24-105(8) 25=-105(8) 26=-105(8) 27=-105(B) 28=-105(B) 29=-105(8) 30-105(B) 31=-105(8) 32=-105(8) 33=-58(8) 34=-58(B) 35=-58(8) 36-58(B) 37=-58(B) 38— 58(B)39=-58(8)40=-58(B)41=-58(B)42=-58(8)43=-58(B) 0 WARNING- VW0y daalgn panmorent and READ NOTES ON THIS AND WCLUDED h=K REFERANCE PAGE 607473 mv. 146MOIS BEFORE USE. Design valid tot use only Win I41ekO connectors. tnls design Is txsed only upon paarneles stlown, and is nor m halvkAKl IxAding component. rat a miss system. Belpre use. the txAckg designer must verily the applicability of design I'rxamelets and property hcottxxale this design Into the overall Ixiding design. BrocN Indicated Is to prevent btfcldhg of hdNkkal truss web and/or chord members only. Additional tein"Gry and permanent txa sing MiTek_ Is always recp/rod for stability and to Ixevent collat with possible persorKil Infuay and Ixoperty damage. for General glUance regarding the falfx1cotla6 slomlgo. dolivery. erection and Ixaahg of trusses and truss systems, seoANSI/IPI I Cuallry Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from buss Plate hs1lMe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 russ russ ype ryT13202064P11 Ppb0202 Bt Hip t I 10', Job Reference(optional) Builders FitstSource, Tampa, Plain City, Florida 33566 r.eeU s AUg 16 200 NY ak Industries, Inc Mon Feb rz yr 36. i c cv so ruye i ID:AeAoATVyRAFF51mF42 W 41SypZgl-W 2AhUhH PwKSGhggRVeVB6SOOal9XYp2aFvFCtszyz 1 1-0 43.14 8-0-0 13.9•t4 t8.5.75 25.2.1 30.10.2 368-0 a0•a•2 4441.0 458 0 4-3 14 3a1-2 5 9.14 5 8 2 S 8 2 5 8.2 -9 .14 3.8.2 4.3.14 1-0 Scale = 1:78.1 Sx8 = 5.00 ii22 6x8 Sx8 = 2x4 11 Sx8 = 2x4 11 6z8 = 4 5 6 7 8 9 10 0 Wamom477 00 EPAP' 70 Sx8 = 21 5x8 = LOADING (psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 8CLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-7.7.10: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/slze) 2=1700/0-8-0. 12=1700/0-8-0 Max Horz 2=-52(LC 13) Max Uplift2=-487(LC 8), 12=-487(LC 9) 20 19 18 4x10 MT20HS 2x4 II CSI. TC 0.50 BC 0.91 W B 0.79 Matrix) 17 16 15 14 2x4 11 5x8 = 06 = 7x10 WS = DEFL. In (roc) Well Ud Ven(LL)-0.5017-18 >999 240 Ven(rL)-1.1517.18 >459 180 Horz(rL) 0.24 12 Na rVa 12 13 iY 0 Sx6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 284 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 1 Row at midpt 5-21 FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3629/2121, 3-4=-3469/1989, 4.5=-3235M908, 5.6=-5485/3175, 6-7=-5485/3175, 7-8=-5485/3175, 8-9— 4747/2773, 9-10=4748/2774, 10-11=-3477/1991, 11-12=-3631/2123 BOT CHORD 2-21— 1839/3279, 20.21=-2556/4748, 19.20=-2556/4748, 18-19=-2556/4748, 17-18=-2965/5486, 16-17=-2965/5486, 15.16— 2965/5486, 14-15=-1670/3197, 12-14=-1858/3281 WEBS 4.21=-528/1051, 5-21=-1796/1008, 5-le=-460/896, 6-18=-300/260, 8-15=-900/474, 9-15=-352/296, 10-15=-1021/1833,10.14=-38/296 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=1511; Cat. If: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2 and 487 lb uplift at joint 12. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.38380 MiTO USA, Inc. FL Cart 6634 SS04 Parka Ent Blvd. Tampa FL 33610 Date: February 12,2018 0 WARNING - vadry dodgn paranretwe and READ NOTES ON THIS AND INCLUDED AtnEK REFERANCE CAGE MQ7473 rov. I&OVAIS BEFORE USE. Design valid lot Use only whit MlleM connectors. lhis deskFt is based only upon Ixxamelers shown. and Is rot an individual Ixtilding component. rat a litrss systern. Before tore, the Ixdldhg designer must verily the aloicalxa ltyofdesignpamelersand Ixoperiy Incotporale this design Into the overall txNding design. Bracing Indicated Is 10 pfevenl buclding of Irxtivkluat lRm web rind/or chord members orgy. Addlllonal temporary and permanent txcrlrtg M iTek' B alwaysiecitmed for stabllBy a1d fo rxevenl collarxe wllh possible personal "and property damage rot general gtddarao regarding the 6904 Parka East Blvd labdcalion, storage. delivery, erection and txacing of hussos and miss syslems, seerANSI/IPI l Quality Criteria, OSS-89 and SCSI euildlng Component Tampa. FL 33610 Saley Informationove0ableborntrussPlateInsillute. 216 N. Lee Street. Salle 312. Alexandria. VA 22314. Job I russ I russ I ype N T13202065 W PO202 82 Root Special Girder 1F 1 I", Job Reference (optional) ID:AeAoATVyRAFF5lmF42W41SypZgj_Fk3r11. 1hda7lgFd3M00efx519USHl?jUZ_181ztyzO 1-0 7-00 10.4-0 11.4 16.9-12 25.2.4 30.8-0 31.8.0 37-0-0 44-8-0 45.8- 7-0.0 T , -0 5.512 8.4.8 5.5-12 6-0-0 7.0-0 1 -0- Sx8 = Sx6 = 5.00 12 Sx6 = 3 22 4 5 5z8 = 3x4 = 3x6 = 2x4 11 5x6 = Sx6 = A A 10 27 28 11 Scale = 1:81.6 3x6 = 21 29 20 19 1e 30 31 32 33 17 t6 15 34 35 14 3x6 = 20 II 3x8 = 3z6 = 30 = 5x8 = 3x6 = 3x4 = 30 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.89 BC 1.00 We 0.68 Matrix) DEFL. in (loc) Well Ud Ven(LL) -0.19 17-18 >521 240 Veri(rL) -0.47 17.18 >212 ISO Horz(rL) 0.08 12 rVa n/a PLATES GRIP MT20 244/190 Weight: 213 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied. 5.7,7.9: 2x4 SP M 31, 10.11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11.6 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-18, 6.17, 9-17 WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0 except 01=length) 2=0.8-0, 12=0-8-0. lb) - Max Horz2=-46(LC 32) Max Uplift All uplift 100 lb or less at joint(s) except 2=-318(LC 8), 18= 623(LC 5), 17=-765(LC 4), 12= 408(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=951(LC 19). 18=1820(LC 19). 18=1814(LC 1), 17=2080(LC 20), 17=2071(LC 1). 12=1134(LC 20) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1686/555, 3-22=-1237/461, 4-22-1237/461, 4-5-1309/476, 5-6=-287/1033, 6-23=-410/1289, 23-24-410/1289, 24-25— 410/1289, 7-25=-410/1289, 7-26— 410/1289. 8-26=-410/1289, 8-9-410/1289, 9-10=-1506682, 10-27=-19281751. 27-28=-19281751. 11-28=-19281751, 11. 12-2167/780 BOT CHORD 2-21=-470/1474, 21-29=473/1496, 20-29=-473/1496, 19-20=-300/1029, 18-19=-000/1029, 18-30=-1033/371, 30-31=- 1033/371, 31-32-10331371.32-33=-10331371, 17-33=-10331371. 16-17=-378/ 1158. 15-16=-378/1158, 15.34=-490/1448, 34-35=-490/1448, 14-35=490/1448, 12. 14=655/1916 WEBS 3-21-71/516, 3-20=-357/157, 4-20=0/259, 5-20-208/491, 5-18-2264/738, 6-18=-605/388, 6-17-304/131, 8- 17-630/390, 9-17-2685/957, 9-15=-3121744, 10-15-273/268, 10-14=-227/543. 11- 14=0/412 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=151t; Cat. If: Exp C; Encl., GCpl=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10. 0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 2, 623 lb uplift at joint 18 765 lb uplift at joint 17 and 408 lb uplift at joint 12. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cart 66U ON Parka East Blvd. Tampa FL 33610 Date: February 12,2018 Continued on Dew 2 WARNING - V dy dedpn paramerem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-749 rov. 10A13/2016 BEFORE USE. Design valid for use only with Mllek® Connectors. ills design is based only upon parorneters shown. and Is for on Individual txdding component. rat o truss systefn. Before use, the lxddng designer must verily the applkaldlly of design Ixxanelers and properly Incorporate this design Into the ovorall building design. Bracing Indicated Is to povent buckiling of Individual (russ web anti/or chard members only AdditkxxA lemporary and petmalenl txacing WOW Is always racphed for slaldlty and to prevent collapse vAth poss"o personal Wiry and property damage. Fof general guidance regarding the fabricalim stotoge, dellvery. erection and bracing of fames and thus systems. seeANSI/IPI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information ovaaable Dorn huss Plate institute. 218 N Lee Street. Su lle 312. Alexandria. VA 22314. Tampa. Ft. 33610 Job russ Truss Type H T13202065 W PO202 82 Roof Special Gadar t t 1. Job Reference Clonal Outlaws vasiboarCe. Ianpa, rranl t,ny, France jL oo ID:AeAoATVyRAFF51mF42W41SypZgj_Fk31111hda7lgFd3M0Qefx519USHl?IUZ_I81zhz0 NOTES- (10) 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 107 lb up at 7-0-0, 105 lb down and 107 lb up at 8-8-0, 105 Ib down and 107 Ib up at 10.4-0, 97 Ib down and 109 Ib up at 17.4.12, 89 Ib down and 105 Ib up at 19.6-4, 89 Ib down and 105 Ib up at 21-6-4, 89 Ib down and 1051b up at 23-6-12, 105 lb down and 107 lb up at 31-8-0, 105 lb down and 107 lb up at 33.8-12, and 1051b down and 107 Ib up at 35-7-4, and 203 Ib down and 203 Ib up at 37.8-0 on top chord, and 260 Ib down and 109 Ib up at 7.0.0, 81 Ib down at 8-8-0, 3171b down and 109 Ib up at 10-3-4, 72 Ib down at 17-4.12, 72 lb down at 19-6-4, 72 Ib down at 21-6-4, 72 lb down at 23.6-12, 260 lb down and 109 lb up at 31-8.0, 81 lb down at 33-8-12, and 81 lb down at 35.7-4, and 260 lb down and 109 lb up at 37-8.0 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 truss are noted as front (F) or back (8). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3.4=-54, 4-5= 54, 5-9=-54, 9-10=-54, 10-11— 54, 11-13=-54, 2-12=-20 Concentrated Loads (lb) Ven: 3=-105(F) 4=-105(F) 11=-156(F) 21=-260(F) 20=-317(F) 15 260(F) 10=-105(F) 14=-260(F) 22=-105(F) 23=-97(F) 24=-89(F) 25— 89(F) 26=-89(F) 27— 105(F) 28=:-105(F) 29=-58(F) 30=-36(F) 31=-36(F) 32=-36(F) 33— 36(F) 34=-58(F) 35=-58(F) WARNING • Vorfry dedpn pwamoraa and READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE M0-7473 rev. 1041 MIS BEFORE USE Design vald for use only w11h Mllek® con hectors. Ms design Is rased only upon parameters sfawn. and is for an tndlvkw building component. not a truss system. Before, use. the Wilding designer must verify the opplkablilly or design parametors and popedy Incotporate this design Into the overdl brNdkng design. ®acing Indicated Is to prevent Imcaing of Indivklual Irris web and/or chard members only. Addllonal temporary and permanent txacing WOW is always reed for stability and to prevent collapse with posgAe personal Wiry and Ixoperty damage. nor general guidance regarding the fabricalbn. storage. delivery• etecfkxn and txockq of trusses and tins systems. seeANSI/IPII Quality criteria. DSB-89 and SCSI Building Cornpon*nt 6904 Parke East Blvd. safety Information ovalloble from Truss Rate institute. 218 N. too Street. Suile 312. Alexandria. VA 22314. Tarrpa, FL 33610 Job I fuss fuss I ype ty T13202088 WPO202 BJf JACK -OPEN F t 019 Job Reference (optional) Isuuaers rnstsource, rerrpo. pram wy, rronaa atone ID:AeAoATVyRAFF5lmF42W4ISyp2gi-SRIRvNIfSxi w_gpd3XI8tTSd2360vg4DkJklzlyz? 14.0 1-0-0 1-0.0 Scale - 1:6.6 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(rL) 0.00 2 999 180 BCLL 0.0 ' Rep Stresslncr YES WB 0.00 HOrz(TL) 0.00 3 n/a rda BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3_ 8/Mechanical, 2=125/0-8-0, 4=9/Mechanical Max Horz2=30(LC 8) Max Uplift3=-8(LC 1). 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O 18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 8 lb uplift at joint 3 and 69 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.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Oat#. February 12,2018 O WARNING- Vedry design pantrnaten and READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE U1167473 rev. tar03,2015 BEFORE USE Design vdld lot use ordy vAlh Milek® con neclors. Ms design Is based only upon Ixnameters spawn. and is tot an ktdMducd bolding component. not a Inca system. Before use. the lx/lddng designer mtrsl verity the c"Alcablilry of dotlgn rxrameters and propedy encogotale this design Into the overall b tddng design. Orachg kxacoled is to prevent Ix,caing of indMdual Russ web and/or chard members orvy. Additional lemporary and pennaneni bracing M iTek' Is always recµked lot stability and to rxeveni tollgate wllh possible lotsond etAry and Ixoperty damage. For general guidance regardng na fab dcalloix storage. delivery. atecilon cuuf bracing of trusses arW Inca systems. seeANSI/IPI I Quality Ci tedo. OS11-69 and SCSI Su" Component 6904 Parke East Blvd. Safety Information available Born truss Plate Institute. 218 N. Lee Sliaot. Srlle 312. Alexandilm VA 22314. Tampa. FL 33610 Job Truss Truss Type y Tt3202067 WP0202 BJ3 Jack -Open 12 1 020 Job Reference tronal 9undera Frrstsouree, lamps. ram any. rtonao raaeo ID:AeAoATVyRAFF51mF42W41Syp2gl-SRIRvNlfSxr_w_gpd3xlBtTSzZ230vgtiDkJklzyz? 1-0-0 3-0.0 2x4 = 340 Scale = 1:10.9 LOADING(psl) SPACING- 2-0.0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 2.4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(rL) -0.00 3 n/a We 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 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Horz2=59(LC 12) Max Uplift3=-42(LC 12), 2= 72(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 72 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end flxiy, 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.' Thomas A. Albani PE No.38380 MiTsk USA, Inc. FL Carl 6634 8804 Parka East Blvd. Tampa FL 33610 Date: February 12,2018 AL WARNayG - Verily dodpn parameters and READ NOTES ON DO AND WCLUDED AMK REFERANCE PAGE AM1473 rev. IdGIR IS BEFORE USE Desion valid for use only Win Mllek® connectors. Rik design It lased only upon pQamelers shown, and k lot an Individual txddbV component. not a Inns system. Befote use. the Ixlklng designer meal verify the apoicablilty, of design Ixuameters and Ixopely etcegxxale Ihk design Ingo the overall IxBding design. Bracing indicated is to Ixevent buckling of IndNldral Ituss web and/or chard members only. Addlllonal temporary and permanent Ixaclrtg M iTek' k always tecllred for slabllity and to Ixevent collapse wltn possible personal Irtpny and Ixopeny damage. For genotal gtldatce tegardrtg the fabrication, storage. delivery, ereclkm and IxaCing of fntsses and Inns systems. seeANSI/tPl l Quality Criteria, DS1149 and SCSI Building Component 6904 Parke East Blvd. safety IMormation available groin truss Plate InsllMo. 21e N. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss fuss ype ty Tf3202069 WPO202 BJ5 1,.ACK-dPEN 12 1 021 Job Reference(optional) 8utfders FrrstSource. Tsrrye, rrem cny, rrorrao 3:7S6ti ID:AeAoATVyRAFF51mF42W41 SypZgj-wdsp7jJHCFgrY800Am2uk40YbzLPIM40xtTsGBzlyz_ 0- 0 5.0-0 10" oo 5-0-0 Scale = 1:15.1 2x4 = 54- 0 5- 0-0 LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 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 We n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Harz 2=91(LC 12) Max Uplift3= 81(LC 12). 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone,C-C for members and forces d 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 81 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39390 MITsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 12,2018 Q WARNWO. VoAty dedpn paremoters end READ NOTES ON THIS AND INCLUDED Mn'Ex REFERANCE PAGE MIF7473 rev. IQAI MIS BEFORE USE. Design valkl for use only with Mllek9 connectots Ihh design is Ixlsed orgy upon pacimeters shown. and Is (of an Wtvidual building component. not a Urns system. Before use, the building deslgrxx Must verify rile ry>fAlcal>0ty of design Ixuometers and Ixopeily Incorporate this design Into the overall orgy. Additional temporary and permanent txaCing MiTek' Ixltdngdesign. lkocing Indicated Is to prevent bucldirlg of Irxllvidltal truss web aril/or chord membets It always fe%dted lot stabUlty and to Ixevenl collapse wilh tx>ssa>le personal"arW Ixoperty damage For gonerai guldalce regaidliV trio kfbricatlorl, storage. delivery. erection aid txacing of trusses and Iniss systems seeANSIMI I QuoUIV Criteria, OSa-89 and 9CS1 aullding Component 6904 Parke East Blvd. Safety information ovaliabie from truss Plate Institute. 218 N. lee Slreet. Sulle 312. Atexandflo. VA 22314. Tampa. FL 33610 Job fUsS truss type T13202069 W PO202 CJ7 Diagonal Hip Girder • 6 1 10, Job Reference (optional) Isuiraera rirsfsource, lamps, rrom cny, rronao s aaa ID:AeAoATVyRAFF51mF42W4ISyp2q)•PgOCK3KvzYyiAHzCkU27GI74AMcCUIIAAXDQndzlyyz 1.5.0 5.2.9 9.10-1 1.5.0 5-2-9 4.7-8 Scale = 1:21.8 LJl9 2x4 = 5.2.9 4.7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ven(LL) 0.05 6.7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(rL) 0.13 6-7 841 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.29 Horz(rL) 0.01 5 n/a rVa BCDL 10.0 Code FBC20147TPI2007 Matrix) Weight: 40 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=445/0-10.15, 5=288/Mechanical Max Horz 2=131(LC 22) Max Uplift4=-87(LC 4), 2= 145(LC 4), 5=-81(LC 8) BRACING - TOP CHORD Structural Wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.8=-769/203, 8-9=-743/218, 3.9=-709/211 BOT CHORD 2.11= 2767707, 11.12=-276l707, 7-12=-276/707, 7-13=-276(707, 6-13=-2767707 WEBS 3-7=0/308, 3.6=-761/297 NOTES- (9) 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 ps( bottom chord live load nonconcurrent wuh 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 87 lb uplift at joint 4, 145 lb uplift at joint 2 and 81 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 lb up at 1.4-15, 68 lb down and 85 lb up at 1-4-15, 25 lb down and 38 lb up at 4-2-15, 25 lb down and 38 lb up at 4-2.15, and 50lb down and 87 lb up at 7-0-14, and 50 lb down and 87 lb up at 7-0.14 on top chord, and 1 lb down at 1-4-15, 1 lb down at 1-4-15, 18 lb down at 4-2-15, 18 lb down at 4-2-15, and 38 lb down at 7-0-14, and 38 lb down at 7-0-14 on bottom chord. The desigrVselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10=-75(F=-38, 8=-38) 13=-36(F=-18, B=-18) Thomas A. Afbani PE No.39380 MITIk USA, Inc. FL Cart 611134 6904 Parka East Blvd. Tampa FL 33610 Odd: February 12,2018 WARNING - Valry dedgn paramefara and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev. I08MIS BEFORE USE Design vaild for use only vnm lvatekO cannoclors. Bnls design is based orgy upon potameters sfwwn, and Is for ai Individual building component. rat o truss system. Before use. the Ixlldhg designer mist verily the "Icabllty of design pwranetets and property Dncotporate this design Into the overall Ix aalrg design. Bracing Vxllcated Is to proven buckling of Individual trim web aril/or chord members only. Additional temporary and permanent tracing M iTek' is always required for slobally and to prevent collapse Win possible personal Infury and property damage. For general guidance regarding Bar la rieotlom slaage. delivery, erection and bock g of trusses and Inns systems seeANSI/iPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable Dom truss Plate Institute. 218 N. lee Street. Sidle 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ry Tt3202070 WPO202 EJ6 Jack -Open 3 1 023 Job Reference (optional) sunders FnatSource, temps. rum cny, r rorwo s sea ID:AeAoATVyRAFF51zF42W41SypZgi-PgOCK3KvzYyiAHzCkU27G12gtMfU6pKAAXDQndzlyyz 6-0-0 1-0-0 6-0-0 Scale = 1.17 1 2x4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) 0.06 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(TL) 0.15 2-4 455 180 BCLL 0.0 ' Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 3 n/a rda SCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 20lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=143/Mechanical, 2=288/0-8-0, 4=56/Mechanical Max Horz2=106(LC 12) Max Uplift3_ 100(LC 12), 2=-78(LC 8) Max Grav3=143(LC 1), 2=288(LC 1). 4=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 Oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 76 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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' Thomas A. Albani PE No.39360 MiTak USA, Inc. FL Cart 6634 904 Parka East Blvd. Tampa FL $3610 Data: February 12,2018 Q WARNING- Verily dedrrn pantmWen and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A07473 rev. IMMIS BEFORE USE. Design vdkl for use only w1m Mllek®conneclors. Itt s design Is based only upon paarnelem shown. and Is for an hdlvkhral building component, not a Was system. Before use, the lx/ldhng designer must verify the arolcablilly of design parameters and properly i ncoWate this design Into the overall txing ddbVdesign. Bracing Indicated Is to prevent txtckling o1 IrWNklual (russ web and/or chord members orgy. Additional lemporay and permanent Ixac MOW Is always required lot slablllly and to rxevenl collapse with possible personal hJlay and Ixopeny danage. For genoral guidance regataing the fabdcallon. storage, deRvery. erection and bracing of trusses and In= systems seeANSI/IPI I Quality Criteria, DSB-89 and 6CSI aullding Component 6904 Parke East Blvd. safety Information available from truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss cuss I ype ty T13202071 W PO202 EJ6A Jeok•O{ien 1 ty1 102. Job Reference(optional) BWldera FeSISOUrCe. Tampa. Plant cdy. rlorwe 33566 o.v . Ault .. zw,1 1. — 4 ma's v aiz . ID:AeAoATVyRAFF51mF42W41SypZgj-t0 aYPLXks4ZnRYO1B5MpV5ggm-jDGaJPByzJ4zlyyy 6-0-0 6-0-0 o d N 20 = Seale = 1:17.1 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.06 1-3 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(TL) 0.15 1-3 455 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 19 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 COT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=207/0-8-0, 2=151/Mechanical, 3=56 MeChanical Max Horz 1=95(LC 12) Max Upliftl=-44(LC 12), 2=-104(LC 12) Max Grav1=207(LC 1), 2=151(LC 1). 3=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL--4.2ps1; BCDL=3.Opsf; h=151t: Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 104 lb uplift at Joint 2 6)'Semi-rigid pi(chbreaks 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.' Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cart 66U 6904 Parka East Blvd. Tampa FL 33610 Date: February 12,2018 Q WARNING. Verily design perenrotere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MQ7473 rev. IOM"015 BEFORE USE Design vdk7 for use only with Mllek®conneclors. lids de*p is based orgy upon Parameters shown. and Is for an Ihdivi" building component, rat a Irra system. Before use. the txdk*Q designer must verily the applicability of design pxtrametors and property Incogwrato this design into the overall buildingdesign. Bracing Indicated is to prevent buckling of lndlvklual truss web and/or chord members only. Additional lemlxxary and permanent lxaCIng MITek7 is always ieaadtod lot stability and to prevent collapse with possible personal k"y arts propody damage. For general grddance regarding Ine labdcalbn, storage, dellvery, erection and bracing of trusses and truss systems. seeANSI/IPI I Quality Criteria. OSS-89 and BCSI 9ulWing Component 6904 Parke East Blvd. Safety Information available from truss Hate Institute. 216 N. Lee Street. Sulle 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss russ type N Tt3202072 WPO202 EJ7 Jack -Open 1204tyt 10's Job Reference (optional) Beildere 1`I3150=8, TaMP6. Flam udy, FlOrraa 33b66 7.640 • nuy i 6 cv v m ron nmva.noa. •n., n,• A rvv •c +•....., • •, • .•yam ID:AeAoATVyRAFF51mF42W4ISyp2v-t0 aYPLXks42nRYOIB5MpV5gymzRDGaJPByzJ4zlyyy 1-0-0 7.0-0 i 7,00 Scale = 1:19.1 3x6 = 7-0-0 7.0.0 Plate Offsets (Y Y)-- 12'0.0-2 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.10 2.4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) -0.24 2-4 >337 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 rVa rVa BCDL 10.0 Code FSC2014/TP12007 Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc punins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=159/Mechanleal, 2=324/0.8.0, 4=78/Mechanical Max Horz2=122(LC 12) Max Upl1113=-102(LC 12), 2=-85(LC 12) Max Grav3=159(LC 1), 2=324(LC 1). 4=121(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS (or 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 nonconcurcent 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 85 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' Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Cart 6634 904 Parka East Blvd. Tampa FL 33610 Date: February 12,2018 0 WARNING- VerUy dedon parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. taV3/2016 BEFORE USE. Design void lot use only vAth Milek9 connectors. Ills design is Ixused only upon paromelers shown. and Is lot an kidIV4uot Wilding component, no a Was system Botoro use, the tx/ldfrng designer must verify the gVicablity of design Ixaameters and ptoperiy Incorpoiale this design Into She overall Ituss chord members only. Acnllond temporary and permanent Ixacing AMiTekaIxOdtngdeslgn. Bracing Indicated is to prevent txrckltng of Individual wets and/o is always required la stolAlty and to Ixevenl cosorAe with posy Ae personal t*,ffy and Ixopony damage. Fa general gtedance regacing the fabrication. storage. delivery, erection and txacing of trusses and (Russ systems. seeANSVWI I Quality Criteria, OSS-69 and SCSI BuBdfrng Component 6904 Parke East BNd. Safety Information avollabxe from truss Plate InsiiMe. 218 N. Lee Shoet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type y T13202073 WPO202 MVt Valley t F 1 102, Job Reference(optional) PBuddersFirstSource. Tampa, Ptard city, Florida 33666 7 640 a Aug 16 2017 lATak Industries, Inc. Mon Fab 12 07.36.18 201a age 1 10:AeAoATVyRAFF51mF42W41Syp2gl-LCYylkMAVACPPb7bsvcbLle74AOFylgTeriW sW zyyx 4.0-0 4." 20 ':- 20 II LOADING (pst) SPACING- 2.0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. in (Ioc) Well Ud Ven(LL) n/a n/a 999 VBn(TL) n/a n/a 999 Horz(fL) 0.00 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ibdsize) 1=115/3.11-6, 3=115/3.11-6 Max Horz 1=49(LC 12) Max Upllttt_ 26(LC 12), 3=A7(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.3 PLATES GRIP MT20 2441190 Weight: 13lb FT=20% Structural wood sheathing directly applied or 4.0-0 oc punins, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4) ' This thus has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0.0 Wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 1 and 47lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 12,2018 Q WARNING • Vedy dedpn parameters and READ NOTES ON THIS AND INCLUDED MrnrK REFERANCE PAGE MIF7/73 rev. IdVVAI6 BEFORE USE. De*p valkl rot use only vAlh MI lek®corvwctors Itnts design is bawd only upon patanneters shown. and is for an MlNdual bulding cornronont. not a Inns system. Belone use. the ixdldkng designer must verify the applicability of design parainalers and properly Incorporate this design Into the overall truss rnernbefs only. Addlional lemporaryand 1lennoneni lxaCing p //l b1Bding design. Brachg Indicated Is to prevent txtckldng or individual web and/or chord 6 always required for stability and to prevent collapse with possible personal snluy and property damage. For general guidance regarding the slaage. delivery. eteallen Ond tracing or trusses and tuts systems, seeANSI/IPI t Quality Criteria, OSB-89 and SCSI Building component M iTeW 6904 Parke East Blvd.kxrk; otkrn, Safety Information available train Iran Wale institute. 218 N. Lee Street. Suile 312. Alexandria. VA 22314. Tanpa. FL 33610 Job Truss Truss Type oty fly T13202074 W PO202 MV2 Valley 2 1 1027Job Reference(optional) Builders F6slSource. Tampa. Plant City. Fonda 33666 2x4 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 TCDL 7.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCOL 10.0 Code FBC2014lrP12007 Matrix) 2-0-0 2-0-0 r wv a Aug 16 2017 M i •k M.iiv ea. Mr. maw IO:AeAoATVyRAFF5lmF42W4ISyp2gj-LCYylkMAVACPPb7bsvcbLje9eAOsyl,4I sWzyyx 4x6 = DEFL. in (loc) Udell Lid Vert(LL) n/a rVa 999 Vert(TL) n/a We 999 HOrz(TL) 0.00 We We LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/Size) 1=41/1-11.6,3=41/1-11-6 Max Horz 1=18(LC 12) Max Upliftl=-9(LC 12), 3=-17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 5lb FT = 20% Structural wood sheathing directly applied or 2-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15it: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 17 lb uplift at joint 3. 6) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parks East Blvd. Tampa FL 33610 Dab: February 12,2018 Q WARNING. VerW dedgn panmarma end READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE M111-7473 rev. 10 03MIS BEFORE USE. Design valkl la use only with Mltek® connectors. 111ls design is Ixwd only upon parameters shown. and Is (Of m Indtvkkat br8dfrng component, not a truss system. Before use. the building deslgnel must vorry Iho apbpblicabalty of design paameters and propedy i ncorpoiale this design Into Inc overall only. Acidttlonal lempotary and permonenl bracing WOWbtBdingdesign. Bracing Indicated is to prevent buckling of Individual Ortiz web and/or chord members Is always required for slotwity and to prevent collapse with possible personal k#iry arW pxoperly damage. For general guidance tegading me ratxicollofx storage, delivery, ereclkxn and btacho of trusses and Russ systems. sa+ANSVTPI I Quality Criteria. OSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610SafetyIaformallonavailablefromtrussHaleInstitute. 218 N. Lee Street. Srlle 312. Alexancido. VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-r/14, For 4 x 2 orientation, locate plates 0-144' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but4e reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : 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) 1 2 3 TOP CHORDS 0 C 0 U a O r— JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI f section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved t MiTek' 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-bracing. is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and oil other Interested parties. 5. Cut members to bear tightly ogoinst each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPl 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 non -Structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead bad deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size. and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing of 10 ft. spacing, or less. If no ceiling Is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or otter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review oil 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. o 0.0 0 d c0 4.1 C C W a, 00 oNC4 a 0JZL O G co to c FINAL BOUNDARY SURVEY N WYNDHAM PRESERVE LOT 78 a( P8 81, PG 93) PCP rVr^ vJCENTER LINE C1 ,-PCP DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE', City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side 7.5' 0 J LOT 77 h b NIGHT HERON DRIVE 50' RIGHT—OF—WAY PRIVATE ROAD) ,,CONC CURB 5' CONC SIDEWALK SIR N89 O osm RR 0 co C D4 18. 0' D4 / CV LO' UTILITY - ASEMENT ( P) CONC WALK CV a V fJ ZNU O W Rrcy ,-- * rl - 3ngs PCP 80. 00 54. 89' 0 on— SMGD 18. 0' 20. 0 ; i O , aO 5. 7 Q w1 STORY RESIDENCE ,r, n r1Di 3912 NIGHT HERON tYi DRIVE a O N FFE-- 22.34 w aLOT 78 8, 632 S.F.+/- 39. 0 18.0, O o F o 14. 8 PAD 10. 0 LOT 79 N— — — — — — — — — — — — — — — — — — — J — — — — — — — — 10' WALL EASEMENT 75. 00'/ S89'52'08'1N South boundary of Lot 78 TRACT D LANDSCAPE BUFFER) LEGEND: ADUSSO-Access Oraina a Utilities Sidewalk LB / 9 / / LicensedusinessBFP— Backflow Preventer Sight Distance Easement S — Survey PRM —Permanent Ref. Monument R — Reported PCP —Permanent Control Point 0 — Description FP&L —Florido Power & Light P — Plat FFE—Finish Floor Elevation 0. . — Deed Book Water Meter O. R.—Official Records Book 04—Water Valve P. B. —Plat Book V—Fire Hydrant Pg. — Page RC® —Reclaimed Water Meter Elev. — Elevation RCP4—Reclaimed Water Valve Conc.— Concrete M—Cable Box BP — Brick Paver m —Telephone Box SW — Sidewalk El —Electric Box FFE — Finished Floor Elevation 0 —Utility Pole TFP — Telephone Riser Guy Pole GTI— Grote Top Inlet 0—Light Pole P. U.E.—Public Utility Easement f--Guy Anchor RCP — Reinforced Cone. Pipe OU--Overhead Utilities PVC — Polyvinyl Chloride 0 —Storm Sewer Manhole NCS — No Comer Set (Falls in Water) 0 —Sanitary Sewer Manhole SF — Square Feet EIINo —Electric Handhole D. U.E. —Drainage/Utility Easement COO —Clean Out FMGD — MAG NAIL do DISK CVDLq—Irrigation Control Valve P. K. —Parker Kolon Nail r —Sign SIR — Set 1/2' Iron Rod L87768 woo —Gate Water Valve SPKO — Set P.K. & Disk L87768 Gas Meter FIR — Found 1/2' Iron Rod L87768 11. —Existing Grade FIP — Found 1 /2' Iron Pipe L87768 Cl—Blow—off Valve FPKO— Found P.K. Nail & Disk L87768 ter —Drainage Flow Direction FCM — Found 4'x4' Concrete 10.0 —Proposed Design Grade Monument PRM L137778 r ...w. Description I Dote I Dwn. Ck'd I P.C. I Order No. REVISED PRODUCT 1 8/15/17 1 MTP I JDL RR BUELDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and Is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights — of —way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible Improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey Is subject to matters shown on the plat of 1NYNDHAM PRESERVE, City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. S. This survey is Intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. Last Date of Field Survey: 4/5/2018 This certifies that a survey of the hereon described property was made under my supervision and meets the Standards of Practice set forth by the Florida Board of Professional Surveyors & Mappers in Chapter 5J-17, Florida Administrative code, pursuant to Section 472.027. Florida Statutes. Jsf ei D. Leviner LS6915 FLORIDAPROFESSIONALSURVEYOR & MAPPER NO . .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL LASED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X" DESCRIPTION: PROPOSED LOT 78, according to the plat of " VvYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 GeoPoint SUi' Ve ing, Inc. Draw n:RCA_ Checked: JDL I P.C.: Data File:6W.Wast-fiat Date: 4/9/18 Dwg: &wwX* t-lom Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: