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4014 Night Heron Dr 17-2658; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT Zo o 1 ` STATEMENT NUMBER: 17100006 DATE: September 14, 2017SBUILDINGAPPLICATION #: 17-10000650 BUILDING PERMIT NUMBER: 17-10000650 UNIT ADDRESS: NIGHT HERON DR 4014 17-20-31-502-0000-0610 TRAFFIC 20NE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVENUE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 4014 NIGHT HERON DR / LOT 61 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family HousingROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 Single Family FIRE RESCUE Housing N/A 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housinq 54.00 1.000 dwl unit 54.00 SSingle Family PARKS CO -WIDE ORD HouWg 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: . NATURE: X PLEASE R NT NAME) am < `.du I1^ DATE: T NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, TOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEESMUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THt REQUEST FOR REVIEW 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, SANFORDFL, 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 ORDERAND SHOULD REFERENCE L THECOUNTYBUILDINGPERMITNUMBERATTHE '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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. q,14 A `f WYNDHAM PRESERVE - LOT 61 Iv r- ; I SPECIFIC PURPOSE SURVEY mpo FORMBOARD) 3 w o BUILDING LAYOUT NOTE: r° Contractor and owner are to verify all C!Jt o , m setbacks, building dimensions, and layout shown hereon prior to any construction, and WYNDHAM PRESERVE m y °y 4) immediately advise GeoPoint Surveying, Inc. of LOT 61 0 = any deviation from information shown hereon. Failure to do so will be at user's sole risk. m Z 'p O 4D N O" M C ° O O O N m j n POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 BASIS OF BEARING) w PALMER'S SUBDIVISION PLAT BOOK 2, PAGE 41) rn b ofN POINT OF BEGINNING N89'40'51 "E 351.39 f LOT 60 I -- I _ _ i --- 6h------N89'43'03"E 119. 16'--- I P' r` f-F -T 4B.5'----------------- - - - - -- --- 2S.3 ra C; Q I V a ui zZ C ism zz IO 0Q I I I Q1 Z I 48.5' rLB —LiceLB -Licensed s nc LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed a revenBFP - Surve ow Preventer Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point 0 -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 Zf-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 EI-Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK CVD4-Irrigation Control Valve P.K.-Paricer Kolon Nail Sign SIR -Set 1/2' Iron Rod LB7768 W04-Gate Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1 /2" Iron Rod LB7768 11. -Existing Grade FlP -Found 1 /2' Iron Pipe LB7768 Cl -Blow-off Valve FPKO-Found P.K. Nail & Disk LB7768'-—Orainage Flow Direction FCM-Found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 d -As-Built/Existingg Gradee Note: Some items in above leaen may not be aoolicablel 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. J 45.3 PROPOSED I I STY RESIDENCE o 4014 NIGHT HERON N LOT 61 DRIVE I AREA = MODEL 7'0 I 7,149 S.F. ± d 1551 HALLEY "' I O a ELEVATION - S I GARAGE - RIGHT 7.0 FORMBOARD) i Z Z aM n O FFE=27.38 I N O a o a U 45.3 25.3 n n I 3.0' 119. 14' S89'43'03W yti LOT 62 I Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' 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 VYNDHAM PRESERVE', City of Sanford Seminole County, Florida. PCP 25.0' I -to N z3o OJ_o W0W 3 to a `o Gx,7 in .. O 0 2 'z 1 mo: U o U j PCP`I DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. 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 I* 5. This Specific Purpose Survey is for the location and elevation of the forrnboards only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 61, according to the plat SURVM of "VVYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records of Seminole County, Florida This certifies that a survey of the hereon described property Mai land, WinF ley Place, Suite 109 was made under my supervision and meets the Standards of Maitland, FL 32751 Practice set forth by the Florida Board of Professional Phone: (321) 270-0440 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Fax: (813) 248-2266 code, pursuant to Section 472.027. Florida Statutes. Licensed Business No. LB 7768 GeoPoint Surveying, Inc. JWfies D. Leviner LS6915 Drawn:JE Checked:JDL P.C.: Data File:8d=nW-Plat RIDA PROFESSIONAL SURVEYOR & MAPPER NO. ................ Dwg: & oaod mt-1ot61 Order No.: NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 12/27/17 ^ ED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. 1 Feld Bk: Pe—s-mA "' kl —act TRI-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: rL, REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT W `/ " j h a "' •, e 5 Y .,, Lu 4 b l PROCTOR -7 oti\ 17 - CONTRACTOR j 1, I , f- S SPECIFICATION: REPORTED TO: OPTIMUM MOISTURE: 12. ! % LOCATION: %' j ! "9 MATERIAL: DATE TESTED: '! ,- • t c - 11 MAXIMUM DRY DENSITY: t -•r -Z LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT OF MOISTURE. INCHES tbs. cu. ft. tbs. cu. R. MAX. DENSITY PERCENT z. J Sw- v-IZ /oz-3 Submitted by, CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 -7 'a&5B Documented Construction Value: $ 4.164.00 Job Address: 4014 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-0610 Residential Q 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 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 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: Street: City, St, Zip: Bonding Company: Address: State License No.: CAC1816317 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51b 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 and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date 18 Signature of Contractor gent Date Robert Kulp Pririf'Contractor/Agent's blame _ Notary Public Stele of FlaAde lMy cMnM1sston GO 47038 Expires lo1D1/2021 8 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: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application 10 WORK ORDER tnh #• 33313 Date: 8/2/2017 144676 Subdivision Phase Bld UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 061 4014 Night Heron DrADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford IFL 32773CITY/STATE/ZIP: Lake Mary. FL 32746 City / State / Zip 1551 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a A/H-2 or FurnactJobContact: S Woolwine A/H-1 or Furnace FB4CNP030L00 Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NB02400G 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 Efficient 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 CU4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient Zoning Brand: Honeywell/Johnstone Vent. Damper Y8150A1017 Qty 1EAIPullsPermit: yes 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. 12 X Flue Pipe: X Grs.Stamped Returr 6 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 BF080 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 1.54 19.40 Rou hin 2,047.0003-Fabrication Labor 18.81 282.0804-Installation Labor 6.38 108.38 Trim 2.047.0006-Piping Labor 14-Kitchen Vent Trim 985.0002-Material/Tax 01-Equipment/Tax 1,334.45 Permit 70.00 80.0009-Permit/Other 1.10 13.87011-Delivery Labor 2.20 27.75 Total Contract: 4.164.0020-Pull Material Labor 2.50 42.5012-StartupLabor M m bed wic 10x6 100 ctm 10 x 6 105 dm tVTR7 O 678x4 , 4` N 46 dm m bath rvTR7 bed2 e x 4 0 NIox614x6 73 dm _ 285 28 dm 1114 cQ 14x6 10x6 10 x 8 102 dm 52 dm cl3 F bed3 Level 1 10 x 10 231 din 18xa T ravrF Y 11CFM• 8 24x18 899 d 1! a. 5' tOX6 74 dm foyer 10 x 10 231 dm faro- 0in-kit RIFS-1pantry AHU ON METAL STAND 10 TON 24OVI 5KW HP garage 7 Job M Ashton- Starlight Homes Energy Air, Inc Scale: 1/8" = 1'0" Performed for. Page 1 Lot 61 1551 SL 5401 EnergyAir, Ct RightSuite® Universal 2017 17. 0.08 RSU17013 Sanford, FL 32773 Orlando, FL 32810 Phone: 407-886-3729 2017. Apr--24 17:24:32 dham Pmserve%Lot 61 1551 SL.rup wwwenergyaircom GRenner@energyaircom CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 17 - a f 5 Documented Construction Value: S _ 3 —40 Job Address: Ll O 1 .AI i q h- je ,,r 1r Parcel ID: Historic District: Yes No Type of Work: Ne `} Addition Residentialq Commercial Alteration Repair Demo Change of Use Move Description of Work: m 0 r A) i cr n ^ e, - ,. - _ _ Plan Review Contact Person: Phone: Fax: Email: Title: Property Owner Information Name MCI e S Phone: y Ci% Street: , / Resident of property? : 0City, State Zip: { , L e ,t -Contractor Information a... _ t — Phone: 4nf] - (,,w D 1 Street: Fax: _ L/ 1) 7 _ /,,L J-7City, State Zip:\ tIgStateLicense o.: Architect/Engineer Information Name: Street: Phone: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 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: S" Edition (2014) Florida Building Code Revised: June 30, 2015 I Permit Application 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 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contractcreditwillbeappliedtoyourpermitfeeswhenthepermitisissuexceed the actual construction value, ed. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work win bedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of t)uvner/Agent Date Print Owns/Agent's name signature of NotaryState of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of ID II ) 7 ofent Date JC fif' f rOo Print ontractor/Agent's Name Signature of NotaryState of Florida Date a+ r:t ..4 PAMELA S TERNUS a Commission p GG 110622 Expires August 7, 2021 Of boa eabed nru Budget Notary Setvtoes Contractor/ Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [] Electrical [] Mechanical Plumbing[] Gas[] Roof [] Construction Type: 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: YesEl NOD # of Heads Fire Alarm Permit: Yes[] No [] APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30. 2015 Permit Application o. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION j Application No: 1-4 - Z(e5t5 q0 (l Documented Construction Value: S 5 9 2,4 Job Address: LLO I Pl-tcaHt Ft 1a f7r . Historic District: Yes No a Parcel ID: Residential Commercial Type of Work: New 9 Addition Alteration Repair Demo Change of Use Move Description of Work: g-2A pl,-,c &*e b4ca(,ey wy cJeJ ) COY Co Plan Review Contact Person: P I ae..s -- e"-y b s, b u. fa-e1 Phone: Fag: Email: Name Street: City, State Zip: Property Owner Information Phone: Resident of property? . Contractor Information Name a -1 V-i-,— *4 Quxyybiin Phone: -iL-4— 2.143-3 5--3 Street: 9-4c)l i3mt:-,yrc-.'1 Fag: Wca-I-- Z,40- C%c,l8& City, State Zip: O Acme lv , f=C 31&Zy State License No.: C-(C 0 Lori '-t 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, 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: P Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application i 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 ]CC 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 Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Signature of Contractor/Agent Date Print Contnactor/Agents Name i 17 Signature of No a 54tate of Florida Date K^.tJsl MY COt:1MJS&ON f FF 120904 EXPIRES: August 25, 2018 Owner/Agent is Personally Known to Me or n "I'e sotlally 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: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: COMMENTS: ENGINEERING: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application AW 9701 Bachman Road Established 1973 9507 State Road 52 123 Miller Road Orlando, FL 32824 www.Rm JKielty.co Hudson, FL 34669 Valrlco, FL 33594 iZno 55.2636 State Ucense•C CF-0O203 727- 863 5488 8 Ki 13. 661.0707 407 5 J. ELT4 Page:' OF Proposal No: 717-13532 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suits 124 Model: Hawking -1769 Lake Mary FL 32746 $5,925.00 WeProposeherebytofumishmaterialandlabor - complete in accordance with specifications below for the Sum of Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed In a workman like manner according to standard practices. Any alteration orrdevistion from specifications below involving extra costs will be uted only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents s beyond our control. Owner t(omado gird other necessary Insurance. Our workeB are 1 covered by workers compensation Insur AUTHORIZED SIGNATURE: TH13 PROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED IN 30 OP We hereby submit spedit ons and estimates for. Master Bath 1 Shower 1 Toilet 1 Lev Sterling Accord 60x36 Base 72270100 White With Walls And Moen Chateau TLt82 Chrome Valve Gerber Maxwell 21-9121.28 White Elongated By Bulkier With Moen Chateau 64925 Chrome Faucet 2nd 9ath Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1TubGerber Maxwell 21-9121.28 White Elongated. 1ToiletBy Builder With Moen Chateau 64925 Chrome Faucet 1LavKitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up thitilies 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Balling By Others) Baokflow Preventere Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 49 Sewer Allowance; Additional $12 per foot 4a Water Allowance; Additional $3 per foot 01- 713-37. e of Applies to any p direct t between an owner contractor and conditions are satisfactory anted hereby accepted. Y are authorized t dothe K) - Notice of Lien Laws - Florida Statutes 0work as specified. PaymentPwill be made above Prices, spa outlinedabove. I agree to pay reasonable attorneys fees court poste In the event of legal action. A monthly service charge of 1 1/2°.4 will be added after days. Any sewer taps deeper than 41/2 feet or requires backhoe or dewatering will be an extra charge. SIGNED: ` r ` DATE OF ACCEPTANCE & PAGE 2, Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 1-1- 2658 Address: A/o I4 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 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final P•Ll fVfIWt-?ElkM]T ' Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 CITY OF SANFORD 4 TQ 1 BUILDING & FIRE PREVENTION SEp - 5 2017 'Ib 65 PERMIT APPLICATION f -7ApplicationNo: j Cvs- Documented Construction Value: $ l _, fi 2ro5908.00 Job Address: 4o t t+ W =l i' ?won S4 y,_Au-d Historic District: Yes No Parcel ID: 17-20-31-502-0000- btsl O Wyndham Preserve Lot La I 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- 47-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 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, 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: 5i° Edition (2014) Florida Building Code Revised: June 30, 20IS Permit Application THIS INSTRUMENT PREPARED 13Y: I I'I' " I'" f"'I' 'II'I'I IIII Name; Starlight Homes Florida, LLC GRANT MALOYr SEMINOLE COUNTYAddress: 1064 Greenwood Btvd Suite 124 CLERK, OF CIRCUIT COURT & COMPTROLLERLakeMarv. FL 327dt3 89 8986 Ps 1161 (1P9s ) CLERK'S : 2017091534 NOTICE OF COMMENCEMENT RECORDED 09/07/2017 11:49:05 AMRECORDINGFEES $10.00 State of Florida RECORDED BY hdevore County of Seminole Permit Number Parcel 10Number 17-20-31-502-0000- OLolt 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) Wyndham Preserve. PB 81 Figs 93-102. Lot to 1 Address: u al 4 ^Dri ve I i 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 Title 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 within 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 Lienors 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 1, 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 Penalties of pwru4 I decl at I have read the foregoing and that the facts stated In It are true to the bes f ovule ge belief. owneep6lanawns Owners Prin Nano Florlde 713.13(1)(): -The owner must sign the notice orcommencement and no one else maybe permitted to sign In his or her stead State of _ 4 L County of 1t'1PlI. The foregoing Instrument was acknowledged before me this J t day of i &Ifi4 201:4 by _ jn "Y Q4X__1-.t Who is personally known to mA/ Name or person mIN statement OR who has produced Identification type of Identification produced: Sheyne Mangel NOTARY PUBLICie Expires 6/21/2021 STATE OF FLORIDA Kam. Comm# GG113111 Nagy signearre clj0 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 constru tion and zoning. 2 's 6 K(34w, Signature of Owner/ nt Date Signature of Contractor/Agent Date k, .e. col-.e 16% 118 !- Print Owner/Agen s Aarne Print Contractor/Agent's Name h -Aac4A $i31 I Signature of No -State of Florida Date Si W1 Dateta Shayne Mange! NOTARY PUBLIC STATE OF FLORIDA STATE OF FLORIDA Comm# GG11311 1 Expires 6/21l2021 Owner/Agent sonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY OTARY PUBLIC Comm# GG113111 19 Expire/6/21/2021s Contractor/Agetl s Personally Known to Me or Produced ID Type of ID Permits Required: Building© Electrical Q Mechanical© Plumbing© Gas[ -]Roof Construction Type: II/S Occupancy Use: Total Sq Ft of Bldg: Z 0 % % Flood Zone: 'K j-E a drkcHEb Min. Occupancy Load: 1 I # of Stories: 123 New Construction: Electric - # of Amps /Sc . Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No ® # of Heads Or APPROVALS: ZONING: 11 UTILITIES: COMMENTS: ENGINEERING: t-A (- a--1Al FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 13(• 4 °lo ime. t551 I kalley - S , G R S Fire Alarm Permit: Yes No [R WASTE WATER: BUILDING: SF /)- G -,,7 Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION SEA 2O1T PERMIT APPLICATION Application No: Documented Construction Value: S k 0 B. Job Address: t-Fo t y Historic District: Yes No Parcel ID: 17-20-31-502-0000- blot O Wyndham Preserve Lot La I Residential ® Commercial Type of Work: New ® Addition Alteration 0 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 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 200 Resident of property? : No 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 Fag: 407-647-0700 City, State Zip: Lake May, FL 32746 State License No.: CGC1522347 Arch itect/Eng I neer Information Name: Mulhem 8 Kufp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.tom 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: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records 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 constru tion and zoning. Signature of Owner/ t Date Signature of Contractor/Agent Date Print Owner/Agen s Rame Print Contractor/Agent's Name c 1311 ra- "1 r1Ot-n 4E I - Signature of No -State of Florida Date Share Mange. NOTARY PUBLIC STATE OF FLORIDA Comm# GG11311 6 Expires 6/21 /2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Si OTARY PUBLIC Comm# GG113111 Expires 6/21/2021 Contractor/Aget>S Personally Known to Me or STATE OF FLORIDA Date 19 Produced ID Type of ID Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: q// WASTEWATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 201 S Permit Application 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: 4014 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0610 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: E 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 - C US' ONLY Flood Zone: X Base Flood Elevation: N/A Datum: NSA 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 M The parcel is not in the: M floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-2658 Reviewed by: Michael Cash, CFM Date: September 7, 2017 r n o o Application for Paved Driveway, Sidewalk or a Walkway Including Right -of -Way Use & FtiOl;;oq Landscaping in Right -of -Way www.sanfordfl.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 City'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 / or any construction of a 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 Knwwuwbelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Call eoror•roum 1. Project Location/Address:`tO%L-"(- 3;cl' I I 2. Proposed Acilvity: MDrlveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Descrlptlon of Work: C..rri%'r r LM C V V un-" 12.. This Signature: I, Address: 1 0c4 Phone: 4 i-1- by. Print Name: 11'1 4. k--GALL MLrv. Ce -6X t4 e Fax: '-ko'1-toil"[- O-TOO Email: Date: 1- 51-1 maintenance rtesponsiduities maemnitication 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 InstallatioNtmprovement 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 Requestor'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 councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, Balms, 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 tight -of -way. I haver6ad and tlpdep*dPe above statement and by signing this application I agree to its terms. Signature: Pre -pour Inspection by: Application No: Reviewed: Public Works utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Date: B- 31-1:1. This permit shall be posted on the site during construction. call 407.688.5080 24 hours In advance to schedule a pro -pour inspection. Dale: Official Use Only Fee: Date: Date: Date: Date: (Q'-)-201-? Date: November 2015 ROW Use Ddveway.;W 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 61 1551 SL Builder Name: Ashton Woods gvtLD/HG Street: 1+6%4 N k7q t- 4.0tirn Y--L, Permit Office: Seminole County City, State, Zip: Sanford . Fl--52773 Permit Number: 7 - 2 6 5 8 SANFORD Owner: }e,1 t t i inn e/L Jurisdiction: p4fSv Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) O cpAR 1. New construction or existing New (From Plans) 9. Wall Types (1675.3 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1362.70 ft2 b. Frame - Wood, Adjacent R=13.0 312.67 ft' 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1567.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1567.00 ft2 6. Conditioned floor area above grade (ft2) 1567 b. N/A R= ft' Conditioned floor area below grade (ft2) 0 c. WA R= H' 11. Ducts R fe 7. Windows(139.0 sgft.) Description Area a. Sup: Attic, Rat: Main, AH: Main 6 313.4 a. U-Factor: Dbl, U=0.34 98.00 ft' SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft212. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 30.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 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 (1567.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1567.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.089 Total Proposed Modified Loads: 48.01 PASSTotalBaselineLoads: 49.84 1 hereby certify that the plans and specifications covered by Review of the plans and i-ViE ft this calculation are in compliance with the Florida Energy specifications covered by this y0 Z Code. calculation indicates compliance F0 t''• gz,w,p with the Florida Energy Code. 1, a PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ Code. COO •O OWNER/AGENT: BUILDING OFFICIAL: DATE: I UDATE: L , 1 Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 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 On for whole house. 4/24/2017 5:28 PM EnergyGauge® USA - FlaRes2014 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 61 1551 SL User 1 Ashton Woods Seminole County Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1567 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 61 Seminole Sanford , FL. 32773 CLIMATE 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 Blockt 1567 14573.1 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1567 14573.1 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 146 ft 0 1567 ft' w 0 0 1 ROOF v # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pilch Tested Insul. (deg) 1 Hip Composition shingles 1752 ft' 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1567 ft' N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1567 ft' 0.1 Wood 4/24/2017 5:28 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 i FORM R405-2014 WALLS Adjacent Space Cavity Width AIMI Toe1 Height Sheathing Framing Solar Below N 2 E 3 S 4 W 5 E Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Frame - Wood Mein 4.1 31 9 9 4.1 24 6 9 4.1 45 0 9 4.1 44 9 9 13 33 6 9 4 296.3 ft2 4 228.7 ft2 4 420.0 ft2 4 417.7 ft2 4 312.7 ft2 0 0 0 0 0 0 0.6 0 0.6 0 0.6 0 0.6 0 0.01 0 0 0 0 0 DOORS Ornt Door Type Space Storms U-Value Ft Width In Height Ft In Area 1 2 E Wood Main E Wood Main None None 39 3 39 2 10 6 10 6 10 20.5 ft2 19.4 ft2 WINDOWS Orientation shown is the entered. Proposed orientation. Wall Omt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 n 1 Vinyl Low-E Double Yes e 2 Vinyl Low-E Double Yes s 3 Vinyl Low-E Double Yes w 4 Vinyl Low-E Double Yes W 4 Vinyl Low-E Double Yes 0.34 0.26 0.34 0.26 0.34 0.26 0.34 0.26 0.58 0.25 8.0 ft2 1 ft 0 in 15.0 ft2 1 ft 0 in 15.0 ft2 1 ft 0 in 60.0 ft2 1 ft 0 in 41.0 ft2 1 ft 0 in 1 ft 0 in 2 ft 0 in 1 ft 0 in 1 ft 0 in 1 ft 0 in Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Exterior 5 Exterior 5 Exterior 5 Exterior 5 None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 407 ft2 384 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 EIA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1700.2 93.34 175.54 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/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 cfm 0.75 1 sys#1 4/24/2017 5:28 PM EnergyGauge® USA - FlaRes2014 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 6 313.4 ft Main 78.35 ft Prop. Leak Free Main cfm 47.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinJan Feb (] Mar C) Feb (X) Mar Apr I AprI Ma ri Jun rl Jul ri Au May Jun Jul Au Sep riSe E Oct [ ] OctNov Nov Dec X] Dec Ventin Jan Feb [X] Mar X] A r may Jun JulAug Se X Oct [X) Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 51 0 0 1 - Electric Heat Pump 1 - Central Unit 4/24/ 2017 5:28 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 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 (ft') 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 Single-family a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent 1 c. WA 3 d. N/A 10. Ceiling TypesNoa. Under Attic (Vented) 1567 b. N/A Area c. N/A 98.00 ft' 11. Ducts a. Sup: Attic, Ret: Main, AH: Main 41.00 ft= 12. Cooling systems ft' a. Central Unit ft' 1.000 ft. 0.257 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1567.00 ft' b. N/A R= ft' c. WA R= ft' 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: Date: Address of New Home: L(pl Q City/FL Zip: Insulation Area R=4.1 1362.70 ft' R=13.0 312.67 ft' R= ft' R= ft' Insulation Area R=30.0 1567.00 ft' R= ft' R= ft' R ft2 6 313.4 kBtu/hr Efficiency 30.0 SEER:14.00 kBtu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Szz 0--®. 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. 4/24/2017 5:28 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 61 1551 SL Builder Name: Ashton Woods 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/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 4i24i2017 5:28 PM EnergyGauge® USA - FlaRes2014 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 61 1551 St. Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1567 sq.ft. Cond. Volume: 14573 cu fL Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data I I E HOUSE PRESSURE I FLOW: I EqLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: WE 4/24/2017 5:28 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software 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 61 1551 SL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaae 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, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 0 -olE STgl. a k;20.§D WE 4/24/2017 5:28 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 f Job: Ashton- Statiight Homes ft + wrightso• Project Summary Date: 10110/2016 Entire House By: Energy Air, Inc Plan: 1589 S 5401 Energy Air. Cl. Orlando. FL 32810 Phone 407-886.3729 Email: GRenner@energyaircom Web: www.energyaircom For: Lot 61 1551 SL, Ashton Woods Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 14474 Btuh Ducts 1392 Btuh Central vent (51 cfm) 1440 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 17305 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 ft He1560 CO1Area 5602) Volume (ft3) 14553 14553 Air changes/hour 0.26 0.14 Equiv. AVF (cfm) 63 34 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO240000A AHRI ref Efficiency 8.2 HSPF Heating input Heating output 28600 Btuh @ 47°F Temperature rise 29 OF Actual air flow 899 cfm Air flow factor 0.057 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 13919 Btuh Ducts 1860 Btuh Central vent (51 cfm) 982 Btuh Blower 0 Btuh Use manufacturer's data Rate/swing multiplier y 1.00 Equipment sensible load 16761 Btuh Latent Cooling Equipment Load Sizing Structure 1605 Btuh Ducts 181 Btuh Central vent (51 cfm) 1508 Btuh Equipment latent load 3294 Btuh Equipment total load 20055 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO240000A Coil FB4CNP030L AHRI ref Efficiency 11.7 EER, 14 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.057 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.84 Capacity balance point = 32 OF Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilghtSoft• Right -Suite® Univ24ersal201717.0.08 RSU17013 2017-Apr-24 17: Pagege I1 ACCA ...ot Specific\Wyndham PresemelLot 61 1551 SL.rup Calc = W8 Front Door faces: E Manual S Compliance Report Job: Ashton- StadightHomes wrightsoft• Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 1589 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-US-3729 Email. GRenner(Menergyair.com Web: vmw.energyair.com Project• • For: Lot 61 1551 SL, Ashton Woods Homes Sanford, FL 32773 Cooling Equipment Design Conditions Outdoor design DB: 92.6°F Outdoor design WB: 75.9°F Indoor design DB: 75.0OF Indoor RH: 50% Sensible gain: 16761 Btuh Latent gain: 3294 Btuh Total gain: 20055 Btuh Estimated airflow: 899 cfm Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 16678 Btuh 100% of load Latent capacity: 4080 Btuh 124% of load Total capacity: 20758 Btuh 104% of load SHR: 80% Heating Equipment Design Conditions design DB: 44.2°F Heat loss: 17305 Btuh Indoor design DB: 70.0°F Manufacturer's Perfomnance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 165% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5.6 kW 110% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Entering coil DB: 76.0°F Entering coil WB: 63.4°F Entering coil DB: 68.5°F Capacity balance: 32 OF Economic balance:-99 OF 2017-Apr-24 17:24:17 wrightsoft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 CCA ...ot Specific\Wyndham Preserve\Lot 61 1551 SL.rup Calc - MA Front Door feces: E r Duct System Summary Job: Ashton -Starlight Homes wrightsofte y Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 1589 S 5401 Energy Air. Cl, Orlando. FL 32810 Phone: 407-886-3729 Email: GRenner@werWircom Web: www.energyalmom For: Lot 61 1551 SL, Ashton Woods Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 10.140 in H2O 0.183 in/100ft 899 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.183 in/100ft 899 cfm 153 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ba2 c 100 3 6 0.360 4.0 Ox 0 VIFx 7.8 70.0 bed2 h 1296 73 42 0.189 6.0 OX 0 VIFx 23.5 125.0 st2 bed3 h 1808 102 77 0.193 6.0 OX 0 VIFx 20.1 125.0 st2 cl2-A h 467 26 13 0.187 4.0 Ox 0 VIFx 24.7 125.0 st2 c13-A h 912 52 23 0.183 5.0 Ox 0 VIFx 27.8 125.0 st2 fam-din•kn c 4058 168 231 0.295 8.0 Ox0 VIFx 14.9 80.0 fam-din-kit-A C 4058 168 231 0.268 8.0 Ox 0 VIFx 24.6 80.0 foyer h 1301 74 58 0.350 5.0 Ox 0 VIFx 5.0 75.0 laun c 629 2 36 0.385 4.0 OX 0 VIFx 2.7 70.0 m bath h 807 46 27 0.198 4.0 OX 0 VIFX 16.2 125.0 SO m bed c 1849 85 105 0.196 6.0 OX 0 VIFx 17.6 125.0 stl Wc h 1772 100 49 0.190 6.0 OX 0 VIFx 22.6 125.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk SO Peak AVF 231 181 0.190 523 9.0 0 x 0 VinlFlx st2 Peak AVF 254 155 0.183 575 9.0 0 x 0 VinlFlx Bold/italic values have been manually overridden 2017-Apr-24 17:24:17 wrightSOW Right -Suite® Uni%ernal 2017 17.0.08 RSU17013 Page 1 ACCK ...ot SpecificlWyndhem Preserve\lot 61 1551 SL.rup Celc = W8 Front Door faces: E Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mad Trunk rb1 Ox0 899 899 0 0 0 0 Ox 0 VIFx 2017-Apr-24 17 24:17 w ,I wrightSOW Right-Suke® Universal 2017 17.0.08 RSU17013 Page 2 ACZK ...ot Specific\Wyndham Preserve\Lot 61 1551 SL.rup Celc = MJ8 Front Door faces: E m bed wic 10x6 100 cfm 10 x 6 105 drn 7VTR 6 6" 7 8 x 4 r vta 46 crm 4 « m bath bed2 10x6 14x6 73 cfm , 9" ac 3VTa 5" 8x4 (5 « 10x6 74 drn foyer Level 1 10 x 10 231 drn 18x8 8x4 5' 8 \ 26 d'jdrn op 14 x 6 10x6 10 x 6 102 drn 52 drn cl3 bed3 rs01VTR 51 CFM 24x18 899 cfrg 10 x 10 231 efm faro -din -kit AM pantry AHU ON METAL STAND 2.0 TON 240VI 5KW HP garage Job #: Ashton- Starlight Homes Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 1 Lot 61 1551 SL 5401 Energy Air, Ct RightSuite® Universal 2017 17.0.08 RSU17013 Sanford, FL 32773 Orlando, FL 32810 2017-Apr-24 17.24:32 Phone: 407-886-3729 ...dham Preserve\Lot 61 1551 SL.rup wwwenergyair.com GRenner@energyair.com 1-1/2" VTR JL KS AUTO VENT WM LAV LAV WC 2@1% iWC TUB O 2" 3" 2" 2 p 3" of 319 TUB 311 31@7 D Ztt Q p o1 tiT o e N 3" 1 PLAN 1551 CD C/o PLUMBING RISER DIAGRAM BUIIMING 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 users sole risk. POINT'OF MENCEMENT WEST CORNER OF THE RTHEAST 1/4 OFFCTION17-20-31 CCR #55989 I WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 BASIS OF BEARING) cri u? PALMER'S SUBDIVISION 0 PLAT BOOK 2, PAGE 41) o o POINT OF BEGINNING N89'40'S1 "E 351.39' LEGAL DESCRIPTION O Z WYNDHAM PRESERVE - LOT 61 PLOT PLAN WYNDHAM PRESERVE LOT 61 Proposed) ZONIN10. Ok to construct single family home with setbacks and impervious area shown on plan. 3 6. y "/o i r-p 16P 101- 21,058 LOT 60 I 1— — — A09*4-T'17;"F 11S .01' I rr- T 4B.5--- --- L-------- - - - - -- rl--- 25.3 I E intaF . I Z w 10.0 I W LOT 61 o w AREA = 7, 149 S.F. ± yw I ' Gr. ti7 I o I ' I I ' 48.5' PROPOSED 1 STY RESIDENCE 4014 NIGHT HERON DRIVE MODEL 1551 HALLEY ELEVATION - S GARAGE - RIGHT FFE= 27.4 PAD 119. 14' S89' LOT 62 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side 7.5' PCP 3. 0' 25. 0' Q I PROPOSEb O N DRIVEWAY, 7. 0 I O M h. o I 7. 0 PROPOSED y. a CONC WALKI F Z N e a oW O apt, I1 ova 9 . or 0.0 I W 25. 3 I 4 3.0 W i i I O 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 Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 1,591.14 feet; thence N.89040151"E., a distance of 351. 39 feet to the POINT OF BEGINNING; thence N.00°18'02"W., a distance of 60.00 feet; thence N. 89043'03"E., a distance of 119.16 feet, thence S.00°16'57"E., a distance of 60.00 feet; thence S. 89043'03"W., a distance of 119.14 feet; to to the POINT OF BEGINNING. Containing 12,342 Square feet, more or less. LB LEGEND:ADUSSD—Access/Drainage/Utilities/Sidewalk 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 — Plot FFE—Finish Floor Elevation D. .— Deed Book Water Meter O. R.—Official Records Book 04—Water Valve P. B. —Plat Book b -Fire Hydrant Pg•— Poge RC® —Reclaimed Water Meter Elev.— Elevation RCD4—Reclaimed Water Valve Conc.— Concrete Cable Box BP — Brick Paver m —Telephone Box SW — Sidewalk E —Electric Box FFE — Finished Floor Elevation O-Utility Pole Cl — Curb Inlet Guy Pole G I —Grote Top Inlet Light Pole P. U.E.—Public Utility Easement E--Guy Anchor RCP — Reinforced Cone. Pipe OU--Overhead Utilities PVC — Polyvinyl Chloride O—Storm Sewer Manhole NCS — No Comer Set (Falls in Water) G —Sanitary Sewer Manhole SF — Square Feet ENHO —Electric Handhole D. U.E.-Drains a Utility Easement COO -Clean Out FMGD- MAG NAIL & DISK XVD4-Irrigation Control Valve P. K.-Porker Kolon Nail l*-Sign SIR - Set 1/2' Iron Rod L87768 WD4-Gate Water Valve SPKD - Set P.K. & Disk L87768 Gas Meter FIR - Found 1/2' Iron Rod LB7768 11-9-Existing Grade FlP -Found 1/2" Iron Pipe L87768 a -Blow-off Valve FPKD- Found P.K. Nail & Disk L87768 -0---Drainage Flow Direction FCM- Found 4'x4" Concrete 1 Proposed Design Grade Moaen may nument PRM L87778 -As-Built/Existing Grode Note: Someitemsinabovelenothp ;enhie Order No. RELOCATE A/C PAD I10/4/17 JE 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 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "1NYNDHAM 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) iI r mimes D. LS6915 FLORIDA PROFESSIQ( t+fil ae?PdR NO. ................» NOT VAUD WRHOUT_ _ E'SIC>;tU fd E AND THE ORIGINAL W P- a N la zgQ s OU- o WoW 3 i Ewa v o 0 z uo PCP4 U DIAMNSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 7.149 SQ.Fr. LIVING AREA= 1. 567 SQ.FT. GARAGE = 407 SQ. FT. PORCH = 79 SQ. FT. DRIVEWAY = 405 SQ. FT. PATIO = 100 SQ. FT. WALKWAY = 51 SQ. FT. IMPERVIOUS= 36.4 X SOD = 4.540 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1. 500 SQ.FT. APRON = 114 SQ. FT. SIDEWALK = 300 SQ. FT. SOD = 246 SQ. FT. TOTAL AREA AREA = 8.649 SQ.FT. DRIVEWAY = 519 SQ. FT. SIDEWALK - 351 SQ. FT. SOD = 5.339 SQ.FT. 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 Y DESCRIPTION: PROPOSED LOT 61, according to the plat of "WYNDHAM 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 Surveying, Inc. Drawn: JE I Checked: JDL I P.C.: Data RIe:BrisswEast-Plat Date:04/19/ 17 Dwg: BrimnEast-lot Order No.: SEC. 17 — TWN. 20 S. — RNG. 31 E. Feld Sk: RECORD COPY PAL.MER ELECTRIC Ashton Woods Homes Seminole 1551 Starlight LOAD CALCULATION May 26, 2017 1. H VAC LOADS (NEC 20l 1 - 220.82(Cl(31- (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 Ca 100% TOTAL LOAD FOR AIR HANDLER @ 65% TOTAL HVAC DEMAND LOAD 1111. GENERAL LOADS (NEC 2011 - 220.82(BI(I1- (411 CONNECTED LOAD 5.40 KVA BLOWER MOTOR CONNECTED LOAD e)lLDING0.67 7 67 KVA SANFORD OFjOAR''c, 13.07 KVA 5.40 KVA 4.99 KVA #19_2658 10.39 KVA LIGHTING 1567 Sq Ft © 3VA/Sq. Ft 4.70 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 450 4.50 KVA 0 WATER HEATER (2) 450 1 DISHWASHER 1.20 1.20 KVA 1 DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN(1) 7.20 1 RANGE/OVEN (2) 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 1440 0 80AMP POOL CIRCUIT 1920 CONNECTED LOAD (GENERAL LOADS) 35.20 KVA IST 10 KVA (GENERAL LOADS) Q 1000% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.08 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(Bll 20.08 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.08 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(All 30.47 KVA MINIMUM SERVICE SIZE 126.94 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram 150-Amp. 06in 120V: / 240V Typical 150 Amp Interior Panel 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL EC 250.94 Intersystem Bonding Bridge Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp I Concrete Encased Electrode 17-2658 r Lumber design val'ues'are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: 1111682 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Starlight Project Name: Lot 61 Wyndham Preserve Model: 1551 Tq y1s33610-4115 Lot/Block: 61 Subdivision: Wyndham Preserve Address: N/A City: Sanford State: FL 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: FBC2014ITP12007 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 26 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name I Date 1 IT11363906IC1 6/14/17 118 1 T11363923 1 CJ1 6/14/17 12 1 T11363907 1 C2 16/14/17 119 1 T11363924 1 CJ1A 16/14/17 13 1 T1 1363908 1 C3 16/14/17 120 1 T11363925 1 CJ3 16/14/17 14 1 T113639091 C4 16/14/17 121 1 T1 1363926 1 CJ3A 16/14/17 1 15 1 T1 1363910 1 C5 16/14/17 22 1 T113639271 CJ5 16/14/17 1 6 1 T11363911 C6 6/14/17 23 1 T11363928 1 CJ5A 6/14/17 7 1 T11363912 1 C7 6/14/17 24 IT11363929JEJ6 6/14/17 18 1 T11363913 1 C8 16/14/17 125 I T11363930 I EJ7 16/14/17 19 1 T1 1363914 1 C9 16/14/17 126 1 T11363931 1 HJ7 16/14/17 1 110 1 T1 1363915 1 C10 16/14/17 1 1 I I Ill I T113639161 C 11 16/14/17 112 1 T113639171 C12 16/14/17 113 1 T1 1363918 1 C13 16/14/17 114 1 T1 1363919 1 C14 16/14/17 15 1 T11363920 1 C15 6/14/17 16 1 T1 13639211 C16 6/14/17 117 I T11363922 1 C 17 16/14/17 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 (Groveland, FL). Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. J LDINC 50FOV0 FPARr' 7- 2658 J ER P. R N 3 STATE OF i A, O R p N S ,. , i--,,,,LeON A`,,` WalterP. Ann PENo. 21639 Mrrek USA. Inc. A. Cert 6634 6904 Parim East ON. Tampa A. 33610 age: June 14,2017 Finn, Walter 1 of 1 Jou Truss Truss Type a ry P y T11363906 1111682 I C HIP GIRDER 11 2 Ob Reference (optional) Duma's rim awrps1 urwe ana, 11 s nw w• • • • ••• • o •••••• o•. •••••. .. 10:OT3e7bbeLkPIRgLK3aGvoCz80E8-WKhVRvi76; 4FtFMgUxH65sSxUd4phnW4rstb23z6LgR 1 0 3-0.14 7-0-0 12-2.8 t7-3-a 22 4 0 27.4-12 32.5.8 371:2 42.10.2 44.9.0 -0 0 3-8-14 3.2-2 5.2-8 5-0.12 5 0.12 5-0-12 5412 5.2.8 3.2.2 3.9-14 -0 IScale a 181.6 3x6 II 6x8 = 5.00 2 8x10 = 3x6 II 5x8 = 6x8 = 5x8 = 3x6 II 8x10 = 4 31 32 5 33 34 6 35 7 8 36 37 9 38 10 11 39 40 41 12 3x4 i 30 j 3 13 di o 1 2 1 14 15 77Y L•A 26 25 42 43 24 44 45 23 22 46 47 21 48 49 20 19 5o 51 1e 52 53 17 16 1.5x8 STP 3x6 11 4XIS = 4x12 =' 6xl2 MT20HS = Sx8 = 3x6 11 dx12 = 4x6 = 3x6 11 1.5x8 STP = 5x8 = 3x6 11 6xl2 MT20HS = Sx8 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x8ISP 240OF 2.0E 'Except' TOP CHORD 1-4,12-15, 2x4 SP M 31 BOT CHORD BOT CHORD 2x8ISP 2400E 2 OE WEBS 2x4 P No 3 SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.15 Ven(LL) 0.56 21 959 240 MT20 244/190 Lumber DOL 1.25 BC 031 Vert(TL) 0.95 21 562 180 MT20HS 187/143 Rep Stress Incr NO W S 0.77 Horz(TL) 0.17 14 n/a rVa Code FBC2014/TPI2007 Matrix-M) Weight: 677 lb FT = 0% REACTIONS. (Ib/ ize) 2=3097/0.8.0. 14=3097/0-8-0 IaA Horz 2=-75(LC 28) Ia Upllft2=-1449(LC 8). 14— 1449(LC 9) M x. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-=-7467/3466, 3-4=-7682/3627, 4-31= 1067e/5100, 31.32=-10683/5101, 5. 2=-10687/5103, 5-33= 10678/5095, 33.34=-10678/5095, 6.34=-10678/5095, 6-35=-13542/ 6458, 7-35=-13542/6458, 7-8=-13542/6458, 8.36=-13542/6458, 36{37_ 13542/ 6458, 9-37=-13542/6458, 9-38=-10677/5093, 10-38=-10677/5093, 1 39=-10677/5093, 11.39=-10677/5093, 11.40=-10686/5101, 40-41=-10681/5099, 12 1=-10677/5098, 12-13=-7682/3626, 13-14=- 7466/3461 2-=-3195/6874, 25-26=-3195/6874, 25-42=-3273/ 7126, 42-43=-3273/7126, 24 t 3_ 3273/7126, 24-44=-6027/12835, 44- 45=6027/12835, 23-45=-6027/12835, 22-23=-6027/12835, 22.46=-6027/12835, 46.47=- 6027/12835, 21-47= 6027/12835, 21 48=-6022/12833, 48-49= 6022/12833, 20-49=-6022/12833, 19-20=- 6022/12833, 19- 0=-6022/12e33,50-51=.6022/12833,18-51=-6022/12833,18-52=- 3260(7126, 52- 3=-3260/7126, 17-53= 3260/7126, 16-17=-3116/6873, 14.16= 3116/6873 3-2=-285/189, 3-25=-242/394, 4.25=-264/819, 4-24=- 1949/4065, 5-24=-726/555, 6-2 = 2461/1180, 6-22=0/377, 6-21=-454/828, 8-21=- 523/464, 9-21=-459/830, 9-2=0/377, 9.18=-2461/1179, 11.18=-726/556, 12-18=- 1949/4064, 12-17=-2e3/819, 13- 7=-241/394, 13-16=-285/189 FORCES. (lb) TOP CHORD BOT CHORD WEBS BRACING - Structural wood sheathing directly applied or 6-0. 0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be c nnected together with 10d (0.131' x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0.9-0 oc. Bottom chords colnected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are cons dered 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 (13). unless otherwise Indicated. 3) Unbalanced root litre loads have been considered for this design. 4) Wind: ASCE 7-10 JVUlt=140mph (3-second gust) Vasd=108mph; TCDL=4. 2pst; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelop) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate rainage to prevent water ponding. 6) All plates are MT2 plates unless otherwise indicated. 3d ihR,@pIK{tsg8fj@ryoj the plate is required to be placed over the splice line at joint(s) 4, 12. Q WARNING - Verify dj gn perometan and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD67472 rev. 1402MI S BEFORE USE Deslgn valid for use y with Mil lek®connOctas. this design is based only upon Morneters shown, and Is fa an Individual building component, not a truss system. Before txAding design. 0ac, the txA dng designer must verity IoppilcafAlty of design patarneidns arxt properly Incoipoiato thts doslan Into Oneoverall Uxticaled is to prevent tx,mk tng of InclIvldu l Muss web and/or chord members orgy. Additional lompoto yand permanent txacktg M iTek' Is UwnYs requked for fatxk allom storage, detivery, lik"lly and to prevent coltalm wtlh possUe porsorcA Injury and propeny dcnnage. For general guidance tegadng the erection and biocing of trusses and truss systems. seeANSI/FPI I Quality Criteria, OSB-89 and BCSI Bulldtng Component 6904 Parke East Blvd. Safety Information av4fficUe from Mum Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job Truss russ ype . ry Ply T11363906 1111682 Gt HIP GIRDER 1 2 Job Reference (optional) Buaaers First 5 fee. Gtovetane. FL.;mno 7.640 a Ap, , a 20iG m, as lvWuaiiiva. awe. .•au ou, , , v av v ga c ID:DT3e7bbeLkPtRgLK3aGvoCz8OE8-W KhVRv8XDA4FtFMgUXH65sSxUd4phnW 4istb23z6LgR NOTES- 8) Plate(s) at J Int(s) 4 and 12 checked for a plus or minus 2 degree rotation about Its center. 9) This truss s been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 10) ' This trus 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 mem IS. 11) Provide Inhanical connection (by others) of truss to bearing plate capable of withstanding 1449 lb uplift at Joint 2 and 1449 lb uplift at joint 14. 12) 'Semi -rigid Itchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) r other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 213 lb up at 7-0-0, 87 lb down and 122 lb up at 9-0.12, 87 lb down an 122 lb up at 11-0-12. 87 lb down and 122 lb up at 13-0-12. 87 lb down and 122 lb up at 15-0-12, 871b down and 122 lb up at 17-0.12. 87 lb down and 122 lb up at 19-0.12. 87 lb down and 122 lb up at 21.0.12, 87 lb down and 110 lb up at 22-4-0, 87 lb down and 122 lb up at 23-7.4, 87 lb down and 122 lb up at 25-7-4. 87 lb down and 122 lb up a 27-7-4. 87 lb down and 122 lb up at 29.7.4, 87 lb down and 122 lb up at 31-7-4, 87 lb down and 122 lb up at 33-7-4, and 87 lb down and 122 lb up at 35-7-4, and 173lb do and 213 lb up at 37-8.0 on top chord, and 307 lb down and 137 lb up at 7-0.0, 65 lb down at 9-0.12, 65 lb down at 11.0-12, 65 lb down at 13-0-12, 65 lb down at 15-0.121, 65 b down at 17-0-12, 65 lb down at 19-0-12, 65 lb down at 21-0-12, 65 lb down at 22-4-0, 65 lb down at 23-74. 65 lb down at 25-7-4, 65 lb down at 27.7-4. 65 lb down at 29 7-4, 65 lb down at 31.7-4, 65 lb down at 33-7.4, and 65 lb down at 35-7-4, and 307 lb down and 137 lb up at 37.7-4 on bottom chord. The design/selection of such tonne tlon device(s) is the responsibility of others. LOAD CASES Standard 1) Dead + Roof Ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert.-4=-54, 4-12=-54, 12.15=-54, 2-14=-20 Concentrated Loads (Ib) Vert:=-126(8) 7=-87(B) 12=-126(B) 25=-307(B) 6=-87(8) 22=-41(B) 21=-41(13) 8=-87(B) 20=-41(8) 9=-87(B) 17=-307(B) 31-87(B) 32=-87(B) 33-87(B) 34=-87(B) 35-8 (B) 36=-87(B) 37=-87(B) 38=-87(8) 39=-87(8) 40-87(8) 41=-87(B) 42=-41(8) 43=-41(B) 44=-41(8) 45=-41(B) 46=-41(8) 47= 41(8) 48=-41(8) 49— 41(8) 50=-4 (B) 51=-41(B) 52=-41(B) 53=-41(B) 0 WARN/NO - Varfrparameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE M114479 rev. 1002201S BEFORE USE Design lot Mltek®connoclots tNs design Is based only upon paiameters shown. and h let an kxlMdttat Wilding component, notvalkluseth o buss syslem. Belo"t- txAdho he building designee a null verify the gXAkalAllfy of design fxbanetors and rxoperly incorporate this design Into the overall cbslgn. Brdicated Ls to peeveni IxraklUhg of indNkWCA truss web and/or chord members orgy. Addlllonatfomr.)NMandMfffKuwntbtaCUng MiTek' k otways eeguked llty and to rxeveni collapse with possible personal Ejoy and Ixopeny damage. Foe general aukknee regatdl hg the 6904 Parke East BlvdIctxlcatlon. storagry. etecllon and Ixacing of misses and tness systems soeANSI/IPI I Guatlty Cnferia. DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information e from Tom Plato InsIIMo. 218 H. lee Street. Sidle 312, Alexarndela. VA 22314. Job Truss Truss Type atyply T11363907 1111682 02 Hip 1 t Job Reference(optional) 6x8 = ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-EFIHXKGotFLg4n713eSSVzsbIfUS1Mt2?F.,--z6,.I 15-0.14 22.4-0 28.11.2 35.8-0 39.10.2 _ 44.84 4b-8-0 6.8-14 6.7.2 6-7.2 6.8.14 4-2.2 4-9.14 -0 Sx8 = 2x4 II 5x8 = Sze = 6x8 = 5 6 7 8 9 Iffla 7177 qbt6S, cl- a, 19 18 17 16 15 14 13 t.Sx8 ST = 5 4x10 MT20HS = 5X — 2x4 11 5X — 06 2x4 11 4x10 MT20HS = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD SOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 CSI. DEFL. In loc) Vdefl L/d Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.46 16 999 240 Lumber DOL 1.25 BC 0.29 Vert(fL) 0.82 16 653 180 Rep Stress Incr YES WB 0.53 Horz(fL) 0.18 11 n/a n/a Code FBC2014/TPI2007 Matrix-M) SP No.2 'Except' 7.9: 2x6 SP M 26 iSPM26 SPNo3 Scale = 1:81.6 a 11 12 T 1 Sx8 STP = 4x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 278lb Ff=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-0-13 oc bracing. WEBS 1 Row at midpt 5-19, 8.13 size) 2=1707/0-8.0, 11 = 1707/0-8-0 x Horz 2=-96(LC 11) x Uplift2=-711(LC 6), 11=-711(LC 7) ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2 3=-3846/1649, 3.4_ 3564/1532, 4.5=-3295/1459, 5.6=-5117/2355, 6.7=-5117/2355, 7 8=-5117/2355, 8-9=-3295/1459, 9.10=-3564/1531, 10-11=-3846/1649 2 19=-1475/3532, 18-19=-2019/4673, 17-18=-2019/4673, 16.17_ 2019/4673, 1 16=-2008/4673, 14.15=-2008/4673, 13.14=-2008/4673, 11-13=-1446/3532 19=-307/300, 4.19_ 393/1099, 5-19— 1659/817, 5.16— 364/576, 6-16=-342/286, B 16=-365/576, 8-13=-1659/817, 9-13= 393/1099, 10-13=-307/300 NOTES- 1) Unbalanced too live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsf; h=1 Sit; Cat. If: Exp C; Encl., GCpi=0.18; MW FRS (envel e) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed', end vertical left and right exposed,C-C for members an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequat drainage to prevent water ponding. 4) All plates are M 0 plates unless otherwise indicated. 5) This truss has b an designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has een 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 b ttom chord and any other members. 7) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 711 lb uplift at joint 2 and 711 lb uplift at joint 11. 8)'Semi-rigid pitch reeks Including heels' Member end fixity model was used in the analysis and design of this truss. o Q WARNING • Vorfly J.n peremetem and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PACE NIF7472 rev. Iu VA95 BEFORE USE. Design valid tot use y veth tAIlei® convectors. Ms deslen Is bated only upon potanoters shown. and Is for ankldlvkfrtU bt9ding component. rat a truss system. Before use. the bHltdinp designer must vedty Ito applicability of design paatnolors and txopedy corporate this design Into the overall building design. 0 In Icalod is to prevent buckling of Individual Ifuss web and/or chord members only. Add9tbrtd temporary and permanent bracing MiTek' is always recplred tot tabUlty and to prevent collapse wllh Possible personal tlpay and property danage. For general guidance tegamrtg tto tab ricatkm, storage. ellvery, erection and bracing of trusses and tear systems. seeANSI/TPI1 Quality Criteria. OSS-89 and SCSI BulWlnp Component 6904 Perks East Blvd. Safety Information av Icblo from fruss plate th itute. 218 N. Leo Street. Sidle 312. Aloxanndda, VA 22314. Taupe, FL 33610 Job Truss Truss Type ryply T11383908 1111682 03 Hip 1 1 Job Reference (optional) ousaers mrsr ource, urovemna, rr.. s+rso 0• 5.9.14 11.0.0 5-9-14 5.2.2 8x12 = 5.00 12 4 3x4 3 19 ,6 1.Sx8 S = 2x4 II 4x6 = 4x6 10'DT30bbet-kPtAgLL 3aGvoCz80E8-SsgkgGOeZThixrydLzh28PIH3ggmkJi62gSwz6LgG 7-5.8 2x4 11 5x8 = 5x8 = 5 246 7 17 16 15 14 6x8 = Sx6 = 2x4 it 4K10 MT20HS = Scale = 1,61.6 6x8 = 8 3X4 9 e 10 1g 13 12 5x8 = 2x4 11 1.54 STP = Us = 1 Plate Offsets 5-9.14 Y -- 5.2.2 8:0.4-0 0-2-2 7.7.4 - a I -/•a rc•c o-o•iq LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) 0.36 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.29 Ven(TL) 0.67 15-16 795 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 279 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc puffins. 4- ,6.8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7.9-6 oc bracing. BOT CHORD 2 SP M 26 WEBS 1 Row at midpt 7-16, 7-13 WEBS 2 SP No.3 REACTIONS. (I size) 2=1707/0.8.0, 10=1707/0-8.0 M x Horz 2=-116(LC 11) M x Uplllt2— 704(LC 10), 10=-704(LC 11) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 3=-3850/1526, 3-4=-3354/1417, 4-5=-4077/1839, 5-24=-4075/1836, 6-24=-4075/1836, 6 7=-4075/1836, 7-8=-3079/1349, 8-9=-3354/1415, 9-10=-3850/1525 BOT CHORD 2 19=-1426/3524,18.19=-1426/3524,17.18=-1165/3058,16-17=-1165/3058, 1-16=-1660(4075, 14-15=-1660/4075, 13-14=-1660/4075, 12-13=-1316/3523, 1-12=-1316/3523 WEBS 3 18=-526/346, 4.18— 87/437, 4.16=-599/1295, 5-16=-468/382, 7-16=-243/250, 7 15=0/296, 7-13=-1273/594. 8-13=-323/976, 9-13=-525/348 NOTES- 1)Unbalanced raw live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=15fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envel e) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequat drainage to prevent water ponding. 4) All plates are 0 plates unless otherwise indicated. 5) This truss has b an designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) " This truss has een 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 tiom chord and any other members 7) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 2 and 704 lb uplift at joint 10. 8) "Semi -rigid pitch reaks including heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Vedly gn paametere and REAO NOTES ON Tl9S ANO INCLUOEO M/TEK REFERANCE PAGE NA7473 rev. MUMS BEFORE USE. Design for Win Meek®conn eclots. INs doslgn Is based only uixxt paametots srwwn. and Is for an Individual brRdkag coml>nl. notvallduse a truss system. Belo. the Mild ing desionet must verify the opixicab9lty of design prnomoton and rxopedy Incotpotate this design Into the overall building design. SrIndicated is to ixevenl bucldhag of tndlvidual in= web and/or chord memo ets only. Additional temporary and permanent bracing WOW Is always tequited tblilty and to prevent collaim with possible petsorlol k*jrV and ixoperly dranage. Tot general guidance regarding the latxk 4nllOf , storagNery, ereCtlon and bacinlg of trrsses and Iruss systems soeANSI/1PI I Quality Criteria, OSS-69 and SCSI Building Componenttvabie 6904 Parke East Blvd. Safety Irda ma"on Oenl Buss Plate Institute, 216 N. Leo Street. Sidle 312. Alexandria. VA 22314. Tamps, FL 33610 Joo Truss Truss Type oty ply Ttt363909 1111682 C4 Hip 1 1 Job Reference (optional) ounaers rirst Irce. urove®na. rL. sense 1.0-0 6-9.14 13-0-C 0-0 6-9.14 6.2.2 5.00 12 30 3 m vi e 1 2 b 18 1.Sx8 ST = 20 11 ax6 1 6x8 = 4x6 4 5 17 16 24 25 Sx8 = Sx8 = ID:OT3e7bbeLkPtRgLK3aGvoCz80E8•Ae02y0H3PsbgK5H8B2VwaOxt2TAcVF9rSinD?Mz6LgF 31.8-0 37.10-2 44.8.0 41 6.2.11 6.2.2 Scale = 1:81.6 4x6 = 5x8 = 6x8 = 23 6 7 a 3x4 a_ d. J) 10 _ 11 ;Q k.rl o 15 26 27 14 13 12 4x6 = 5x8 = 5x8 = 20 II 1.Sx8 STP= 4x6 = 6-9 74 73 0 0 22-4-0 31.8.0 37.10.2 1 4441-0 I 6•&t4 Plate Offsets Y -- 6.2.2 9.4-0 9.4-0 - o•z•z o-N•14 4:0-4-0 0-2-2 8:0-4-0 0.2-2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.30 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.59 13-15 >907 180 BCLL 0.0 Rep Stress Incr YES W B 0.60 Horz(TL) 0.15 10 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 274 lb Fr = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.6.14 oc puffins. 4 ,7-e: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 8-2.11 oc bracing. BOT CHORD 2 6 SP M 26 WEBS 1 Row at nlidpt 5.17. 6.13 WEBS 2 SP No.3 REACTIONS. (1 /size) 2=1707/0-8-0, 10=1707/0-8-0 Milix Horz 2=- 1 35(LC 11) M t x Uplift2=-702(LC 10). 10=-702(LC 11) FORCES. (lb) - ax. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD-3=-3813/1499, 3.4=-3168/1282, 4.5=-2887/1228, 5-23=-3482/1486, 6-23=-3482/1486, 7=-2886/1226, 7-8=-2886/1226, 8-9= •3168/1282, 9.10=-3813/1497 BOTCHORD 18=•l408/3472, 17-18=-1408/3472, 16-17=-1315/3423, 16-24=-1315/3423, 25= 1315/3423, 15.25=-1315/3423, 15.26=-1311/3432, 26.27=-1311/3432, 1-27=-1311/3432, 13-14=-1311/3432, 12-13=-1271/3472, 10.12=-1271/3472 WEBS 3 18=0/270, 3-1 7=-671/437,4.17=-286/909, 5-17=-838/409, 5-15=-97/282, 6 15=-90/271, 6-13=-848/413, 8-13=-289/916, 9.13=-669/436, 9.12=0/271 NOTES- 1) Unbalanced to live loads have been considered for this design. 2) Wind: ASCE 7- 0: VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.0psf; h=1 Sit; Cat. If: Exp C; Encl., GCpf=0.18: MW FRS (envel pe) automatic zone and C-C Interfor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members an forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequa a drainage to prevent water ponding. 4) This truss has b an designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has een 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 otlom chord and any other members, with BCOL = 10.Opsf. 6) Provide mechan cal connection (by others) of truss to bearing plate capable of withstanding 702 lb uplift at joint 2 and 702 lb uplift at Joint 10. 7) 'Semi -rigid pitch reeks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING • Verify lidtdfin parameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE N9-7479 rov. IMIMIS BEFORE USE Design valid lot use my wllh MlloM connectors. INs design is lased only upon parameters shown, and is for on Individual bolding component, not a (russ system. Bela use. the building designer must vedty the alxNkalAlty, of design paromeleis and property Incorpotote this design Into the overall Or trig 9Wlcofed B to txuckling of IndNkluci hue web and/ot chord mernbets only. Adaltlonal temporaryand pormarlont Macing M iTek' lulldingdesign. provent k always regJled sk"oty aryl to prevent collapse whh pozM pefsorvA Iri "txvJ rxoperly danage. Foi genatal gukknee tegardhtg Ile fabdcallon, storage, delivery, erection and Lxacintg of trusses and tttrss systems. seeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormalbn allarllle from truss Plate InstlMo. 216 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty T11363910 1111682 CS Hip 1 t w.nw CIn- Job Reference(optional) w. •e M.0 IIT-1, I,.A..-,,:-. Iwo W A r..w I• I• CAA) if11) a..,. OYIIYOi rein W{:r VIWO,a11Y, •'l. •Y,IJ•.v-.vrry„•xcv•.,..x•on...xxo...x-. ..+. ...,-x.. ..xx -xxx.. xix. ID:DT3e7bbeLkPtRgLK3aGvoCz8OE8-eq_09MIhAAjOxFsKlmO97cUzXsMJE15?hNXnRoz6LgE 7-9.14 15-0.0 22.4-0 29.8-0 36.10 2 44.8-0 8.0 7.9.14 7-2.2 7d 0 7.4-0 7.2.2 7.9.14 0-0 Style 1.83.2 5,00 12 5x8 = 2x4 II 5x8 = 5 6 7 3x6 % 3x6 C 3x4 % 4 8 3x4 3 9 1.5 STP = I t.5x8 STP = 1 2 10 11 to g d 19 18 17 16 26 15 27 14 13 12 2x4 11 3x8 Mr2OHS = 3x4 = 3x8 = 3x4 = 3x8 MT20HS = 2x4 II 3x8 — 3x8 MT20HS = T17-91-14 15-0-0 22d-0 29-8-0 36-10.2 44-8-0 7-9.14 7-2-2 7.4-0 7.4-0 7-2.2 7-9.14 Plate Offsets Y -- 2:0-4-2 0-1-e 5:0.5-12 0-2-s 7:0-5-12 0-2•e 10:0-4-2 0.1-s LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.36 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(rL) -0.75 14-15 >718 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.26 10 n/a (Va BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 226 lb Fr = MS LUMBER- BRACING - TOP CHORD 1x5,7-8: 4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 20 SP No.1 BOT CHORD Rigid telling directly applied or 2-2-0 oc bracing. BOT CHORD 4 SP No.2 WEBS 2 4 SP No.3 REACTIONS. ( size) 2=1707/0-8.0, 10=1707/0-8-0 x Horz 2=-157(LC 11) a Uplift2=-702(LC 10). 10= 702(LC 11) FORCES. (lb) - ax. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 3=-3506/1343, 3-4=-2861/1099, 4-5=-2782/1121, 5-6=-2910/1247, 6.7= 2910/1247, 8=-2782/1121. 8-9=-2861/1100, 9-10=-3506/1345 BOT CHORD 19>1272/3166, 18-19— 1272J3166, 17.18=-1272J3166, 16-17=-880/2576, 6-26=-880/2576, 15.26=-880/2576, 15-27=-821/2576, 14-27=-821/2576, 3-14=-1117/3166, 12-13=-1117/3166, 10.12— 1117/3166 WEBS 19--0/275, 3-17=-665/433, 5-17=-109/492, 5-15=-309/601, 6-15=-448/380, 15=-309/601, 7.14o-109/492, 9.14_ 665/435, 9-12=0/275 NOTES- 1) Unbalanced to f live loads have been considered for this design. 2) Wind: ASCE 7 10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fl; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (enve pe) automatic zone and C-C Interior(1) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members a d forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are 20 plates unless otherwise Indicated. 5) This truss has een 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 "If fit between the ttom chord and any other members, with BCDL = 10.Opsf. 7) Provide meCha Ical connection (by others) of truss to bearing plate capable of withstanding 702 lb uplift at joint 2 and 702 lb uplift at joint 10. 8) 'Semi -rigid pitc breaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING • VOA dedgn pentmotent and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE A07473 rev. r603/2016 BEFORE USE Design valkl for use only Win Mltek® connectors. this design Isbased only upon parameters shown. and Is for an Yxllvidual IxMing component. not a truss "am Be( use. the bullding designer must verify the appllcobllity of clown parmneters and properly IncorrxXote mils design Into the overall txddrtg design. BI IV Indicated Is to prevent buckling of Utdlvltlual truss web and/or chord members only. AdcOflorwl temporary and permanent tracing M iTek' B always required t stability and to plovenl collapse wllh I re per"" " and ptopeny ckanage. for general gukJmrce teg calrtg the fabricallom storage delivery, election and tracing of Irtmes and truss systems. seeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Information a from truss Plate Institute. 218 N. Lae Sltuel. Suite 312. Alaxon lft VA 22314. Tompa, FL 33610 Job I russ Truss Type N T1136391t 1111682 C6 Hip 1 t Job Reference tronal ouavar s roar aw ce, vrweunw, rc. u+..w LOADING (ps TCLL 20. TCDL 7. BCLL 0. BCDL 10. LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-61i.:;JU wUrF2PRWITXOfp1EKGguz958w1GK3Fz6LgD 8!•131.6-10 17.-0 22.4.0 27.8.6 11: -2 6 I 5.4.0 -S-.3SS654-0 1B4S8.0 0- 0 Smote - 1:83.2 5. 00 12 Sx6 = 3x8 = 5x6 = 6 7 a 3x4 -- 3x4 Us 5 9 3x6 2x4 4 10 2x4 3 11 1. 5x8 STP = a 12 13 Io J 20 19 18 27 t7 28 16 I5 14 b 30 — 3x8 MT20HS = 20 II 3x8 = 30 = 3x8 = 9= 3x8 = 3x8 MT20HS = 8- 9.14 17-0-0 22.4-0 27 8 0 35-10.2 44-0.0 I 8. 9.14 8.2.2 I 5. 4-0 5.4-0 8-2.2 8-9.14 Y)— 12:G-4-2 0-1-8i f6:G-3-0 0-2-4) f8.0.3-0 0-2-4I f12.0-4-2 0-1-8i SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.33 17 999 240 MT20 244/190 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.77 14.16 697 180 MT20HS 187/143 Rep Stress Incr YES WB 0.64 Horz(TL) 0.25 12 n/a rVa Code FBC20141TPI2007 Matrix-M) Weight: 244 lb FT = 0% BRACING- t SP No.2 TOP CHORD t SP No.2 BOT CHORD I SP No.3 WEBS size) 2=1707/0.8.0, 12=1707/0-8.0 ix Horz2=176(LC 10) ix Upli112=-698(LC 10), 12=-698(LC 11) lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=- 3557/1416, 3-4=-3334/1296, 4.5=-3282/1308, 5.6=-2658/1047, 6.7=•2409/1017, 8=- 2409/1017, 8.9=-2658/1047, 9-10=-3282/1309, 10-11=-3334/1297, 1- 12=-3557/1418 20— 1378/3223, 19-20=-1104/2848, 18.19=-1104/2848, 18-27=-784/2548, 7- 27=-784/2548, 17-28=-784/2548, 16-28=-784/2548, 15-16=-929/2848, 4. 15=-929/2848, 12-14=-1204/3223 20— 265/290, 5-20=-115/422, 5-18=-605/423, 6-18= 241l741, 7-18=-403/240, 1 6=-403/239, 8-16=-240/741, 9.16=-605/423, 9-14=-116/422, 11-14=-265/291 Structural wood sheathing directly applied or 2-8-8 oc puffins. Rigid ceiling directly applied or 2.2-0 oc bracing. 1 Row atmldpt 7-18. 7-16 NOTES- 1) Unbalanced toi" 11live loads have been considered for this design. 2) Wind: ASCE 0; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (enve) automatic zone and C-C (nteffor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeqo drainage to prevent water pending. 4) All plates are20 plates unless otherwise indicated 5) This truss hasen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss hbeen 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 thottom chord and any other members, with BCDL = 10.Opsf. 7) Provide machcal connection (by others) of truss to beating plate capable of withstanding 698 lb uplift at joint 2 and 698 Ib uplilt at joint 12. 8) ' Semi-ngtd pireaks including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING • Verily deacon pararrtefers and READ NOTES ON THIS AND tNCLUDED M17EK REFERANCE PAGE MR-7473 rev. Ia,03Q0r6 BEFORE USE. poslart vdki for use oNy vAth Mllek8 conneclots. It& design k based only upon paramelors shown. and Is for an Individual building component, not a buss system. Bola use. the btdldrg designer must verify Ste aplA1caItAIN of design pcocimelers aril propedy Incorporalo this design Into the overall building design. IA CIng indicated Is to prevent buckling of Individual Muss web and/or chord morni"s only. Additional lompaary and r>ermonenl bxacing MiTek' Is always rectuli d f stability ccd to prevent collctfno with possmle pelsor" tr9ay and Ixoperty dctrnage. Fa general gukknee regarding Irw fabrication. storago delivery erection, and bract a of tnrssesand tnrss systems. seeANSI/rPll Quality Cdtedo, OSS-89 and SCSI Building Component 6904 Parka East Blvd Safety IntamlaBon dtable from rim Nate institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tanga. FL 33610 Job Truss cuss I ype Ply T11363912 t11t682 C7 Hip 10ty1 1I Job Reference(optional) ounusr s nrsi a we, vovemw. rc .a+i.ao ...-......r... .,... ...... ........,........... ..........., .,.__ __ __.. _ hz_ . ID:OT3e7bbeLkPtRgLK3aGvoCzSOE8-aD5AalJxhnz6BY?jsB2dC12K2g1YtIb18h0.ub6LgC 6.9.3 12.1010 19-0-0 258,0 3t 98 37-10.13 44.8-0 458-0 O 6.9.3 8.1.6 6.1.8 68-0 616 818 6.9.3 Scale . 1:83.2 5x8 5x6 = 5 00 Fl2 6 27 7 3x4 3x4 5 8 3x6 i 3x6 3x4 3x4 9 3 4 IO 1.5x8 STP = 1.Sx8 STP = 1 2 11 12 Ib 20 19 18 17 28 16 1s 14 13 2x4 11 30 = 3x8 MT20HS = 30 = 3x8 = 3x8 MT20HS = 30 = 20 11 3x8 3 6.8.3 12.10-10 19 0-0 258-0 31 9 i 37-10-13 448-0 6.9.3 6.16 618 68-0 818 8.18 6.9-3 Plate Offsets Y -- 2:0-4.2 0-1-B 6:0-5-12 0-2-8 7:0-3.0 0-2-a 11:0-4.2 0-1-e LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ven(TQ -0.70 16-17 >767 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.26 11 n/a We BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 244 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc punins. BOT CHORD 2 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 4 WEBS 2 4 SP No.3 WEBS 1 Row at mldpt 5.17, 6-16, 8.16 REACTIONS. (I size) 2=1707/0-8-0, 11=1707/0.8-0 ax Horz 2=196(LC 10) a Uphft2=-695(LC 10). 11=-695(LC 11) FORCES. (lb) - ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD-3=•3542/1345, 3-4=-3057/1159, 4.5=-2998/1176, 5.6=-2476/963, 6-27=•2233/945, 27— 2233/945, 7-8=•2477/964, 8-9=-2998/1178, 9-10=•3056/1160, 10-11=-3543/1349 BOT CHORD -20— 1323/3204, 19-20=-1323/3204, 18-19=-1033/2767, 17-18=-1033/2767, 7-28=-693/2232, 16-28= 693/2232, 15-16=-839/2767, 14-15=-839/2767, 3-14=-1131/3205, 11-13_ 1131/3205 WEBS 19=•498/320, 5-19=•77/405, 5-17=-722/455, 6-17=-233/609, 7.16=-181/596, 16_ 721/456, 8.14=-78/405, 10-14_ 499/323 NOTES- 1) Unbalanced to i live loads have been considered for this design. 2) Wind: ASCE 7 10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi.18; MW FRS (enve ope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members a d forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ le drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss has een designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss h 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 Ilom chord and any other members, with BCDL = 1o.Opsf. 7) Provide mocha Ical connection (by others) of truss to bearing plate capable of withstanding 695 lb uplift at joint 2 and 695 lb uplift at joint 11. 8) 'Semi -rigid pitc 1 breaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING • verl dedgn parametem and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE M11.7473 rov. 160Y1015 BEFORE USE Design forLrA only with Mllek®conneClors. this design b lamed only upon pararnolen shown. and Is la an WIVIdual lxtldang component. notvaik1 a Ituss systom. Bel txgc&V design. Bi usa e. Ste txlldlnp designer roust verify the o plk:ablilly od design paometets and poperly Uncogaxale thisdesign Into the overall xhg indicated Is to prevent txtcathg o1 Individual truss web and/ot chard membets orgy. Additional lemporary and permaranl bracing MOW is otways regaled 1 kdxlcatlm stanoga stubUBy anal to rxeveni collapse wtlh possmlo personal"and rxoperly damage rot general guld nce leg<mcBrng One delNery, eoctlen and txackng of trtasos aril tomb systems seeANSI/TPI I Quality Criteria. DS8.89 and BCSI Building Component 6904 Parke East Blvd SafetyInformation waIlabie horn Cuss Nate InstlMe. 218 N. Lee Street. Salto 312. Alexandriaa, VA 22314. Tampa, FL 33610 Job fuss Truss Type b Tt13639t3 1111662 f8 AP1 f Job Reference (optional) ouWars rrrsr Eres, urwewna 7.5..3 r. rrroo 0• 14.2.10 07.5-3 6.9.6 5. 00 12 30 3x6 i S 30 4 4 3 1. STP= 1 J LOADING ( psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD ; BOT CHORD WEBS . REACTIONS. FORCES. ( lb) - TOP CHORD BOT CHORD WEBS 20 t9 1828 2x4 11 3x8 MT20HS = 30 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 10: DT3e7bbeLkPIRgLK3aGvoCz8OE8-3PtZnNKZS55zoiavOuZskE6Z 4N2R3?RNLIR87z6LgS 30. 5.6 37-2-13 44.8-0 4S 6-0 6. 9.6 6.9.6 7-5.3 -0 Sx8 = Sx6 = 6 27 7 30 8 3x6 9 30 10 Scale . 1,83.2 A Vz 17 16 2916 14 13 _ 30 = US = 3x4 = 20 II 3x8 US MT20HS = CSI. DEFL. In (loc) Well Ud TC 0.63 Vert(LL) 0.33 17.19 999 240 BC 0.92 Vert(rL) 0.7317-19 737 180 W B 0.61 Horz(TL) 0.26 11 n/a n/a Matrix- M) BRACING- c SP No.2 TOP CHORD c SP No.2 BOT CHORD c SP No.3 WEBS size) 2=1707/0-8-0, 11=1707/0.8.0 I Horz 2=215(LC 10) la Upli112=-692(LC 10), 11=-692(LC 11) x. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2=• 3513/1318, 3-4=-2951/1107, 4-5=-2824/1120, 5.6=•2292/887, 6-27=-2053/874, 7 7=-2053/874, 7.8=-2294/888, 8-9=-2823/1121, 9-10=-2950/1107, 10.11= 3514/1321 2- 0=-1310/3172, 19-20=-1310/3172, 18-19— 978/2664, 18-28=-978/2664, 1 • 28=•978/2664, 16-17=-596/2050, 16-29=-763/2663, 15.29=•763/2683, 1- 15=-763/2663, 13-14=-1098/3173, 11-13=-1098/3173 3- 9=-576/365, 5.19=•85/466, 5-17=-824/510, 6-17=-284/617, 7-16=•242/620, 8- 6=-821/510, 8-14=-85/464, 10.14=•577/368, 10.13=0/250 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 253 lb FT = 0% Structural wood sheathing directly applied or 2-6-8 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row atmidpt 5-17.6-16.8.16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 ; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1 Sit; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelo e) automatic zone and C-C Interior(1) zone; cantilever left and right exposed -. end vertical left and right exposed;C-C for members an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequat drainage to prevent water ponding. 4) All plates are MT 0 plates unless otherwise indicated. 5) This truss has b n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has een 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 ttom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 2 and 692 lb uplift at joint 11. 8) ' Semi -rigid pitcht reeks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNWO. Verily'Lon Parameters and READ NOTES ON THIS AND WCLUOED MITEK REFERANCE PAGE 1107473 rov. IM3,2015 BEFORE USE Design valld for rise y Win Mllel& connectors. This design Is based only upon parameters shown. and Is loran hdlvkAktl brlding component, not wt ahsassyslem. Before use. the brlldrq designer must verily the applicability, of design patainotors aril property Incorporate this doslgn Into the overall Irxilcolod Is to buckling of Indivil l Iruss web and/or chord members only. A[IcIllonal lernporary and permanent bracing MiTek' buildingdesign. prevent Is always regrLed far k"lly and to pevent collapse with possible personal Inu y aril roped damage. For general guidance legandlrtg the 6904 Parke East Blvd kdtdcalkr, slorago. Nary, erection and bracing of fr rssesand in=systems. seeANSI/IPII Quality Cdherla, OSB-69 and SCSI Sullding component Tempe, FL 33610 SafetyIrdormatlonavableDorn9rmPlateInstllure. 218 N. Lee Street. Suite 312. Atoxa KkkL VA 22314. Truss Truss Type Nply T11363914 1111682 CalHip 1 1 Job Reference(optional) Builders First Source. Groveland. FL. 34736 r 640 s npr ie 20i6 m"— omen es. im. - aw v iuu - • • Zia ID:DT3e7bbeLkPtRgLK3aGvoCz8OE8-XCDx?ILBDPDgOs95_c45HSfh8UIPAUeac?V_gaz6LgA 22•a0 1 7-0.3 a-lo-lo 22-00 z2 29ee M:-013 44•ao s 793 7.1-0 7•I-0 7.1-0 7-t-0 7•a3 04-0 Scale . 1:83.2 5x6 = 500 r12 18 17 10 zo 15 eO 13 12 _ 3z8 3x8 = 2x4 II 3x8IAT20HS = 3x8 = 3x4 = 2x4 II 3x4 = 3x8 Mr20HS = 224-0 7•e•9 14.10-10 22-0-0 296-0 361a13 44•tl-0 7q•3 7.1-0 7.1-0 7.1. 7•t-0 74-3 LOADING(psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 7.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0-8.0, 10=1707/0-8.0 Max Horz2=226(LC 10) Max Uplift2=-690(LC 10). 10=-690(LC 11) DEFL. in (loc) Well Ud Vert(LL) 0.33 17 >999 240 Vert(rL) -0.73 13-15 >736 180 Horz(TL) 0.26 10 n/a n/a l d PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 232 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5.1-15 oc bracing. WEBS 1 Row atmldpt 5.15.7-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3496/1301, 3.4— 2894/1071, 4-5=-2761/1092, 5-6=-2201/862, 6-7=-2201/861, 7-8=-2761/1093, 8-9=-2894/1072, 9-10=-3496/1304 BOT CHORD 2.18=-1301/3154, 17-18=-1301/3154, 16-17=-952/2608, 16-25=-952/2608, 15-25=-952/2608, 15-26=-726/2608, 14-26=-726/2608, 13.14=-726/2608, 12-13=-1077/3154,10.12=-1077/3154 WEBS 3.18=0/268, 3-17=-613/384, 5-17=-89/481, 5-15=-861/540, 7-15=-861/540, 7-13=-90/481, 9-13=-613/386, 9-12=0/268, 6-15=-398/1231 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2pst; BCDL=5.0psl; h=15ft; Cat ll; Exp C: Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated 4) This truss has been designed fora 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 690 lb uplift at joint 2 and 690 lb uplift at joint 10. 7) 'Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design peremeters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M07473 rev. tOWMIS BEFORE USE. Design valld for use only Win Mltek® connectors. This design Is based orgy upon paramelers shown. and Is for an InclIvldual IxAdtng Component, not a Huss system. Before use. the Ixdtding designer must verity the o"Alcablily of closigin palarneters and gorolly 111 Corronalo INS design Into the over,, txldktg aeslgn. Bracing Indicated is to prevent buckling of kxnvk W truss web aril/or cWcl members orgy. Addltlonal temporary and permanent Ixadng WOW Is always tw4ulted for stabWh and to revent cdiapne with possible persorlcA fnlury and pxopeny cltnnage. For general guidance rogaagrtg the fabrication, storage. delivery, election anct Lxocing or Inrsses anti mrss systems. soeANSI/IPI l Quality Criteria. DSB-S9 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon ovalIc"o from trtffi Plate Institute. 218 N. Leo Street. Suite 312. Alexandria. VA 22314. Tersga. FL 33610 Job Truss Truss Type ty T11363915 1111682 010 Hip 1 t Job Reference o tional Suldees Finn Source. Grovelond. FL. 34736 7.640 s Apr 1v Nr o Mir es mausmes, im. Wed aun i4 i 4:50 v v 20 v • Faye v ID:DT3e7bbeLkPtRgLK3aGvoCz8OE8-?XFueF99_UCSVPxI2FoLe4_WIFPOHpEwWd86Vz6Lg0 IV 7.1.3 136-10 20-0-0 24.8-0 31-1,6 37.6.13 44.5-0 •a•0 7.17 6-5.6 6.5.6 4.8-0 6 5.6 .7 7.1 3 -0 Scale e 1 83.2 5x8 = 5.00 12 27 5x6 = 20 19 ra 17 ` a 16 " 14 13 2x4 11 3x8 MT20HS = 30 = 3x8 = 30 = 2x4 II 3xS 3x8 — 30 = 3x8 MT20HS = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' 8CDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.57 BC 0.93 WB 0.52 Matrix-M) DEFL. In (loc) Well Ud Vert(LL) 0.32 17-19 >999 240 Vert(rL) -0.71 17.19 >758 180 Horz(rL) 0.26 11 rVa n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 248 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.17, 6.16, 8.16 REACTIONS. (Ib/size) 2=1707/0-8-0, 11=1707/0-8.0 Max Horz 2=206(LC 10) Max Uplift2=-693(LC 10), 11=-693(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3528/1332, 3.4=-3005/1130, 4-5=-2943/1149, 5.6=•2382/922, 6.27=•2140/909, 7-27=-2140/909, 7-8=-2383/923, 8-9=-2943/1150, 9-10=-3005/1131, 10-11=-3529/1335 BOT CHORD 2.20=-1317/3188, 19.20=-1317/3188, 18.19=-1006/2717, 17-18=-1006/2717, 17-28=-644/2139, 16-28=-644/2139, 15-16=-801/2716, 14-15=-801/2716, 13.14=-1115/3189, 11-13=-111513189 WEBS 3.19=-536/343, 5.19=•80(440, 5-17=-7781484, 6-17=-262/648, 7-16=-210/629, 8-16=-777/484, 8-14=-80/439, 10-14=-537/345 NOTES- 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 693 lb uplift at joint 2 and 693 lb uplift at joint 11. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNWO • Verily design pereunefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 mv. 101YW 0IS BEFORE USE Design valid for use only With Mllolr® connectors. Ihts design is based orgy upon parameters shown. and Is lot an individual b uldi g component, not a truss systef n. Before use. the IxAdng designer must verity the applkatAlly of dosIgn pararnoters and properly Incot prole, this design Into the overall txddVg design. ®ocing IndlCaled Is to prevont bucMpng of individual truss web and/or chord members only. Addlbral temporary aid permanent txacing M iTek• Is always tw4ltad lot stability and to prevent collapse YAM possUe personal "and property damage. For general guidance yoga ding Ile kfhrbatlon. storage, deliver)6 erection and Ixacintg of musses and truss systems soeANSI/FPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd Safety Information ovallabie from truss Plate Institute. 218 N. toe Street. Stale 312. Alexandria. VA 22314. Tarrge, FL 33610 Job Truss Truss Type - ty Ply T11363916 1111662 C11 Hip IC1 1I Job Reference (optional) Buildees First Source. Gtovelan0. FL 34736 7 640 a Apt 19 2016 1A1 ek Induslees. Inc wed dun 14 14:50:12 2017 rage 1 ID:DT3e7bbeLkPtRgLK3aGvoCzSOE8-T)pGrb9rdoKy7YW DbyJaAHXBxRbL9gVNOAMrexz6LgP 0 6.5.3 12.2.10 18 0-0 22.4.0 26-8-0 32.56 38.2.13 44 9-0 6-0 0. 65 3 5-9-6 5.9-6 4.4-0 4.4-0 5 86 5.9.6 fry 3 too 5.00 12 5x8 = 2x4 II 5x8 = 22 21 1. 19 18 17 IS 14 3x8 = 2x4 11 3x8 MT20HS = US = 3x8 MT20HS = 2x4 11 3x6 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP N0.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141rP12007 REACTIONS. (lb/size) 2=1707/0.8.0, 12=1707/0-8.0 Max Horz 2=186(LC 10) Max Uplifl2=-696(LC 10). 12=-696(LC 11) Scale . 1:83.2 CSL DEFL. in (loc) Well L/d PLATES GRIP TC 0.54 Vert(LL) 0.32 19 >999 240 MT20 244/190 BC 0.95 Ven(TL) -0.6815-17 >794 180 MT20HS 187/143 WB 0.81 Hor7(rL) 0.26 12 n/a rVa Matrix-M) Weight: 260 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc pudins. BOT 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=-3551/1357, 3-4_ 3111/1193, 4.5=-3057/1204, 5.6=-2560/1003, 6.7_ 2400/993, 7-8=-2400/993, 8-9=-2560/1004, 9-10=-3057/1205, 10-11=-3111/1194, 11-12=-3551/1360 BOT CHORD 2-22=-1328/3214, 21-22=-1328/3214, 20-21=-1061/2822, 19-20=-1061/2822, 18.19=-73W309, 17-18=-6I7/2309. 16-17=-876/2822. 15-16=-876/2822. 14-15=-1146/3214,12-14=-1146/3214 WEBS 3-21=-448/295, 5-21=-70/386, 5-19=-694/432, 6-19=-229/556, 6-18=-206/356, 7-18=-254/213, 8-18=-207/356, 8-17=-229/556, 9-17=-694/433, 9-15=-70/386, 11.15=-448/298 NOTES- 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) All plates are 3x4 MT20 unless otherwise indicated 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 696 lb uplift at joint 2 and 696 lb uplift at joint 12. 9) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNINO. Verlry d4rrlgn Pennmtere and READ NOTES ON THIS AND WCLUDEO ARTEK REFERANCE PAGE NIF7473 rev. 140=15 BEFORE USE. De*p valkl la use orgy vAth Mffek®conneclors RAs design Is based oNy upon parameters shown. and Is for an Individual building component. not a It= system Before use. the building designat rnusl vorily the ctpplicalxtlty, of design patarneters and properly Incorporate it* design into live overdl IxddUV design. Bracing indicated is to provenl budding of IndNkWal ltum web arKf/dx chord members orgy. Add illorxA temporary and petmarvenf biocing M iTek' k cAwcsys tequlrod for slublilly arW to ptevenl collolm wllh possible personal Injury a W properly dfurnage. For general guk#cnce tegdad irlg the Building Componentfc1W-ltklr% stomoe, dolivery, erection and bracing of trusses aril Mtn systems, seeANSI/IPI I QuaBty Critlata, OSS-69 arid SCSI Build 6904 Parka East Blvd. 6904 P. rk Safely Irdormanon avdlloble from truss Bute InstlMe. 218 N. Lee Slreot. Suite 312. Alexandria. VA 22314. East 0 Job runs russ ype ry ply T1t3639t7 1111682 C12 HIP t II Job Reference tional Binder's Fint Source. Groveland, FL. 34736 7 640 s Apr 16 2016 Mr I ek industries. Inc. wed Jun 14 14 50:1 J 201 / rage 1 ID:DT3e7bbeLkPtRgLK3aGvoCz8OE8-xvNe3xAPW SSpli5P9ggpIV4GEgx9u0vXOq6FAOz6LgO 0 83.14 16-0-0 22-4-0 28.8-0 36-4.2 44 8-0 4b 8.0 8.3.14 7.8.2 6.4-0 8-4.0 7-0-2 8-3-14 -0-0 5.00 12 5x8 = 2x4 II 5x8 = t8 I7 16 2D IS zd 14 13 12 , 3x8 = 2x4 II 3x8 MT20HS = 3x4 = 3x8 = 30 = 2x4 II US MT20HS = US = Scale . 1:83 2 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.33 15 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.91 Ven(fL) -0.72 12-14 >742 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.26 10 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 229 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-5,7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2.11 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at mfdpi 3.16, 9-14 WEBS 2x4 SP No 3 REACTIONS. (Ib/size) 2=1707/0-8-0, 10=1707/0-8-0 Max Horz 2=166(LC 10) Max Upllft2=-700(LC 10), 10=-700(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3484/1326, 3-4=-2772/1036, 4.5=-2686/1059, 5.6=•2709/1136, 6-7=•2709/1136, 7-8=-2686/1059,8-9=-2772/1037,9-10=-3484/1328 BOT CHORD 2-18=-1261/3142, 17-18=-1261/3142, 16-17=-1261/3142, 16-25=-832/2488, 15.25=-832/2488, 15-26=-752/2488, 14-26=-752/2488, 13-14=-1096/3142, 12-13=-1096/3142, 10-12=-109613142 WEBS 3-18=0/305, 3.16=-736/473. 5.16_ 125/508. 5-15=-264/490, 6-15=-378/319, 7.15=-263/490, 7-14=-125/508, 9-14=-736/474, 9.12=0/305 NOTES- 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi--0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 700 lb uplift at joint 2 and 700 lb uplift at joint 10. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Verily design jestemetere and READ NOTES ON Tiffs AND INCLUDED NR'EN REFERANCE PAGE A07473 tov. fdUW IS BEFORE USE Design valid lot toe Orly Win Hlok®connecton. ihfs design is Closed ordy upon paramelers snows. and Is nor an Indiv/dtial IxRdfrg component, not a truss system. Before Lao, the tx4ldrg designer must verify the aprAleatAlly or design palamelea and ptoix+dy lncotpaalo M dosign info the ovetdl building design. Bracing Indicated a to Ixevant buckling of InditMucl truss web and/ot chord members only. Additional lomlxxary and permanent txacbuildinging MiTek• 6 always tegtlred for ska-ASy and to prevent coikrnse with possible personal f sy and fxopedy dkanage. For general gukknce tegcrdrg the ratxicalbn storage. delivery, erection and tracing of trusses and Inns sysletns. seeANSI/1Pt I Quality Cdferla, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovdic"e from Irus Rate Institute. 216 N. Leo Street. Stifle 312. Alexandria. VA 22314. Tar pa. FL 33610 Job Truss Truss Type r1136391e 1111682 C13 Hip 10' y 1 1 Job Reference (aphorist) 8uddees First Source. Gravesend. FL 34736 7.640 a Apr 19 2016 maex Industries. IOC Wed Jun 14 14:50:14 2017 rage 1 I0:OT3e7bbeLkPtRgLK3aGvoCzeQE8-PSxOGHBIHPagMsgbiNL2FicU6EOadzzgdUrolgz6LgN 7.3-t4 14.0-0 19.7•s 25-0.12 30.8-0 37.4.2 44.8-0 45.8-01-107 3.14 6 8 2 5 7.4 5.5-8 5-7.4 6 8.2 7.3.14 -" 6.00 12 5x8 = 8x12 = 2x4 II 5x8 = 6x8 = 5 6 46 7 8 9 Seale . 1:83.2 21 20 1tl 18 17 10 15 14 l.Sx8 STP = 2x4 li 4x6 = Sx8 — 6x8 = 2x4 11 Sx8 = 5x8 = 20 11 1.Sx8 STIR = 4x6 = 4x6 = 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 FBC2014lrPI2007 CS1. TC 0.75 BC 0.32 WB 0.83 Matrix-M) DEFL. In (loc) Well Ud Vert(LL) 0.28 17-18 >999 240 Ven(TL) -0.56 17.18 >964 180 HOrz(TL) 0.14 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 285 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 5-7,7.9: 2x6 SP M 26 BOT CHORD Rigid telling directly applied or 8-2.11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1707/0.8-0, 12=170710.8.0 Max Horz 2= 1 45(LC 10) Max Uplift2=-701(LC 10). 12=-701(LC 11) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3= 3791/1480, 3.4=-3066/1204, 4.5= 2990/1224, 5.6=-3202/1376, 6.26=-3200/1374, 3067/1203, 7-26=-3200/1374, 7-8=-3200/1374, 8-9=-2785/1174, 9-10=-2991/1223, 10-1 1=-3067/1203, 11-12=-3790/1478 BOT CHORD 2-21=-1395/3448, 20-21_ 1395/3448, 19-20=-969/2771, 18-19=-969/2771, 17.18=-1152/3198, 16.17=-1152/3198, 15-16=-1152/3198, 14-15=-1248/3447, 12-14=-1248/3447 WEBS 3-21=0/323, 3-20=-753/469, 5-20=-126/470, 5-18=-320050, 6-18=-353/276, 8.15— 734/319, 9-15=-269/870, 11.15— 751/469, 11.14=0/321 NOTES- 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^5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 701 lb uplift at joint 2 and 701 lb uplift at Joint 12. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWG - vedy dodgn paremmbn and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE NP7473 rev. td03/2015 BEFORE USE. Design valid got use only wlhl W101CO connocIOn. This design is based only upon paameters shown. aril Islet an IndMcIIwl "Cling component. not a truss system. Before use. the txAcUQ designer must verily rho oWIC013111ty of deslgn p otarneters anal pxopedy Incotporale Mb clesign Into Ifte overall txgalrlg closlgn. orating Indlcoled Is to rxevent txxklhng of M1dNldual truss web and/or chord members only. Addlloral lornpotary and petrnanenf txacing M iTek' It always teclulred kx sabWty and to peveni edlgne wilh posstAe personal pxopedy danage. lot general guidance regcxdlrlg the fabrlcallm storage, delivery, erection and bracing of husses and truss systems. soeANSI/IPI I Cuallly Criteria. OSS49 and BCSI Building component 6904 Parke East Blvd. Safety Information available from truss Peale Institute. 218 N. too street. Sulle 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss fuss Type oty Ply TI1363919 1111682 C14 Hip I 1 I Job Relerenoe (optional) Buildees Fast Source. Gtovelend. FL. 34736 'M npr iv —io Me as l uufi va. uti •• W- ro IO.OT3e7bbeLkPtRgLK3aGvoCz8OE8-tIVOUdCg2iiX OEoH4tHowgTen7M4Apr7bMFGz6LgM O- 63•ta 12-0.0 18.11.4 268.12 32.8-0 38a•2 44.8-0 8 0 6-3.14 S. 6.11.4 6.98 6 11.4 58-2 6 3 14 -0 500 F12 1.Sx8 STP= 4x6 = 802 = 20 II 24 Sx8 =5x8 = 6x8 = a 19 18 17 16 15 14 13 12 2x4 II 4x6 = Sx8 = 5x8 = 20 II Sx8 = 5x8 = 2x4 II Scale . 1 ,81.6 1.Sx8 STP= 4x6 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Ven(LL) 0.32 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Ver(rL) -0.62 15-16 >867 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.62 Horz(TL) 0.15 10 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 281 lb Fr .= 046 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc pudins. 4.6,6.8: 2x6 SP M 26 BOT CHORD Rigid telling directly applied or 8-2-13 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 7-16, 7.13 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1707/0-8-0, 10=1707/0-8.0 Max Horz 2=-125(LC 11) Max Uplift2=-703(LC 10). 10=-703(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-3840/1512, 3-4=-3256/1352, 4.5= 3737/1661, 5-24=-3735/1659, 6.24=-3735/1659, 6-7=-3735/1659, 7.8=-2978/1290, 8.9=-3256/1351, 9-10=-3840/1511 BOT CHORD 2.19=-1417/3501, 18-19=-1417/3501, 17-18— 1093/2959, 16-17=-1093/2959, 15.16=-1467/3734, 14-15=-1467/3734, 13.14=-1467/3734, 12-13=-1290/3501, 10-12=-1290/3501 WEBS 3-19=0/255, 3-18=-608/389, 4-18=-101/445, 4-16=-484/1071, 5.16=-430/348, 7-15=0/267, 7-13=-1051/481, 8-13=-306/941, 9.13=-607/390, 9-12=0/254 NOTES- 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=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 703 lb uplift at joint 2 and 703 lb uplift at joint 10. 7) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q "ONWO • VM1y design pa nWm and REAO NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MO.7473 rev. 161120015 BEFORE USE. wtDesignvalidtotuseonlya4tt1Mllek®conneclots. 9Ys design is based only upon pxxamelon shown. and h for an IndIvkkuol LxAtling component not a truss system. Were use. to building designer must vedfy llte appllcoWly of design lx3rarnotets and properly Wogxxate IM design Into the ove", t)tAdrlg design. Biocing Indicated Is to pevenl t-Alciding of Individual truss web and/or curd members only. Additional lempwtoy, and permanent bracing MiTek' is always requited let stability and to rxevenl collapse wllh possible personal trlpay aryl rxopeny damage. For general guld nco rogatamlg Me Iabilcollon, storage, deltvey, erection aryl txmbV of trusses CW truss systems soeANSI/1PI I Quality Criteria, OSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avoilablo from leas Plate Institute. 218 N. Lee Street. Suilo 312. Alexanxlrkt VA 22314. Tampa, FL 33610 Job Truss rype y 1111682 cis I..4us. 1 1 Job Reference (optional)r11363e20 Builder' s First Source. Groveland. FL. 34736 7.640 s Apr 19 2e10 Mr I ex mauslrles. Inc. woo dun 14 lravao zv1 t rage 1 I D:OT3e7bbeLkPtRgLK3aGvoCz8OE8-LU2nhzClpOrOcAp_gOO W L71vr27L5apz4 nKvruz6LpL 1. 0- 5.3-14 10-0.0 16.2.14 223-0 28.5 2 34 8 0 39.4.2 44 8-0 8-0 5. 3.14 4 8-2 6 2.14 6.1.2 6.1.2 6 2.14 4-0 2 5.3-11 1.4-0 6x8 Sx8 = 2x4 II 5x8 = Sub = _ 5. 00 12 6x8 4 5 6 7 8 9 PPP PP. MI. Sx8 STP= 4x6 = 19 18 17 5x8 4x10 MT20HS = 2x4 11 16 15 14 13 Sx8 - 2x4 it 5x8 4x10 MT20HS = Scale - 1.81.6 1. 5x8 STP = 4x6 = LOADING ( pst) I. Sx8 STP= 4x6 = 19 18 17 5x8 4x10 MT20HS = 2x4 11 16 15 14 13 Sx8 - 2x4 it 5x8 4x10 MT20HS = Scale - 1.81.6 1. 5x8 STP = 4x6 = LOADING ( pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) 0.39 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(fL) -0.72 16 >748 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.41 Horz(fL) 0.17 11 n/a We BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 281 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2.8-4 oc puriins. 4. 7,7.9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-6-3 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5.19, 8.13 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=170610.8-0, 11=1725/0-8.0 Max Harz 2=-112(LC 11) Max Uplift2=-705(LC 10). 11=-718(LC 11) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3804/1606, 3-4=-3472/1465, 4.5=-3197/1397, 5-6=-4585/2085, 6-7=-4585/2085, 7- 8=-4585/2085, 8-9=-3193/1392, 9-10=-3468/1460, 10.11=-3798/1598 BOT CHORD 2.19- 1466/3492. 18-19=-1779/4240, 17-18=-1779/4240, 16-17=-1779/4240, IS- 16_ 1767/4238. 14-15=-1767/4238, 13-14=-1767/4238, 11-13=-1387/3486 WEBS 3-19=-364/346, 4.19=-373/1067, 5-19=-1346/669. 5-16=-311/489, 6.16=-317/265, 8- 16=-313/490,8-13=-1349/670,9.13=-371/1065,10-13=-361/344 NOTES- 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=5.Opsf; h=15it; Cat. II; Exp C; Encl.. GCpl=0.18; MW FRS (envelope) automatic zone and C-C Interlor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber OOL=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 705 lb uplift at joint 2 and 718 lb uplift at joint 11. 8) ' Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. rD WARNING- voAry deNgn perearroton end READ N07Es ON THIS AND INCLUDED NREK REFERANCE PAGE N0.7173 rev. 1693)2015 BEFORE USE Design valk1 lot use only with WlekO connectors. II1h design Is based only ul:= parameters shown. and Is lot an trWlvidual holding component. not a truss system. Before use. the building designer must verify live ap"Icablity, of design paramelots and Ixop edy Incogototo this design Into the overall Bracing Indicated is to buckling Indlvauol Iruss web and/or chord members only. Additional temporary and Mmanent bracing MOW buildingdesign. rxevoni of is always rec"tod for stability and to prevent collapse with poss9Ae personal Irytay and ptopeny darnage. for general guidance teglaairlg 00 6904 Parke East Blvd. fabricatkxLstorage. delivery. erection and bracing of tr rsses and Inca systems, seeANSI/IPI I Quality Criteria, OSB-89 and BCSI BulWing Component Tampa, FL 33610 SafetyInformationavailablefromtrussRateInstlluto. 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. Job I fuss truss type - ty Ply Tt1363921 1111682 •C16 Root Special1 JO1 1 Job Reference(optional) 8uddees First Source. Grovetand. FL. 34736 7 640 a Apr 19 2016 MTek Industries. Inc. Wed Jun 14 14:S0:17 2017 Page I I D:DT3e7bbeLkPtRgLK3aGvoCz80E8-pgcgvlDwaKzFDKOAOVvitLE3t1SS8gvJ6JR4TJ9z6LgK 14O 4.7•,4 E-0-0 a.-0 14.1•, ,668 21110 27.10•,5 3z$o x4aQ3S60, 39•I t2---, 44-a4 41-M 1• 4.7.14 44.2 & 4.9.1 4.7.5 4.7.5 4.7.5 4.9.1 2.0-0 4.2.2 4.9•te 1.4.0 7x10 = Sx6 = 5.00 12 4x6 = 2x4 If 4 S A 7 802 = 2x4 II Sx12 = 6x8 = 10 11 12 13 P_'_M'apaippwp l P-99"ow" 01.. fNos Nil1imI= 28 27 1.Sxe STP = 3x6 II 26 25 24 23 2221 20 19 18 4x6 = 7xI0 = 3x6 II 7xI0 = exio = 36 II Scale . 1:86.6 17 3x6 11 1 sxe STP = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.53 23-24 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(rL) -0.96 23-24 >559 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.16 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 335 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc puffins. 1.4,4.5,13-16: 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6.15 oc bracing. BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1706/0-8-0, 15=1725/0-8-0 Max Horz2=-104(LC 11) Max Uplift2=-703(LC 6), 15=-716(LC 7) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3894/1583, 3-4=-3616/1557, 4-5=-3836 1690, 5-6=-5046/2272, 6-7=-5663/2556, 7- 8=-5663/2556, 8-9=-5464/2452, 9-1 0=-5464/2452, 10-11 =-5464/2452, 11 - 12=-4803/2132,12.13=-3357/1474, 13.14= •3609/1542, 14-15=-3879/1559 BOT CHORD 2-28=-1405/3571. 27-28=-1405/3571, 26-27=-1515/3749, 25.26=-2139/5042, 24- 25_ 2139/5042, 23-24=-2510/5841, 22-23=-2510/5841, 21-22=-1830/4478. 20- 21=-1830/4478, 19.20= 1584/3929, 18-19=-1589/3941, 17-18=-1355/3559, 15- 17=-1355/3559 WEBS 3.27_ 287/239, 4-27=-1019/2360, 5-27=-1989/964, 5.26=-762/1609, 6-26=-851/494, 6- 24=-356/809, 8-24=-273/112, 8-22=-518/238, 10.22_ 314/248, 11-22=-579/1235, 11- 20= 2220/1067, 12-20=-964/2125, 12-19=-124/275, 12-18=-1314/617, 13- 18=-579/1424,14-18=-295/237 NOTES- 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=S.Opsf; h=151t; Cat. II; Exp C, Encl., GCp1=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 5x8 MT20 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 tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 703 lb uplift at joint 2 and 716 lb uplift at joint 15. 8)' Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 4L WARNING - Vsrlly design parametwe and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N&7473 rev. 1600015 BEFORE USE. Design valld lot tse only with MllekO conneclots. 1116 design Is based only upon parameters shown, and Is lot an Individual building component. not a truss system. Before use. the 1xAldk,g designer must verity the applicability of design parameters and properly Incorporate B,ls design Into the overall Bracing frdlcotod is to buckling of Individual lass web anal/or chord members only. Additional temporary and p eimanent bracing MOW buildingdesign. prevent is always rotpulied rot skit -Allyand to prevent collapse with possible personal rYWy a nci property damage. For general gukknce regarding the 6904 Parke East Blvd. klxlcatton, storage, delivery• erection and bracing of Irises and tnrss systems, seeAN51/TPI I QuaWy Cdtoda, OSS-89 and SCSI Sullding Component Tar FL 33610 SafetyInformationavailablefromIncasPlateInstitute. 218 N toe Street, Suite 312. Alexandria. VA 22314. pa. Job Truss russ I ype ryplyI Tt1383922 1111682 •C O Roof Special Girder 1 1 Job Reference banal avuaer s Wren awrca, urwemnv, r. a+r•av w• ^ ••• •- r- ID:DT3e7bbeLkPtRgLK3aGvoCz8OE8-m3kvJ FA6xDzTdii; ZOynUleFlilgmPmIZZOIz6Lgl 0 3-9- 4 7 0-0 10 4-0 1,1-4• 1212,30 21-0-0 25.10-0 30 8-0 3d 8 34 8-0 37.8 0 4210.2 44 8-0 8-0-0 0 3e•14 32-2 3 0 t0 4.10-0 Vi.0 4.100 4.10-0 3-0-0 3-00 32.2 3.9.14 4-0' Scale . 1:84.9 Sx8 = 5x6 = 5.00 12 5x6 = 4 38 S a 2x4 II Sxl2 = 5x6 = Sx8 = 3x8 MT20HS = 5x6 = 3x8 = Sx6 = 1' .... a In 11 12 40 13 41 14 we 31 30 42 29 28 27 26 43 2S 44 24 23 22 21 45 20 46 19 18 3x6 = 20 II 3x4 = 3x8 = 3x6 _ 2x4 II 6x8 = 2x4 II 012 = 20 It 3x8 = 20 11 3x6 = 3x6 = 3x6 = 30 = 3.9.14 7 0-0 10 4-0 11-4-0 16.2-0 1 21-0-0 1 25-10-0 1 30.8.0 3,1.8-0 34.8-0 , 37-8-0 I 40.10.2 , 44-8-0 3.9.14 Plate Offsets (XY)-- 3.2.2 3.4-0 I-G-0 4.0.5-12 0-2-81 (5:0-3-0 0-2-41 (12:0-3-0 4.10-0 0-2-41 4.10-0 4-10.0 14:0-3.0.C-2.41 4-10.0 14ju :war 4iru J-r•Z J-e-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.17 20-21 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(rL) 0.30 20.21 937 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.84 Horz(rL) 0.09 16 n/a rVa BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 244 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 'Except 6-9: 20 SP No.I BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10.4 oc bracing. WEBS 1 Row at midpi 7.25, 10.25 REACTIONS. (lb/size) 2=974/0-8-0, 25=3335/8-8-0, 16=1292/0-8-0 Max Horz2=-85(LC 9) Max Uplift2=-435(LC 8), 25=-1594(LC 4), 16=-61O(LC 9) Max Grav2=981(LC 19), 25=3335(LC 1), 16=1300(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1849f775, 3.4=•166lf750, 4.38=-1362/653, 5.38=-1362/653, 5.6=-1455/688, 6-7=-1243/586, 7-39=-1210/2740, 8-39=-1210/2740, 8-9=-1210/2740, 9-10— 1210/2740, 10-11=-1973/987, 11.12=-2198/1110, 12.40=-2074/1042, 13-40=-2074/1042, 13-41=-2218/1089, 14.41=-2218/1089, 14-15=-2394/1145, 15-16=-2521/1142 BOT CHORD 2-31=-713/1665, 30-31=-713/1665, 30-42=-600/1536, 29.42=-600/1536, 28-29=-505/1289, 27-28=-392/330, 26-27— 392/330, 26-43=-392/330, 25-43=-392/330, 21-22=-893/2042, 21.45=-1028/2339, 20.45=-1028/2339, 20.46=-1028/2339, 19-46=-1028/2339, 18-19= 966/2279, 16-18— 966/2279 WEBS 4-30=-1461505, 5.29_ 110/364. 6.29_ 218/254, 6.28=-803/407, 7.28=-797/1806, 7-25— 2671/ 1238, 8-25=-441/399, 10.25=-3097/1468, 10-22=-1001/2197, 11-22=-958/528, 12-21=-246/ 652, 13-21— 395/200, 14-19— 184/590 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) automatic zone: cantilever left and right exposed; end vertical left and tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 2, 1594 lb uplift at joint 25 and 610 lb uplift at joint 16. 8) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Continued on page 2 tD WARNWO • verily deafen paramoton and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAOE MB-7473 nv. 1641)"15 BEFORE USE Design vdld for me ordy wllh Mllek® connectors. Itds design k based only upon parometers shown. aril Is for an i dJlvkkal buildingComponent. not a truss system. Before use, the txLcbv designer must verity the applkob0ly of design parameters and rxopedy trtcorpofato this design Into the over" lxAding design. Wachg Indicated Is to rxevent txrcldhg of IndNkfual truss web and/ot chord rnombels, only Additional temporary and permanent txoclrg MOW k always rec"ed fa stabUity aW to prevent collcgAe wllh rxmtxe persond"cswJ rxopedy (ksnage For genwal Qu tknce regardklg me loUlcolkxL storage. dellvery. eroctlon and txac0tg of mares and Irtm systoms. seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety information ovdtade from truss Plate kullMo. 218 N. Lee Street. Suite 312. AJolcardlrkr. VA 22314. Tanga, FL 33610 Job rus Truss Type ty PlyJob T1t363922 1111682 C17 ROOT Special Girder 1 t Referenceo (optional) Barlders Mtel source. (XoVOMM. I-L.:YrrJe IO:DT3e7bbeLkPtRgLK3aGvoCz8OE8-m3kvJ_FA6xDzTdYZW wxOymJleF?jlgmPmIZZO I z6LgI NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 lb down and 122 lb up at 7-0.0. 87 lb down and 122 lb up at 9.0-12, 67 Ib down and 118 Ib up at 19-0-12, 67 Ib down and 118 Ib up at 21-0-12. 671b down and 1181b up at 23-0-12, 871b down and 122 Ib up at 31.8-0, 87 Ib down and 122 Ib up at 33-7-4, and 87 lb down and 122 lb up at 35-7-4, and 173 lb down and 213 lb up at 37-8-0 on top chord, and 307 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0.12, 266 lb down and 144 Ib up at 10-4-0, 50 Ib down at 19-0-12, 50lb down at 21-0.12, 50 lb down at 23-0-12, 307 lb down and 1371b up at 31-8-0, 65 Ib down at 33-7-4, and 65 Ib down at 35-7-4, and 307 Ib down and 137 Ib up at 37-7-4 on bottom chord. The designlselection of such connection device(s) IS the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4.5=-54, 5-6=-54, 6-11=-54, 11-12=-54, 12-14=-54, 14-17=-54, 32-35=-20 Concentrated Loads (Ib) Vert: 4=-87(F) 9— 67(F) 12=-87(F) 14=-126(F) 30=-307(F) 29=-266(F) 25— 33(F) 8— 67(F) 21— 307(F) 19=-307(F) 38=-87(F) 39=-67(F) 40=-87(F) 41=-87(F) 42=-41(F) 43=-33(F) 44-33(F) 45= 41(F) 46=41(F) WARNING - Verily desgn pemmordrs and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M1I.7473 rev. 1402 IS BEFORE USE. DesW vdkd for use only wllh MrIek® connectors. Iltb design Is basod ordy upon parameters shown. OW Is for at I K Adud txdding Component, not a cuss sysler n Mote use. Itw bulking despner roust verity the applbatAlry of design parameters aid propotly Incorporate this design Into the ovordl Ixmdlrtg *idgn. &ocing ItKlk:alod Is to prevent buckling of IrKk4ducd Inca web and/of chord mernbM only. Addllonal tempwtay aw petmanont Ixocing MiTek' Is dwoys recplrod lot stability cod to prevent collapse with possible persorxl hMy aK1 properly danage. For ge wrd gJrkitce regmcft the rdrlcallon, storage, delivery, erection aKt tracing or Innses and Inns systems, seeANSI/IPI I Quality Criteria. OSS49 and SCSI Subding Component 6904 Parks East Blvd. Safety Inlotmdtton avo8able Item truss Plote Inslttule. 218 N. Lee Skeol. Sutto 312. Alexa sift VA 22314. Tampa. FL 33610 Job Truss TrUSS Type oty FlyI T11363923 1111662 Jack -Open 10 11cJ1 Job Reference (optional) tsuacera First bwree, utaverana. M. J413e / _' s'W..e — v m e o.vuwwa...... ..ev ev,. ,. ,..ay.coW. . ID:DT3e7bbeLkPtRgLK3aGvoCz60E6-lonJC3Mp iLh20klXJbKgfBl7tHhv63krfEYCOz6Lg9 1-0-0 1-0-0 1-0-0 1.0.0 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(rL) 0.00 5 999 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 n/a n/a BCOL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Harz2=42(LC 10) Max Uplifl3— 9(LC 10), 2= 74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown Scale . 1:6.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc punins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=15fl; Cal. II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 3 and 74 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Verily dedyn penurwfare and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M6T47J rev. taviwt6 BEFORE USE Design valid lot use only with MllekSConnoclors. this design IS based ONy upon pardenetors shown. and Is la an WKUvkk" btiYdklg component, not a ktas syslein. Bototo use. the btAd ing deslgnei inusl vorify the aIXAIcabQIIy of design lxxanolors and ptopetty Incoipoiato Ihls design Into the overall tx&dhg design. Bracing indicated Is to ixevent buckling of Individual In=web and/ot chord mornbets only. Additional lemrmM and permanent lxaCIng MiTek' It always tecµtred for stability and to prevent collanse with possible personal tryuy and rxoperty dknnago. F01 general guidance tegmding Ite fabitcallm storage, delivery• ereclkxl and bracing of Misses and Iniss sysleins, s00ANSI/rP1I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parks East Blvd. Safely Information ovallable ham hus Plate Institute. 216 N. Lee Street. Sulfa 312. Adexandrkt, VA 22314. Tampa, FL 33610 opu as ruse Type ry Tt1363924 it 11662 J1 A1C. Jack -Open 2 1 Job Reference (optional) Madera Hrsl Source. Grovelana, FL. 74736 r.e4u a Apr 1v zwo Mtt ex tnouslrtes. inc. woo Jun 14 14:bu ze zul r r'a90 1 ID:DT3e7bbeLkPtRgLK3aGvoCz8OE8-?orLIC3Mp iLh2OklXJbKg1B2ElHkv63krfEYCOz6Lg9 20 = 1-0-0 1-" 1-0-0 t d f Scale . 1.6.6 Plate Offsets (XY)-- f1:0-1-14.0-0-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Ven(LL) 0.00 4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(TL) 0.00 4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 3 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 1=38/0.8.0, 2=19/Mechanical, 3=16/Mechanical Max Horz 1=22(LC 10) Max Upllftl=-12(LC 10), 2=-15(LC 10). 3=-8(LC 10) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=14omph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opst; h=1511; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1, 15 lb uplift at joint 2 and 8 lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIF7473 rov. 146MI S BEFORE USE Design vdkl lot use only Wth Milek®conneclots. Ms design Is based orgy upon parameters shown, and Is for an l ndlWktai btdding component. not a truss system. Before use. Me txAdhg designer must verily the a(Xxlcatxllry of design Iaranelors avJ rxopeely Incorporate tints design Into the overall IxAdktg design. Bioctrlg Indicated Is to bucaing of IndNkWal Ituss web and/or chard members only. Additional lempotary and Wfftanent irackV M iTek' rxovent is always recpAed for stability and to prevent eollcpw Win possible persoral"and property dunnage. For general guldcnee regarding Ira 6904 Parke East Blvd. fabrkallm storage. delivery. erection and bracing of misses and truss systems, seeANSI/IPI I Quality Criteria. DSII-89 and SCSI Wilding Component Tampa, FL 33610SafelyInformationavailabletramtrussRateInslllute. 218 N. Lee Street. Snipe 312. Alosanarla. VA 22314. o TruTruss Truss Type ' Truss Ty N T11363925 1111882 C.13 10 t Job Reference o bona Buadere Feet source. Groverand. I'L 34136 ^v •• •" ^"•w^ ••" .. . ID:DT3e7bbeLkPtRgLK3aGvoCz8OE8-?onJC3Mp_tLh2OklXJbKgfBl7tHOv63krfEYCOz6Lg9 1 0-0 3.0.0 Scale . 1.10.9 20 = LOADING(psf) SPACING- 2-0.0 CST. OEFL. In foc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Ven(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCOL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oC purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-8.0, 4=29/Mechanical Max Harz 2=86(LC 10) Max Upirtt3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1). 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Inledor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will 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 56 lb uplift at joint 3 and 89 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING - V dry design parameters and READ NOTES ON THIS AND INCLUDED MirEK REFERANCE PAGE MU-T179 rov. l aWMI S BEFORE USE Design valid fa use only with MIIek0 conneclors. this de*p Is based only upon parameters shown. aril Is lot do Indlvidual "ding component. not a truss system. Before use. the building designet must verily the applicability of design patanolefs and ptopetly Incorpaolo this design Into the overall Additional lomporay and permanent txacing M iTek' tAAding design. &ocing Indicated Is to prevent tArclding of Individual truss web and/ot chord members only. is always recplred for stability and to prevent eollgxe vAth possrolo poisornal In uy and rxoperly dkanago. for general gulch nee, regard irtd Iw fabilcallm slorago, delivery. erection and Lxocfrng of trusses and Intss systems seeANSI/tPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available, from Truss plate InstlMe. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tarnpa. FL 33610 Job ru truss type ty Tt1363926 1111652 • C.13A Jatk•Op&n 2 1 Job Reference (optional) Burgsr'& First source. Orovalarea. FL 34736 ID:DT3e7bbaLkPtftK3aGvoCz8OE8-T_LhOPNS10TYfAJU517ZMU(CLHcteYJt3J_5kSz6LgB 2.0-5 3-0-0 2.0-5 0 11.11 SMFi-3- Scale . 1:10.9 2x4 11 1.5x8 STP = 1.6.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) -0.00 4-5 >999 240 MT20 2"/190 TOOL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/slze) 5=103/0-8-0. 3=7 1 /Mechanical, 4=32/Mechanical Max Harz 5=39(LC 7) Max Uplifts— 45(LC 6), 3=-48(LC 6) Max Gravy=103(LC 1). 3=71(1-C 1), 4=53(LC 3) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 5 and 48 lb uplift at joint 3. 7) 'Semi-ngid pitchbreaks including heels' Member end fixity model was used in the analysts and design of this truss. RNMO . Votlry dodgn param&tm and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PACE 1107473 mv. I4WM15 BEFORE USE. Design valid for use only with Mllek®Conneclors. thisdesign Is based only upon paramelea shown. and Is for an individual txtlding component. not a truss system. Boloto use. rho b&Mdhg designer must verity the appxlcablilty of design parameters and popody Incorporate IhB design Into the overall txAdlrtg design. Bracing Indicated Is to rxovenl buckling of Individual Inca web and/of chord members only. AdtIDlonat temporary and permanent Ixactng M iTek' Is always tequlred foe stablilly and to proven) collapse wllh possmle petsomil k*jry and property damage. For general grldcnce rogatdfrtg the fabrlcallon. storage, delivery, erectlon and bracing of lasses and truss syslemz seoANSt/TPI I Quality Criteria, DSB-89 and SCSI Building Component 61104 Park& East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Slteol. Sulte 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss russ I ype yply T11363927 1111682 CJS I Jack -Open 10 1 Job Reference (optional) Buddees Fiat Source, Groveland, FL. 34736 r oau a npr iv zvia mi ex mausures, rnc. Wed dun r• Irau ev ev i r Faile i IO:DT3e7bbeLkPtRgLK3aGvoCz8OE8•T_LhOPNSIOTYfAJU517ZMlkAgHbReYJt3J 5kSz6Lg8 t-0-0 5-0-0 100 5-0-0 20 = LOADING (psf) SPACING 2-0-0 CSI. DEFL. In loc) Wait L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Verl(TL) 0.04 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 We Na BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=45/Mechanical Max Horz 2=131(LC 10) Max Upfift3=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Scale . 1:IS. 1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vul1=140mph (3-second gust) Vasd=108mph; TCOL=4.2pst; BCDL=5 Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 3 and 125 lb uplift at joint 2. 6) `Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING • Verify dedon petemeaa end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111674" rev. 10MMIS BEFORE USE Deal®1 vaikd for use ody w101 Mllek®connectas. Itds design is bas d orgy upon parametersshown, and h for an frldlvkkal building component, not a kuss system. Belabe use. theildingdesignermustvent' the appllCablity of design paraneters and property Incorporate Ihls design Into Ito overdl building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional tomporaty and permaront bracing WOW is always tecKdred for stability and to revent collctim with possible personal k*xy and ropery damage. Fa genetal guidance regcxdklg the k"IcatkxL storage, dellvery, erection and lxacln o of Inrsses and truss sysloms, seeANSI/IPf I Quality Cntwla, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovailable from buss Plate MstlMe. 216 N. Lee Street. Sulte 312. Aloxandrla. VA 22314. Terrya, FL 33610 Job I rutss Truss Type ry Tff363928 1111682 CJSA Jack -Open 2 1 Job Reference (optional) eumers rtrst source, urovetano, I-L :Yr use i wV C ryn IO N CO m1 OR a YYi n0i. %.,. '- wu i % W. ID:DT3e7bbeLkPtRgLK3aGvoCzSOE8-xAv3dlN4WKbPHKugrkeov4HJphvLN?2t lzlfHvz6Lg7 4-0.5 5.0.0 4.0.6 0.11.11 S ao rl2 3x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL) 0.03 4-5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 4-5 817 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) 0.07 3 We We BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb(slze) 5=177/0.8.0, 3=123/Mechanical, 4=54/Mechanical Max Horz 5=63(LC 7) Max Upllft5=-86(LC 6), 3=-87(LC 6) Max Gravy=177(LC 1), 3=123(LC 1), 4=91(LC 3) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 3/4'- V PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% Structural wood sheathing directly applied or 5-0-0 oc puffins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=5.0psf; h=15f1; Cat. 11, Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding e6 lb uplift at joint 5 and 87 lb uplift at joint 3. 7) 'Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vottly def in parameron and READ NOTES ON THIS AND INCLUDED MI/EX REFERANCE PAGE M10.7473 rov. 1416=015 BEFORE USE. Design valid lot use only vA01 Mllok® connectors. this design Is based only upon paramotors shown. and Is for an indMdual building cornpwnenl. not a truss system Bofoto uso. Iho building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucakng of Individual puss web and/or chord members only. Additional fornpotary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possible personal k*" and property ddanago. for general guidance regarding the fabrlcalim storage, delivery. erection and bracing or trines and truss systems. soeANSI/IPI I Quality Criteria. OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available prom truss Plate institute. 218 N. Lee Street. Suite 312. Aloxarxlla. VA 22314. Tampa. FL 33610 Job I russ TrUSS Type oty Ply T11363929 1111682 EJ6 Jack -Open 3 1 Job Reference(optional) Budder's First Source. Groveland, FL 34736 7.640 s Apr 10 2016 Mrrek industries. Inc. wed Jun 14 14150 30 2017 Page 1 I0:DT3e7bbeLkPtRgLK3aGvoCz$QEB-xAv3dlN4 WKbPHKugfkeov4HJhhvMN7Z t IzffHvz6Lg7 14-0 6-0-0 1-0-0 6-0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 7.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=121/Mechanical, 2=320/0-8-0, 4=53/Mechanical Max Horz2=154(LC 10) Max Uplift3=-119(LC 10). 2=-144(LC 10) Max Grav3=121(LC 1), 2=320(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:17.1 DEFL. In (Ioc) Well Ud PLATES GRIP Vert(LL) -0.03 4-7 >999 240 MT20 244/190 Vert(TL) -0.08 4.7 >844 180 Horz(rL) 0.00 2 n/A rVa Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f1; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 119 lb uplift at joint 3 and 144 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING - Vedly dodger peramefen and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE NI1-7473 rev. faC30016 BEFORE USE. Design vdkl for use only with Mllek® connectors. Ihh design Is based only upon parameters shown. and Is fa an Yxllvldral lidding component. not a truss system. before use. the bullaing designer must vedfy the applict"lly of design paarneters and Ixopody thcoeporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndlvldtxA frussweb and/or chord members only. Additional temporary axt permanent bracing MiTek' Is always reoAed for stab811y and to prevent collapse wllh possible personal "and properly damage. Fee general guidance reWdIng the klxk:alkxn. storage. dollvery, erection and bracing of trusses and Inns systems seoAN51/I11iI I Quality Criteria, DSO-69 and SCSI Build" Component 6904 Parke Ease Blvd. Safety IMorrnalton available from truss Plate Institute. 218 N. lee Street. Sulto 312, Alexandria, VA 22314 Tampa. FL 33610 Job I russ Truss Type Oty ply T11363930 1111682 EJ7 Jack -Open 23 1 Job Reference (optional) Buddees Fmt Source. Orovetand. FL. 34736 r atu a Apr 1e ze16 mn es mausuies. tnc. wee dun 14 rrau:dr zvr r rage r ID:DT3e7bbeLkPtRgLK3aGvoCzSOE8-PNTSrSOiHdkGvTTtDR91RIpSM5D06SpAXdTCpLz6Lg6 1-0-0 7-0-0 1-0-0 7-0-0 Scale . 1:19.6 30 = 7-0-0 Plate Offsets (XY)-- f2'0-0.10 Eduel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.46 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.16 4-7 >537 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a rVa BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 23 lb Fr = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.9.2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 14 1 /Mechanical. 2=366/0-8-0, 4=6 1 /Mechanical Max Horz 2= 1 70(LC 10) Max Uplift3=-123(LC 10). 2=-164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1). 4=105(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. 11; Exp C; Encl., GCpl=O 18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 164 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Vedly dedgn Peromofero end READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE N67473 rov. IMMIS BEFORE USE Design vdld rot me only vA91 Mllek®coruoclots. 1Ns design 6 based only upon paaneters shown, and Is for an individual bulldlrlg component, nor a Oua system. Before use. the building deslgrlot must vodly no CIM11cablilty of design parameters and p iollaly Incotlerate this design Into the ovetal building design. Brocing indicated Is to ptevent txtcklMg of Individual It= web aril/a chord members only. Additional tempotay and p of nanent txacing WOW It c9ways required for stability and to rxevent collcpse Win possible persorxd Inpay and properly darnage. for gerercA guidance regad hg the tabxlcalkxt. storage, delivery. erectlon and bracing of InfSses and tntss systems seeMSI/IPI I Cudlly Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlo ble Dan Irus Plate knsillute. 218 N. Lee Street. Suite 312. Alexaldda. VA 22314. Tarrpa. FL 33610 Job I fuss fuss type ty Tt1363931 11116W Kfl Diagonal Hip Girder 6 t Job Reference e(optional) uuaaer's rrrsr source, mrwanna. M a+r.w ID:DT3e7bbeLkPtRgLK3aGvoCz8QE8-PNTSr5OiHdkGvTTlDR9IRIpUN661AZkpLz61.96 1- 5-0 5.2.9 9.10.1 1. 5-0 5.2.9 4-7.8 Scale . 1:21.8 20 = 5 2.9 4.7-8 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 6.7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(rL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. ( lb/size) 4=115/Mechanical, 2=481/0-10.15, 5=295/Mechanical Max Harz 2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9.4-1 oc bracing. FORCES. ( lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.11=-779/300, 11-12=-752/303, 3.12=-720/309 SOT CHORD 2-15=-399/721, 15-16= 399l721, 7.16=-399l721, 7.17=-399/721, 6.17=-399/721 WEBS 3-7=0/253, 3-6=-768/425 NOTES- 1) Wind: ASCE 7-10; Vtilt=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opsf; h=15ft: Cat. it: Exp C; Encl., GCpi=0.18: MW FRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 94 lb uplift at joint 4, 267 lb uplift at joint 2 and 116 lb uplift at joint 5. 6) ' Semi -rigid pitchbreaks including 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) 14 lb down and 14 lb up at 1.4-15, 14 lb down and 14 lb up at 1.4-15, 27 lb down and 54 lb up at 4.2-15, 27 lb down and 54 lb up at 4.2-15, and 44 lb down and 103 lb up at 7-0-14, and 44 lb down and 103 lb up at 7.0-14 on top chord, and 8 lb down and 1 lb up at 1.4-15, 8 lb down and 1 lb up at 1-4.15, 9 lb down and 0 lb up at 4-2.15, 9 lb down and 0 lb up at 4-2-15, and 24 lb down at 7-0-14, and 24 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). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-54, 5-8=-20 Concentrated Loads (lb) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, B=1) 16=-12(F=-6, B=-6) 17=-34(F=-17, B-17) WARNING • Vadify design panmetert and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MQ7473 M. 146=15 BEFORE USE Design valid for use only calm MllokO connectors. Otis design Is based only upon parameters shown, and Is lot an Individual building component. not a trust system. Before sae. to building designer must verity the al4AIcabRity of doskyt parameters and properly Incorporate, this design into Ste overall AddillonallemporaryandpermanentbracingM iTek' txAdingdesign ®acing Indlcoled Is to pioveni budding of Individual fuss wob and/or chord members only. is always iecplred to stabiitty and to prevent collapse with possible personal InJtay and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and biocing of musses and truss systems. sooANSI/1PI I Quality Cdterla, DSB-89 and SCSI lutiding Componrant 6904 Parks East Blvd. Sat* ty Information available from truss Plate Insillute, 218 N. Lee Street. Srlle 312. Alexandria. VA 22314. Tonga, FL 33610 Symbols I Numbering System IA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q'1/ lgr 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 MTek 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/TPI 1: 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. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established.by others. 2012 MiTek® All Rights Reserved mm W1 MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, 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 all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 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 ore minimum plating requirements. 12. Lumber used shall be Of the species and size, and in oil respects, equal to or better than that specified. 13. Top chords must be sheathed or purlIns provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceding is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or olter truss member or plate without prior approval of an engineer. 17. Instoll and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. BuilderFirstSournce 1. Client to review overall placement plan including dimensions, roof and ceding conditions. top Nord size, overhang / cantilever lengths,heel heights, bearing d non -bearing wall batons and heighW 2. Client to review entry and / or other conditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design 3. Client to review AHU conditions such as, hung from ceding, recessed into ailing or attic mounted. It is the client's responsibility to inform lass plant of batons, size, and weights. 4. Client to tevrew special conditions; such as beam bads, dropped soffit bads and skylite locations to ensure proper truss design / placement 5. Ceding drops and valleys not shown are to be field named by client 6 Hip and cemer tacks not cut are to be cut in the field by others. 7.Overhangs are 20 or 24, no blocking is applied. S. Overhangs are considered wild, cut to fit in field. 9. Temporary or pertnarront bracing is not included in truss package. 10. Erect lasses per SCSI-Bt Summary Sheol Prior to erecting busses u refertosealedtrussoriginatingsheetsforadditionalimportantinfo. 11. It is the client's responsibility to coondinete delivery date$ with truss ptanUsales Truss delivery will be on the agreed upon date.. 12. Client to provide a marked location for delivery. Location must be accessible, level and dear of materials and debris. In lieu of this, busses will be delivered in the best available location at our drfvees discretion. No charges will be accepted if above critens is not met 13. All buss repairs must be coordinated with lass plant Do Not Cut Any Trusses before comacbng buss plant with specific of problem. 14 No back charges or crane charges of any kind will be accepted unless specifically approved in writing by truss plant management 15. Note: One approved layout must be returned to truss plant before fabrication / scheduling. 16 — Upon signing you egret that you have reviewed this placement plan in its entiny. Approved By: Approval Date: Requested Delivery Date: Roof Loading: 20.00 TOLL, 7.0 TCDL, 0.0 BCLL. 10.00 BCDL, DOL 123 Floor Loading: 40.01) TCLL, 10A TCDL, 0.0 BOLL, LO BCDL, DOL 1.00 T.0 Pitch Sr12 Wind Code MWFRS/ASCE7-10 B C. Pitch Flat Design Method FOC-2014 / TPI-2007 T.C. Size Varies Wind Speed 140 mph / Exp C Heel Mgt Varies Mean Mgt 15' Min Beating Varies Cantilever N/ A Building Cat If Importance Factor : 1.00 W Overhang : 1' 4' Enclosure Partially Enclosed O.H. Cut Plumb Enclosure Lanai Partially Enclosed Spacing 24. O.C. Enclosure Entry Partially Enclosed MUS26 - Typ. Single Ply Roof Truss HHUS46 a Typp..p{Floor Truss NTU1. HGU{ SUR46 HCUS26J HMUS4846 HAC422 Hangers are ManularGued by Sbnpson Strong Tb unless noted otherelso See Legend in Layout Truss Layout Client Starlight Proiect Wyndham Preserve Model: 1551 Halley S ( RH) Lot I Subdivision I Street Address, Lot 61/ Wyndham Preserve 3 Locaborc Sanford, FI. Dab 06/14/ 2017 Seats NTS Plan Date: OU1412017 Drawn By Patrick Church Sh»til 1 of 1 Job 9 //11612 RECORD COPY City of Sanford Building and Fire Prevention Lo-r csi( Product Approval Specification Form J LpING Permit # # 1 7- 2 6 5 8 sA"FORo O<cPAR S Project Location Address LI O 1 q 1)1 a± 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.floridabuildinq.ora. 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 Wayne 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 Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding 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 / Coatin 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 I Category / Subcategory Manufacturer Product Description 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 Strength 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 0 4/28/2017 Florida Building Code Online 00_ tf-3i 1u]J rJu.4rCir is - /y, •. 6 WWI 1 .. `: t (/ llir:,:n(fG ""1 J • ,l'•rcelilrl • ' J?L ll SCIS Home I Log In I User Registration I Hot Topics I SubmitSurchargeI Slats 3 Facts I Publications I FBC Staff I sas site Map I Links I Search Florit6a r Product Approval IUSER: Public User Product Aeeroval Menu > Product or Aoolication Search > Aoollcltion Llst > Application Detail r dr; ' isll Llf Application Type Code Version Application Status Comments Archived Product Manufacturer FL1S8- R8 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. CAST- CRETE USA, Inc. Address/ Phone/Email PO Box 24567 Tampa, FL 33623 3 813) 621-4641 Ext 128 cparrino@castcrete, com Authorized Signature Craig Parrino cparrino@castcrete. com k! `! Technical Representative Craig Parrino t ?' ', _ • , . Address/Phone/Email PO Box 24567 rc: Tampa, FL 33623 cparrino@castcrete. com Quality Assurance Representative Craig Parrino j` • . i Address/Phone/Email PO Box 24567 i •: ": , l; Tampa, FL 33623 I cparrino@castcrete.com I Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard ACI 318 ACI S30 Equivalence of Product Standards r Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https:/ A~.floridabuilding.orgipr/pr ppp dtl.aspx?param=wGEVXOwtDquegl%2bT71%2fFi92gnRzHNulccd5pcLAU6ga/o3d Year 2011 2011 112 4/28/2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 Summary of Products FL # Model, Number or Name Descilptlon •, 158.1 High Strength Concrete Untels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FUSS R8 C CAC NOA 14-0903.03.Ddf Approved for use outside HVHZ: Yes FI-158 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FI-158 R8 It NOA 14-0903.03.odf EL158 R8 II NOA 16-0126.03.Ddf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone* 850.487-1824 The State of Florida Is an AA/MO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact BSO.487.139S. *Pursuant to Section 4SS.275(L), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, 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 4S5, F.S., please dick jyl Product Approval Accepts: Credit Card Sate httpsJ/www.0oridabLdlding.org/pr/pr_app till.aspxlparam=wGEVXQwtOquegl%2b171%21F192gnRzHNulcgj-IiM N6g%3d 2Y2 Nosh M IMIDADE511AMt-DARE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADNIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) inv v.mlamldndo.eov economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requiremetits of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Par-itto, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Pan ino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision starrip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no ' change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by tho oxpiration date may be displayed in advertising literature.. Warty portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the•mantifacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages F,-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. MINOA No.14-0903.03 AM4DADE COU v' % J1/(.:y' Expiration Date: 09/11/2018 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 403-060.5.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details'; street I of 1, prepared by Craig Parrino, P.R. dated !!lurch 24, 2003 and Dra ving No. LT4612, titled Cast -Crete 4 ", 6" & 12" Lintel Sqfe Load Tables"' sheets 1 through 3 of 3, prepared by Craig Pmwino, P.E., dated March 24, 2003. last revision #1 dated April 28, 2003 both draiwngs signedand sealed by Craig Parrino, P.E. B. TESTS 1. Test report onflexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled klodels, total of (13) concrete lintel specinreus, per ASTAI E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and settled by Cln-islopher A. Hamon, AE. C. CALCULATIONS 1. Calculations,for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, AE.. signed and sealed b)i Craig Parrino, P.E. 2. Calculations for Cost -Crete Lintels, dated 05129103, 140 pages, prepared by C) aig Parrino. P.A. signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System kfanual for Cast -Crete Machine Heide Precast Lintels revised on play 1, 2002. 2. Cast -Crete Quallq, System !Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Draiping No. FD4612, tilled "Precast and Prestressed Lintel Details". sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drem,ing Afo. LT4612, tided Cast -Crete 4", 6" & 12" Lintel Sqfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated March 1 /, 2008. B. TESTS 1. Notre. C. CALCULATIONS 1, Notre. D. QUALITY ASSURANCE 1. By Hiaml-Dade County Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS I. Alone. f HkWiy A. Maker, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Exph-alion Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL It 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details". sheer 10 1, prepared by Craig Parrino, P.R. dated kfarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Prnrino, P.E., da ied lfarch 24, 2003, last revision dated Adarch 11, 2008, all signed and sealed by Craig Parrino, P. E., on ATarch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Mirnui-Dade Cotnuy Depm-irnetti of Perutiiii»g, Envirottnterrt, and Regulator3, Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. A QUALITY ASSURANCE 1. By Alianri-Dade Cotntty Deprn-mrent of Regttlatoryt and Econoruic Resottrces (RER). E. MATERIAL CERTIFICATIONS 1. None. t Wafft)y A. Malcar, P.E., M.S. Prodtiet Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, AE., dated A4arch 24, 2003 and Drawing Nro. LT4612, titled "Cunt -Crete 4", 6" & 12" Lintel Safe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, AE., dated March 24, 2003, /as/ revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., an August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, poges 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Miami -Dade Counhy Department of Regrrlatort, mid Economic Resources (RE, R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. HeIql'PA. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: l0/09/2014 E-3 N ASi RE,W HIGH STRENGTH PRECAST AND T PRESTRESSED CONCRETE LINTELS Tn'B' TYPE 'A'. STIRF boa i I VLSI!>•lL]alVLl 11LyfLi]/"yi Vi.]If!!LS 1 7 UZI WAUo 4" SOLID LINTEL DATA TABLE L m iil 2lJ_'.rrua FT66 k1I I t$ i rgSa[><aT 7'Sal F7CSi lt,r/ r rcaE r]2 M tilt ,, ,,_ , S" PRECAST U-LINTEL DATA TABLE 00fL>DE D'-L7®nno onc-A m Muni urn resm rikku:j rry r vn Will is" ur aulllacn7avta USMU o Oana[Ti`s7 MTLM Fr I t !1 Jfa'i r7i71.TiL2•'ir:IL t1 ff2rA fZ•9 ME Fill" 1 rarwry1mm ravr NUIZI srsanrasuaIrl rarerzlmFLX=rvssarz otiav7O rra mrrrJtT. ffT7Vl Mrry lTr,1= n 1m rn+l,..trrarcr:eravr 211 M!MKM rtsa9 v7 rl2L, rr rs I:.. r 90 7?7 A- r2f_ lrr" V 2m Fr" riOIncmmG9nrnrlrrir•, BI 'rrZMRrTQ9EaCta rrd;W3TTz TM ILf._^_J Q]O rFco artr. Frr r:as_r U"rll.l" ulay rza.c.t rr-,i z=CJjcr10 12'- P EC AST U-LINTEL DATA TABLE Runfix-1 t1ragar7®rTno zZodrm rS.."1 rlEft fiJY-1 iC>• ver„ r eril ma o K".1m rls—tLMLA.&a LZLWvarsa r7arld m LUM UlLL':duo- sm 1Q^]m" WLr ss rzoA r_-nI]R:1 rl-l". mrAkf" iOerIM rad nrr r r v®rs. o r•' oGOri7rrrr1IZArejrtit_rmarSir.,,l,,,Irjr " CrtrmIrmaclm rF r_vr"•M V:AFrlalurl c irr FIKIaZ ar"o a, v+ aui.rt LE"! Inc-- o o mai 041• fFLT:J ul." n I, 11 t iI'LA rSG1 t7 rMc mm mArr rr Auno rem o to watt AMrwu. D rowan IT mn o un AND CAM? rr rOrMO® " r IOmm mm r m r rr MIXII comml n31-0rtr OtA, L 1. UWWXM VM t/at W Am ALI IA rl aA M ron VM r D Db r AM N Om, Irrl • MM MI O mIIISEM am e r. . an M on All a Ma AID It a MM ou D IF aroM W CAM Mr CLAIM- M Y famm = a% r. , am M Mr • ICI alma U MM . A. UM aYOrp CAQ rMarAnrr MM WO ml M a. oomm m OM WX an m M M llMr 11110 am a nxws n 1 GDI Om IN a al I MIDI IOW AnD O= MIN M L nm u tit. rla rye-¢- ia-utnrca.tJ[nr..rie:l--J[UMMEMS o , 1G]r r]C l Glr SaJ•ISiL`::J I.CJ/VL:_,:.'.1 A]a]M I:/L tt• rW rvr WrtrmFamm Mtn lM r,ru aM1 rr rtT. .r r. I, , I rmv nzrr i r'rsy r>T t. ter rcla rry [ m tom] Err'r [r>Is= rr rm o Cl_ GEN ,O•. I PRonucrnMvls r "r Flula o.4 dIdig P, r,Ma°No14•- o o .D3 s Q'/'• CRAIGPARRWO ORI trc 0 G,.• 6324CR679 Si'iIVAIEC d.• SEFFN6i FL 3m rrba urr,r f1. P.E UC. NO 44 PRECAST AND PRESTRESSED LINTEL DETAILS rU MM MM-IA DIAA rr. A= Awn earl Ar rr a km v4vu ram®m uu Mmq rt MAD@ rnalr SIM 1 01 GENERAL NOTES I) 1fds,Ide ref 4Ml . 3M pdre6' i1Y 66dd - wqo q re W" . '.tlp0 ps,• o wn 7/! w aemeod. a -" ". bmfSe(.O:Y) ppqer /5161 WO seVi_ Timm ed Ma arepnaln IWO oa Mer pn ASN Ails WeerWWASIN ,61 VP• V a S 2) A6 %do Mad Wo sad m .irnu. 4 Inch no,.I b . W FMAM Setool haft forlcdd M• VA 12W ad IZWffltoIt" 9,oe 6 1/S istra 10S shp rapN 3) P,edd. Id ,00d r 1•d d bad ybb 4) Ru ,n.,ber b pr.dtfds n6bda im PUMA mdia.SU, IN TheaGbwdd ,rbsr. S) AO=muVdU ""a- bvdMkb MarVddc n tblbhAI.wsn. FIN* P•p Codel 6) Son. MW Web in apk& 7) 4- a& bhb to be Wit" ./ f &mean MdWW .d 0' dlnmrsa reAPd IB Lv d„•b.•I Ofo.Mdftd a r.,•t aepb .•, tb. wM .Wd WbAva mmi s MINK t . . lid Macs d dd--•robaj km noto d oupPod. 10) Nit - Net RsW 11) Wm IMN eddsd aba to be bald A Um bottom d W. Sotd coal. TYPE' 0MIGINAMON r.mamma/o- u.uo 12rl6—I a°m'w s lion m° 12.16-26/2TNMMAmmimJ L qa, Iq f•® Lill G' 11®! ao m r,•m vr am r'y i?.' — eva am tO •dosAt or •0* tbuid . 1 d W.09orewa W..ea. to IV ib..dd. ecder• of Note iMobd in edlem COMM "Is old b,• e M•r•N of slam op*d b oeoenbs..o.7,AlsgUI 00--9p16 poM .diy10) bob sN as dr lei mai6rd:2;fiB6 4i r d.rdeq Ipc Appal "&Wbw + *w bodanbl bed i ID Sob arkel red Sd. I•,n•id bad 15) rat motrAA Not Ar*tt Ed stnom m. oer bW Dan eel bw W*I .be.n. 16) he and fagot od do", I" ewe bw hm Mot r,f2.a k*b dame 17) Sob Nee .m apulffo sed opesdl. feels 18) Sde bob bad m m& nl deq, m14sb pat AD 9Jdo ad AO 3% 16) =: ,nds CVU) so le o Ur lat Sa po deroddileid SEE SAFE LMM UN TABLESFOR LOAD RATING r: ;. V''-`• „' FULL COURSE w 1) 15 REHAR FOR r LNIETS 1, CLR TIPt.., 2) i5 REPAR FOR 12- tB4fEL5 SAFE LOADS FOR 4" SOLID LINTELS C-M+M GRAVITY TYPE LENGTH 4S8 S-6- (421 PRECAST 1180 4'- 0- (481 PRECAST 959 4'- 6- (547 PRECAST 789 5'- 10-(70' PRECAST 460 6'- 6- (781 PRECAST 360 7'- 6' (901 PRECAST 260 9'- 4- (1121 PRECAST 156 10'- 6-(1261 PRECAST 116 12U6 CasrCis4nr UPLIFT LATERAL TYPE LENGTH 4S8 4S8 S-6' ( 421 PRECAST 687 371 4'-0- (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 5'-10-(701 PRECAST 407 148 6'-e (781 PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-6'(126-) PRECAST 152 43 12F8 12F12 12F16 ma's':;:, :- '3 A . 6U8 6F8 6F12 6F16 • • .: t, i'' tiS'=.A.. S•::•: :f^t' j;l'i. e. '••f":f.:i'e_. 4S8 121`28 12F24 121`20 PRODUCTRDVISNiD Fw,h T •' CNNGPARRINO E4Wa1t• nD. m R10,. B324CR579 A BF32 6F28 6F24 6F20 '., f N G .• RS CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES LOVnu mL oa10-u oath m wodx ulaw shoe KIi v W& SAW cI¢acto m aw r rt. - Fte. lio. ea!{ onwH4:xa SKIllarl SAFE GRAVITY LOADS FOR 6- PRECAST LI.LLNTELS 4mv-401"I'w SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH _ 6118 91-10 02-I0 6n6-18 6120-10 61`24-18 6F28-18 SF32-IB 3'-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 W50 6148 7227 8297 9357 5'-10'(707 PRECAST 1067 1260 2198 3557 5734 1 7227 8297 8225 6'-6' (7r) PRECAST 949 1078 1831 28W 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2054 2795 3731 10'-6'(1267 PRECAST 503 566 895 1270 1706 2236 2898 I1'-4'(1361 PRECAST 457 513 805 1133 1507 1952 2492 r374712'-O'(1447 PRECAST 425 477 744 1042 an 1769 2238 1Y-4-(1Sol PRECAST 373 417 646 895 1170 1495 1852 2285 14'-O'(1681 PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2087 PRECAST NR 299 455 620 794 985 1 119E 1437 1HE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIDNS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS V62 6' PPFCAST III IMM Q OWN4i'" SAFE LOAD PLF LENGTH TYPE SUB 6F8 RCMU Y-6' (421 PRECAST 587 1055 596 4'-O' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-10' (701 PRECAST 3D0 1 350 198 6'-6' (787 PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 10'-6'(1267 PRECAST 15fi2276 58 11'-4-(1367 PRECAST 139 49 12'-0-(1447 PRECAST 13 44 IS-4-(1607 PRECAST 117 35 14'-W(1687 PRECAST 111 202 32 17'-4'(2087 PRESTRESSED N.R. 130 21 SEE GENERAL ROTE 18 SAFE UPLIFT LOADS FOR 6- PRECAST n.LINTEL4 ow"*w" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE U11-IT 6F12-11 6n6-11 920AT 6F24-IT WA-IT6F32-IT Y-6- (421 PRECAST 1412 2074 2715 3356 3997 4636 5279 4'-0' (481 PRECAST 1225 IBM 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1093 1592 2084 2577 3069 3562 4055 5'-10'(70') PRECAST 831 1222 1600 1979 2357 2736 3114 6'-B' (78) PRECAST 723 1097 1777 2117 2457 2797 7'-6' (901 PRECAST 648 86304 n 1249P4 1544 m 1840 a 213514 2431 9'-4- (1127 PRECAST 575 5-71 980 1252 1492 1732 1972 10'-6'(126) PRECAST 514 462 787 w 1121 133qr 1551 1766 I1'-4-(1367 PRECAST 474 404j 685 11 1213 1442 1W5 12'-O'(1447 PRECAST 454 367 619 m 888 1093 1299 1506 IY-4'(1607 PRECAST 402 3W 516 im 736 91 9D6 1076 1247 14'-O'(1687 PRECAST 368 285 475 677 832 989 1145 17'-4'(2087 PRECAST 253 20B 338 476 585 693 j 803 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REMAR SEE GENERAL NOTE NO. 4 WOPARRINO 6324 CR 579 FNE11, FL 3304 E.UQNn — pRODUCilUlylgyP RI CLO.N the AotlRo F+fP4.tiuCON. o3.07 m- csom; CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESw",IRUI11O11t1IRAKIN1VJAM+.fr iS 312VU I II10" 1P WX PLWk P.L - UL W 44rA DIAYJICN0. WI11 =IT 1 OF 3 A SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS WT Mw SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US IM-29 IV12-5 12Ft6-29 12f2p-28 1212 -28 IMMI) 12M-211 3'-6' (421 PRECAST 3428 500D 5838 7619 9352 1t060 12755 14438 4'-0' (481 PRECAST 2923 4232 56M 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-16'(701 PRECAST 1612 2320 MIS 5234 8497 11060 12755 1443% 6'-6' (781 PRECAST 1393 12M 2679 4196 6421 IOD32 12755 144 7'-6- (901 PRECAST 113E 1628 2131 3218 4676 6756 9763 1352Q 9'-4' (1121 PRECAST 795 1216 1535 2230 3M3 4167 5593 7 10'-6'(1261 PRECAST 614 1043 1295 160 2516 3323 4334 5632 11'-4-(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 33M 420 13'-4-(1601 PRECAST 359 1294 1709 2188 2743 3409 14'-O'(1681 PRECAST 321 1204 1534 2017 2451 31061 17'-4'(2081 PRECAST N.R. 881 1141 1428 1750 21 19'-4'(2321 PRECAST NR 3431477,700 925 1152 1380 1609 U) IM MAMA W FANODNM ARE FOWU MAOM RM OM 40 ADD AWm RML SEE COM WN N0. 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS 4 i1a1 4Mw SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE I2RM 12RF6-2812Rf10- 12014- IN22- 12IM lvno-21 4'-4- (521 PRECAST 25M 2942 5468 7564 11669 13679 15679 4'-8' (541 PRECAST 2319 2740 5468 7584 r964O 11669 13679 15670 5'-B' (681 PRECAST 1347 1841 3555 6395 11669 13679 15679,45'-IC'(701 PRECAST 1259 1758 3361 5954 11669 13679 V-8' (801 PRECAST 924 1430 2633 4415 6884 1 12571 7'-8' (901 PRECAST 703 1203 2157 3494 5259 7922 962 114:Wq 9'-8' (116') PRECAST 30 843 1451 2157 3203 4427P 5417 U) 1MF WMM N PNWMUUS ARE FD=ff IEDDCI M Eat mm 4D EEW UM REHAB. SEE E0M WE Ul 4 MR 42- PRFrART IU IMM A 4MV- r"" SAF LOAD PLF LENGTH TYPE 12US 12FB RCMU S-6' (42') PRECAST 1295 4841 393 4'-0' (487 PRECAST 1295 4841 299 4'-6- (541 PRECAST 1049 3922 2417y1 5'-10'(701 PRECAST 681 2547 155 6'-6- (78-) PRECAST 579 2167 123 7'-6- (9n PRECAST 474 1771 914 j 9'-4' (1121 PRECAST 355 1326 5S06 10'-6'(1261 PRECAST 306 1143 45 11'-4'(1361 PRECAST 278 1041 38136 IT-0"(441 PRECAST 260 971 34 13'-4-(1601 PRECAST 229 857 278 14'-O'(1687 PRECAST 216 809 251 17'-4' (2081 PRESTRESSED N.R. 63 16 19'-4'(23?I PRESTRESSEDI N.R. 534 130P xc U MUFAL RVIL to SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 12" PRECAST U4JNTELS SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12WV OV12-21 12F16-2912F20-2112F AT 12M-21 I2F32-2T S-6' (421 PRECAST 2752 4207 5613 6938 8264 9589 10915 4'-0' (481 PRECAST 2389 3721 4872 60D 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-f0'(701 PRECAST 1623 2577 3310 4092 4875 5655 6441 6'-6' (781 PRECAST 22 4378 5WI 5704 7'-6' (901 PRECAST 1767 3B06 4417 50289'-4- 1121 PRECAST E1444 1171DO f1404.1982,, 3087 3583 4079) 0'-6'(126) PRECAST 94I 2714 3219 365311'-4-(1361 PRECAST 829 2441pd 2902 3364 12'-0'(1441 PRECAST 14 j 753 1269p 1788 220) 2616 3032 pj 13-4-(1601 PRECAST 678 633 1057 14851 1826 2169 2513 14'-O'(16B') PRECAST 622 586 974 1365 1679 1993 2309 17'-4'(2080 PRECAST 434 427 695 964 1162 1402 1623 19'-4'(2321 PRECAST 366 370 593 817 1002 1181 13M U) DE WAW5 IV 1MRO)IIE1S ARE MWO RmR11D16 MR CM 40 f41D ADDED KM SM Q=K TAR 1Nl 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS 4 *AV-t/M09 I SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH u icnro LENGTH l=D-11 LMlWa1lm14-i 4'-4- (521 PRECAST 1295 3692 2 4'-4' (521 PRECAST 1626 26B5 3746 4'-6',(541 PRECAST 1213 3458 2417 4'-6- (541 PRECAST 1558 2582 3602 5'-8' (681 PRECAST 784 2236 165 5'-8' (5n PRECAST 1210 2042 2850 5-10'(701 PRECAST 747 2129 155 5-10'(70) PRECAST 1173 1984 2769 6'-8' (SDI PRECAST 602 1716 117 V-8' (80I PRECAST 1020 1538 2426 7'-6- (901 PRECAST 504 143E 914 7'-6' (901 PRECAST 904 1226 4 21 9'-8- (1161 PRECAST 355 10114 4b " 9;8' (I16') PRECAST 1 703 oj 771 j 14721 KNOUS N FAWMM ARE KW0fl MUCOG M CJ . • • E ^Js 4o F[ID ADDED R[HAR. 11114 447 r• F1!• 14 c QQE/ CRAIGPARRINO O R p'Gt'` SS/n..' 6324CA579 Eli ` SE$fNGW.J493581 SEE GENERAL NOTES — SHEET 1 OF 3 M RIMUCT UMSED 10 OMPWAR %"UI U" Flnlfda oww"s co" Zo 0 B.ONs03 A1 j1d•1 PL. P.ES;TMD.44M CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES J MIAMhDADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations goveming'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHI). This NOA shalt not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves tho right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.B., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur *after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by R lmy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMhOAGEeouP1TY __ 2 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 0610 719 7, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ramon, P.E. C.• CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, •45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 02111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01128/96 for 94 rebar by Birmingham Steel Cofp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for 45 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84 M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for 94 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. y A. Makar, P.E., M.S. Producttontral Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report W-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . • None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables". sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ae: iy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 406-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letterfrom Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. N A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.16-0126.03 Expiration Date: OS/21/2011 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details" sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory AQ'airs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, • signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Iie A. Maliar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By MiamiDade County Department of Regulatory and Economic Resources (PER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. t" / WZZA _ H46mf A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 TYPE -A' STIJ- 67/ 32.0 BARSMRUPSB STIRRUP DETAILS rG1e wrs, HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS PRYODNNUCt RIJ.BPDW istw*ylee woo the Rows 7/32" E lsSTIRR TYPE I STIRRUP; TAILS 8" PRESTRESSED8" U-LINTEL DATA JASLE t QSRL "I l 0 pAfJ110 NO. Of 14 -O 0.134 011 a -O 4 0 l O 3-a 6.140 7 OAM 1-0 I0-2 3-• O 0.130 M30 7 32 7 3i OAR t -S 4 0 O 1R 0.17e 713 3 r a O 4- 0 21'-e 0.194 7O7 7 7/32 OAS 21'-Y O 3'-O 3/a• 10 22*-0• 0.21M1 Olt o J 7/32 OM il'-f0. 0 e 3'-10 3/8 10 of 24'-0' 0.210 US LARal10- 7/32 OAR 23'-IC 8" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TABLE s 1,,i iL fi'iTs'f Q a:c:c•L:I cIrr,rrm s m.. k 1! s"" I-..7o. FMarmorM2 KEN raUA U=FMMK FE110SiF C]tl[•SFil 1:r2 Z. FF' Mk t F]drr©LMSYloG]i[ICYE3Ztltill'arl. 1IV:Il!14V'InY7 11Cir7,., rJ1 iE7 a Ci1\iJr1L"'R;r,vCYl:>;lL'i©ao sar r5am[•7}L rca:43n+.v:: rta:>oc,t.©n ms®Esr"Fc>..n Kr.•r::oarrrmo Uy F:[;r:t1.>",VL"?l7-r rlE EF4 Sio or ltt0\ Y NW IRIIU IVr 'r_11 4_ rs -YIRYOIA IlItOA .`.R LRaIFi Rrb1tD 11n nes rlMmrJibll YnnFl 1'l,e iMU MALL( 017 Im jARy 71/r A p0\ ly rRrstRrs<re L"rn ertM\nx2ltn e.n nRrM•1,eN ueeri PRECAST U-LINTEL DATA TABLE A P,^Tnr7i_ v.r—c•r. Mfla a ns:!91a utrt.;1 to11 5rsit:. ram. i. tY, ILS i ittlr2lL S'.3 rvmess+©moo 3iQi'i1fIE'r.1 iD ii4rat)• oc5a ti;,„nt,r D:n t 4 ar» pL],ir.r.Iur uc;•D:ula a/o 3 T7 EIS]• rZf.7 pt^,i D®[3i9 R'L] t7 15" 7FsZ fl FrSiDtz1 7FAMiLUSM m2mi rDF.T nr.EF'Fl:i 7M7L EMlmm ti$Si r 1•iil'JL r1. il'li i i ia fYr''•i tTa HIEWpR•'m Kam rac—m MIA M" Fir. o"i gralw Ora=1E" IHJFYio TM2 Morl MMW OWNUTIOM m FMM FOR rR WO AFMDYAL O IS rMVCM R CO. I lass AND WWOT OI WIMUCt0 m ®ilWto t nwo Ita rom wmmn coesat or cm--ewt usA. am 1. WWWOM'StIIti 7/s2 AM AMU A510t M 04. S. WIO Vt TOM. NUMBER W SMWS Alm sS MmAM OMAet q ASIY A\tst ?/IO utcM RTRIRRIo a OMCD STAROW I'm EACH uA ma slam talr tmASMmu rmrtavw teo a Ixt tml,m a IN taa aMm[ 2RIAMeAMMIL — tm. Of M . I. 1101 7Ms. C= Wt 21NOWAS: r.. OM r9 Ms or e CIA 1mot1. Otm1a 1 M112111rS naststsm, 1, 00" r.. 4m rs IN Au FM E4M mUL M cAST a OIO, UNW. w 2A FOoM 0 rmTrR4rntta rom r1M w 1Mti Al MMM rota . &M t 4\. QAT6 or a1RAO[ NA7 R tMD m 1Q0 or trxsuc se umm Rlsocu 0 GOO w == MDT== To oem un W ARe MAMOL,m ratio ENS PRODUCT IICYISIN l wu ft Cod& 0A0M Flor,da pMMWf(¢¢-0403.02 CRAIG PARRWO il'p•' Eti OMCR57B nw CAST— CRETE 8" LINTEL FABRICATION DETAILS nr uur. e\m1t-uI ma ro = ram rt - Om. a 44,56 1 mm w to sm ERA q&Pr aRAVIT V LMAnS FOR All PRECAST L PRESTRE99ED U4-INTEL9 e• Here ciFi eorT ceOnDiJFOIltRitl a . 13AFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U41NTELS ewsl Ci1an' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 96-0 810-1e B112-08 6f11-1B On6-0e 6t16-1B OW-41 67O-le 8114-Oe MN -Is 672e-0 am -is W32-09 6132-11 Y-6' (427 PRECAST 2231 Sow 3719 5163 6607 eas4 OW2 1031 3m 46m 6113 750 074 IOY4 IIOO 4'-0' (46' PRECAST 1966 2591 2751 3820 4O90 5961 7034 0107 103 4606 6113 7547 074 10394 IIOo 4'-B' (541. PRECAST 1599 1969 2110 a31 J)S3 4571 5400 4 210 43>S 6t13 7x7 N]2 10794 11609 5'-4' (64' PRECAST 1217 1349 036 190! 1560 3122 3681 4219 1so 090 5]R 7517 7312 e133 1012 10'(70') PRECAST 1062 1111 1173 1031a11 2090 2x9 3009 3470 1461 1611 7160 7161 8= 6'-6' (787 PRECAST 908 11Y 2177 34W 301 W07 4303 5aI 122 207 34W 521 also Iown am 7'-C (907 PRECAST 743 Toll 173 2632 2205 201 3191 3165 1011 1722 n61 ms 601 SM a71 9'-4' (11Z7 PRECAST 551 09 110) IQS 2564 340 281e 3302 752 1245 180 2584 3186 ON 8ND 10'-6'(1267PREGST 475 m m 1247 2003 2717 2153 26Y 643 1052 1533 203 2781 364 4754 11'-4'(136 PRECAST 362 Se! 90 130 1841 2423 31V 406 561 45 1366 tab 2423 3127 40M 12'-0'(u4 PRECAST 337 xo m 1254 ISM 2193 2m 3562 540 1 m 1254 1604 2193 MS JW 13'-4'(1607 PRECAST 296 m 1075 1420 tare 2316 2m3 756 1075 1420 IOU 234 203 14'-0'(1681 PRECAST 279 700 toot f31e 107 i127 211D709I= 13M 107 2127 1 JV14'-8'(1761 PRESTRESSED N.R r24 37 MR m MmR 71 7O3 1310 N1902 n45 73v mt 15'-4'(184') PRESTRESSED NA. laNRNRMwtN9. 710 1250 IA3 2036 23m 2113 17'-4'(2D6') PRESTRES D NR MR MR NR MR 300 xi 190 XI13u t6o1G lag a0v 19'-4' (2321 PRESTRESSED N.R. M I4R to NR NR M I MR 235 420 750 1031 I282 1515 1719 21'-4-(2561 PRESTRESSED N.R. M Ia fs M trt MR M 110 310 06 645 1114 1358 146/ 22'-0'(2&1 PRFSIRESSfD NR M M MR BR NR NR 103 316 sm 784 la7 labs 1399 24'-O'(286jPRESTRESSED NIL M let M M NR la 129 250 450 6x O94 1062 112 on. V SAFE LOAD PLF TYPE LENGTH BUB BF8 RCIAU T-6' (421' PRECAST 1025 1024 1598 4'-O' (481 PRECAST 765 763 1309 4'-6' .(541 PRECAST 592 591 1073 5'-4- (64') PRECAST 411 411 745 5'-10'(70') PRECAST 34D 339 616 6'-6' (761 PRECAST 507 721 490 7'-1' (00) PRECAST 424 534 363 9'-4- (1121 PRECAST 326 • 512 230 1D'-6-(126j PRECAST 284 401 180 IV-4'(1361 PRECAST 260 452 154 12W(1441 PRECAST 244 402 137 1Y-4-(1601 PRECAST 217 324 110 14'-O'(IGel PRECAST 205 293 100 14'-e(1761PRESTRESSED N.R. 284 91 1W-4'(1841 PRESIR£SSED N.R. 259 83 17'-4'(2081 PRESIRESSED N.R. 194 64 19'-412321 PRESIROM N.R. 148 52 21'-4'(2561 PRESIREW N.R. 125 42 2Y-O'(2641 PRESTRESSED N.R. 116 40 24'-0' (211n PRESTRESSED N.R. 91 33 CA-CAm. SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8111-IT 110-21 612-17 912-11 11115-11 616-21 W&-It I AND-21 ern-17 I 8174-21 U25- 1 6121-21 W32-11 932-11 3'-6' (42") PRECAST 150 216S 4 4394 520 132 7001 150 2lSS 3524 4194 520 6132 701 4'-0' (487 PRECAST 130 2306 3M 3815 4570 SM 6079 1363 2305 3090 3815 670 SM 6070 4'-6' (541 PRECAST 12P 2040 2107 337S 043 4711 S3A 1207 2040 2707 3373 400 all 5379 5'-4' (641 PRECAST lots r71 mt 3399 39a un 1m 1715 2m 2a3s 3m 3296145n 5'-10'(707 PRECAST 09 1567 2593 3107 3620 41A on 1567 2080 93 3107 3620 4133 B-6' (767 PRECAST 835 14 186 2329 2 325) 3712 635 1407 1868 23to 2760 51 3712 7'-6' (907 PRECAST n7 1 1624 S 2 2Ofl 3n1 m 1224 1Q4 2a6 2420 7D27 32M 9'-4' (117) PRECAST 591 708 IY 1474 lets 2157 23DD 691 O0 1316 1 IOU 190 220/ 1 2619 10 -B' (126) PRECAST 67D 57s 616 I I8O 1461 n 2011 S30 095 1100 oi 1472 17N A 2055 1 2349 11'-4'(1367 PRECAST 414 504 UO 1037 127 15u 7733 494 07 104 1372 od IOU&I 1915 21p ed 12'-0' (1447 PRECAST 45s n4 931 1 130 195od 470470 sm 20A I302 1 selftal 2015 13'-4'(1607 PRECAST 418 386 607 705 9N nU 1323 43. 4011 I M A IIS9 1418 165AGI I80 14'-T(I Gr) PRECAST 30 NO &A 724 OO9 10541 1220304 410 415 1 717101 100 13Se 15MO Iam" 14'-B'(176 PRESTRESSED 2N 331 Sea 612 as 07e 1%31 246 as 1 6E1 d o0 13 1513 1734 15'-4'(184' PRESTRESSED 24 311 406 ad 617 m 211 is 10b4 230 36/ 1 $16 A OX 124 14OD 1660 17'-4'(208j PRESTRESSEDlet192 263 306 4a15 1 60 rd 521 740 w 6Y 1006A 736 127) m 1473 19'-4'(=I PRESTRESSED in 66 229 td W 341 1 4211 d 447 w d 03 og b47 aJ 11410, 641 b IVAO 7/7 Im 21'-4'(2561 PRLTIRFSSED S42 142 to bd 307 od 1 373 313 5v A D 721 568 6 sm I041 22'-O'(2641 PRESIRESSED 137 191 295m 379 462t, 516 0!D 137 91] 3SD 513 696 86S o99 24'-D'(288') PRIED 124 114 2022m 267 319 312 fl6 608 79 757 570e7e J) THE NIRIBERS OI PIIWKESIS ARE POWIT REDACTIONS MR GRADE 40 FIELD ADDED REBnR. SEE GENERAL NOIE NO. 4 ON SHEET 3 OF a SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. Ir4 oo.t.7 cr n THE% 1P ARE PERMIT RiEDWHONS FOR MR 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. pEN ago' ift A4Rp10p4t No nV' FRODUC1R1iV23DD 0 %' C` 0t 0ijp7A+e6 MOhNe l7eNde ton pele ' 2 er I :, TE I •j CRAIGPAFMO 1onp'1' ILM+'01i SEE GENERAL NOTES -SHEET 3 OF 3 dun43m w p O- I 8324CR679 O R j, SEFFNIR R . 93684 n 6e O Ss 4P R-P.ELI0.1,10.44756R 4j4u11up ORION- ielD CAST—CRETE 8" LINTEL FABRICATION DETAILS E; lJaS fit IRt 1WID oma u 0930 m 1s0o rump rL - R0. M 4nss SGIA Ro410 6066 Dual o /N 411IC60 m 11NI5 rAm14 rt - ml ESA 4uss 04ON1 4169 Sao 2 01 3 I SAFE GRAVITY LOADS FOR 8" PRECAST w! 2' RECESS DOOR U-LINTELS 4asrtaare SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH MISS On-m MS MI4 SWI&-oe 81111" MF30-m 011,1E MIO-11 W14-1 SMI-10 W22-19 ig:719 dG39-le 4'-4' (527 PRECAST 1635 1749 3355 32W 4349 5421 6493 139 1fi91 3699 5M 539 SOW 9479 IOW 4'-6' S4 PRECAST7 1494 isle 3063 2992 JOSS 4946 5924 6904 1756 3691 5205 09 479 10593 5 -e' (68 PRECAST 866 no 1770 1716 22772Am IBM 3402 39e6 1167 2451 4567 13e! 7117 311 5'-10 (70' PREGLST 810 a" 1653 INO 2124 2649 3174 3700 113 2342 4242 1631 a 7402 1m1 6'-' (801 PRECAST 797 SDI tees mm swe 7747 1449 7360 901 les 31m 1ae 7915 1479 1 T-6- (901 PRECAST 669 7w 1490 2452 3776 5743 MS 303 7ss 1420 2469 3776 6743 else IM B'-0' (116' PRECAST 411 466 M 1568 2253 3129 4091 314e st M 151e 2253 3129 4150 5M1 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 MD ADDED REM SEE CQNERAL NOTE N0. 4 GENERAL NOTES q M.leddlere e' pvrW told . 400D Dd re tr.r ,.,4 6•W - M p a e1. 'ayl a wsnD r° °irSo.m ad M tq ASW ASIS .A W pnYem! do W p AS01 MI6 Dien tm In r.l lft maW WAS01 RID 711M M aS 2) Al ..M Med Wo Ws.1 a ndrLrea 4 bmh world lWV4 3) ft"a D! .uda ew e1 Idw MLAL 4) 71. w.1 1. Daaeeie lenpd, heorA1W.Ma I.. Web p40Odd oddw rraa. A_ic ./ uftwm _-'yh.•. * 01M tas"` b bud peco WAsh drodI ItlY P4 ow bor Mau s mr/e deDltW Cede Sa da IIe KM elteGg be rMdf WAS q shwa Imed Wde as rqr d. 7) 04 P mMr mq M 4da11oted Iw hs A abaa IQ wlwl%adad de•I.dIt I D.al aayb 'fibIM ml7afad 1) 7M 4. I wr w sled 000tw&dw MA Dan D. e l Irrd MM. q taimb INS 0. 0mmbme wbr" horned ad sks d haul Don Os 10) RA . 9d 6dw 11) loam 66W odd rda to it !trio d 0. 1.hm N %. kw taW SAFE LATERAL LOADS FOR dr' DDm-Aov. dr- Dcrccc nnne n.r rum e ems„ 4" 9 SAFE LOADPLF LENGTH . TYPE 8RU6 BRF6 RCMU 4'-4- (5n PRECAST 758 757 1164 V-6' (541 PRECAST 694 693 1073 5'-8' (081 PRECAST 408 407 655 5'-10-(70-) PRECAST 382 381 616 6'-8' (8U7 PRECAST 595 788 464 7'-6. (901 PRECAST 509 674 363 9-8. (1161 PRECAST 370 490 214 e SEE GENERAL NOTE 18 12) tlll eD o ed bS-1R• Iw rdw a De.w I..eu.edm ow cd • • 13) Im .d. w rdlm d 9rAdA Iml6ed r stria mwr ..e d.l Lae a." d IN= span .aedace dD AS7d a nt :"°3, avr•rw ..ws 14) Holds Wded dNWlwd7 .ID .a0cd a Q •o Mead ao,4 Mb 9" be dcld W Om a rile Ib lo lq Qmlf AMU •atd 1a1 i AMW ladredd No 1: la Wo .dAd MdSdeIslranllldIS) r.r amPM- M e.;m M OM m rdo moa km m1 bm h" ne.n. 16) IN told ! rots w on% sk are MI Ma ad w4m boo rime. 17) Swr trrs a. mdaa,Dnw am" !molt IQ Sde Made Ie.d a m6 d dWp a.* yr AO SID ew AP 39 W) Ad4Tad fled 1.d uleAf .e M.Dlind IO• Mlna b M•0 eld ml Maud u•aebanrarysetsQC71lQelonTole!. Sw dold Wee. 1/2- l2R SEE SATE IAERAI I= USES FOR IOAD RATD70 mmm emu WAM nU COURSE is REeAR or GM SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4wsm40tan SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE sere- 11 elrlo-1 een4-1 dole-1 6es22-n 6-1 el 3o-I 6N8-2I mo- a an4-21 SIMS- MM- SMri- W30-21 4'-4' (527 PRECAST so 1661 2322 3056 3751 4445 5140 9r6 leis 2102 3056 3131 N4S 5140 4'-6' (54 PREASf t604 22n Z98 3W7 4275 4943 e67 IM4 22n 2539 3W7 4273 4943 5'-8' (681 PRECAST em t 1797 1321 2MA 3362 3911 in 120 1717 I3tD 2154 WU 3911 V-10' (70') PRECAST oss 1207 1746 2954 V73 3266 2760 2773 3216 2799s e' (PRFrAST 242125793329 2429 Zero 3320r- 6' 901 PRECASTM65512mnM17462M212002Mtss7216e9'- r' 1161 PRECASTwD1959' 2tW Iml m16 2J11 1) THE NU14REM H PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FlE7D ADDED REBAR. SEE MOM NOTE NO. 4 ffiIfl 9E9 BF12 BElfl TYPE DESIGNATION r - telm 1a11 amN / 0 . t0611153 wwler o7q Iusa Ar WAY Dr 105Q OWrt X 8F16-1 B/ IT mum mmm J L OYM or is 1a910 ammup UK 0)1No auA jS 9FAlR A7 mm Or 110LL em I E,i2 i44.4• ,' 1 E24 AG, •yt EN , • 0. I,7a/6 t so91at90i3 1 1RODI1Cf IlDY160U W- Answo+.tirite.Ebrfa ddrMooaNn / F)r C.;,,,, _ ENO [ i lmlEolWb ej6 R'`[ l G\SEFFNER FL 93584 et tan I.9fa:6l?aic; i77 i• L\adl:U1ii61Qli I' 71fLTC SLY - j .•' .CAST-CRETE 8" LINTEL FABRICATION DETAILS r.araar., ii.,r7i: lavl.•ird: iR:7_Ii iL m: Yszrtr>, ra:A aatrrAUt1;l*:raw: lamyl•1; 4' rivri Gr MIAM 1-DADE IWANII-DARE COUNTY PRODUCT CONTROL SECTION DEPARTMIENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADhIIIVISTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w+vw.mlamldnde,eov/economv Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (lti Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Par•iuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision statrip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed •by the expiration date may be displayed in advertising literature.. If•any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. MIAMI•DAOE COUNTY ,.' , i:: •y-.. NOA No.14-0903.03 Expiration Date: 09/11/2018 l f 1 JZ off¢ Approval Date: 10/09/2014 j Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drativing No. FD4612, tilled "Precast and Prestressed Lintel Details" sheet 1 of 1, prepared by Craig Parriuo, P.E., flirted dlar•ch 24, 2003 mid Drmving No. LT4612, titled Cast -Crete 4 ", 6" & 12" Llnlel Safe Load Tables'; sheets I through 3 of 3, prepared by Craig Pan-ino, P.E., dated rllarch 24, 2003, Iasi r evis/on 01 dated April 28, 2003 both drawings signed and sealed by Craig Parriuo, P. E. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lhrtels Filled and Unfilled Models, toad of (13) concrete lintel specimens, per ASTM E-529- 94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed mid sealed by Chrlslopher A. Hamon, P. E. C. CALCU.LATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parriuo, P. E., signed and sealed by Craig Parriuo, P. E. 2, Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parriuo, P.E., signed and sealed by Craig Parrhro, P.E. D. MATERIAL CERTIFICATION: 1. Qualiti, System Mrnutal for Cast -Crete Machine Made Precast Lintels revised on r11a(y 1. 2002. 2. Cast -Crete Qualify System Manual.for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. F7)4612, titled "Precast and Prestressed Lintel Details" sheer I of 1, prepared by Craig Parriuo, P.E., dated rllarch 24, 2003 aid Drcndng No. LT4612, tilled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", streets I through 3 of 3, prepared by Craig Parrino, P.E., doled March 24, 2003, last revision dated A,14rch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Once. E. MATERIAL CERTIFICATIONS 1. Noue. HWdty A. Makar, P.G., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 r Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL it 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast arrrl Prestressed Lintel Details", sheel I of 1, prepared by Craig Purrino, P.E., dated &larch 24. 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables", sheets I through 3 of 3, prepared by Craig Purrino, P.E., dated 1161-ch 24, 2003, lost revision dated ]March 11, 2008, all signed and sealed by Craig Purrino, P.E., on arch 22, 2012. B. TESTS 1. hone. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE By Miand-Dade County Department of Pernritting, Environment, and Regrdatorp Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete Corporation, dined February 03, 2012, signed and sealed by Craig Purrino, P.E., cert fying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Afiarni-Dade County Department of Regulalory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. JOKify'A. Mi nkar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepm-ed by Craig Parrino, P. E., dated March 24, 2003 and Drawing Alo. LT4612, tilled "Cast -Crete 4 ", 6" & 12" Lhitel Scife Load Tables`; sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, lass revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E. on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E D. QUALITY ASSURANCE 1. Bp Miarni-Dade Cornty Deparnnent of Regulaloi3, curd Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014. signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel . Mahar, P.E„ M.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 HIGH STRENGTH PRECAST AND r TYPE 'A' PRESTRESSED CONCRETE LINTELS *rT i a . t I ti 4" SDLID LINTEL DATA TABLE rtmt® rzwloln ar 5i ram tLiw I , i I, , a EiC3m mml"Jn 1 ".rt>• Q2ndiux2j U,,mm[ 6" PRECAST U-LINTEL DATA TABLE z m r r D TE rmo ts im fIl7I r:iu t t7t37a.Irlmi r7lJ o r.u rtiu::aaarav®r,avao c o m r u: r raa tszr+n rzq r cI r r*-n Tsi•rm,• lrarvtrmrownao c wit srt• r u rmv mt*m row r-.",j o eairxans a rsr reuc^!ra r a>vrxsnmr:» arrarvrt„. era t ern rrv=v r*-*>,r nrta tTerar:rs sr o rIma ranra 9resua-nmrfl7f"IROWDEV' n I Mry mavrmelri•rus trayrtu.:maao rI spa rrzt. rT1 i„1 f}]O r t I ; rm if1. Al C.Ar7C' o t?' PRECAST rl-LINTEL DATA TABLE ro®r rwU'll mo rf m KILN rt t_tmcwv[t_a_rrr nao K" LaJIL12AF A rnl7r Vt1:JL1G.Mlncan13MALF/I tormcamrtai:1r.=a EalmrrsW-m c_as l9raNK irtatt:r rr•rm rFI I„, , tnwu rax-Fr" rr-o rTRn Cgi7 FULE rFf "1' I tn" r21L; rr" l7Ci O WE=*Mtr7Tt Lmrl,,f`1m.-MAKa UMMAEnsamoAutarn Itt rrzL:tnc;•trso aey[iUlrurL2j uic rl lEcrrtyoryarta._.I um ram. . rr,o Mleyes u TIr, ,rI000Y1 IOWM110N O FWM0,OI MOM A Om,Y. O D P—mm K *WI u» . clomT a m to,tAvs CI outlrmttP vwmw I[ mu wo m, cmum eat, -am te4 mu 1. mume mu 7M tAI AOM YtAt K IA. At is mu I UUM MOM I AM ,I m LOOM . a M L CO CIM ammm to MOM b M ALL • On AID 11 rRI ,IW mo OO W vt ,O mm CAW m Oustm - to C MR W WRW A . SM A W A OW WMS am" ... TM R amwno CAR FAQ umMl wo i IO„IM fiat OWL K Cn tlR Mmt 00 W OLObm I= O® I IImI „OM Ua WL 0 2 AM II m LWILS AM IMM OWA OWL V' CEN MA- OR, A••- CRAICM PARRINO SURM R. 3M VROnUCt Nlvlsliu mm„r,rt„c.,;tu,nA rtuw I, mWn ttmtu _ %7 $ i PRECAST AND PRESTRESSED LINTEL DETAILS trr 1WQ. cum-,. mw IP jw" Atm VAC: ., Urr GENERAL NOTES q N.IaIele fe 4' Yomd &W . UDDD pt hCe12' raallioleabt a-ort!oFern. w N-WGWOAd— Mmn= mi ma CWW. S . fYm pd rtar p• r ASN At15 m rmdbr Pr AStb CUO 0'0• u m s 2) A9 ad. bad table bond .o mbBmm 4 bdl wabd bmhq lSv nml b ee 4IM!bl kt*W lbb o 9m• 9 t/ Z b. 3) Pr.,ib Id mmfs bed and AM *fd, 4) Ib aobm h pnradbub hSsata 9• peleert nedm Im Snide 4D 9eb ailed reM. J a/ 14A " dediym2 H71 (Di) .b pD 112epb s) u loft rr•d m .seed J90 dacaft bLm916 mode mad t/ 1m dkcP^' alager Uo b Affaw to cumm m.Mdnqq Ilo floft &Nap W. Sedbn ISHAI m .FpBaba 9) SIM MW Web m r.ph& 7) Y GNO L* va bo intdw ./ a & lrmbn Mao M and 9) YMAb M/ dla dof Wd mud w * Mr W arddoebrd mtL 9) The defper aW meleto eambdtd born bom 90 do bed bbo b/ wopa 'amm eeabtbg aaeal .id dar d d-cm 4om W 10) NA . MA • dd Iq ubm rdl aedd rebel b be bmbd at he bdism d lb. Ebl opok TYPE OF9 NAT1ON f - mlm a9 am /pa - aeb• WY I a1Qla Wtla 12 16-28/ 2T om;L.mJ J L•aaamrs e mat ma /Agee 91 Iw pJ Ran m to Ir "aef y Pie rarmw vr " a emlem IN w Wm ml®m r lam! 11 5 ' ACIM Ir WO%SML VA11i11 IO CA wilkM id "HwdnD d s-1 by "Ith" d Uw "m to 13) Us alrter ... Fac. of Web i=WW it mien" emoob moon •abb Ad m o aaanp ofetlragyrilhalmrdoeadbpillCa -R9 alm etEP 14) Udrb bald •bot mm* .2b .u6a1 C wtlf e ude} aM Mim.Ll DMeeO bob daub be tlleded hr Do eentl = A o I.O god'ee ApOW u&cd Md + APikd 0M bo0 S IA Sob eatid bed St: b bfledd bad 15) Far aesgM. Md ulptb mf dom u• mob bed Am ald bm t•gd dam 16) for bW W* W rot OWN I= Oda teed bah god bnpd baytb .b.m 17) Sdo bob m upuk#ued donbb body 119 Sd& bob bum m Rlbld dedpl ondpb Dob M Sld and AO 3u ' 19) ru aiefA vi ( mDQ iMn Urhiatd La dgikP! Ad". 3 SEE SAFE LATERAL I= TABIES FOR LOAD WING J • f ?:, FOR EACH ADDITIONAL FULL COURSE 1• CLR TIP 5 R 1 FOR 6' UEBAR 41E15 12 15REBAR FOR1r19REL5GR40OfGRrou'• + mow^ ik ... SAFE LOADS FOR 4" SOLID LINTELS 4.,-04-0 GRAVITY TYPE LENGTH 4S8 3'- 6' ( 421 PRECAST 1180 4'-O' (481 PRECAST 959 4'-e (541 PRECAST 789 V-10-(701 PRECAST 460 6'-6' (787 PRECAST 360 7'-V (907 PRECAST 260 9'-4' (1121 PRECAST 156 10'-6'(1261 PRECAST 116 12UB 4i 419-9' rn UPUFT LATERAL LENGTH TYPE 4S8 4S8 3'- 6' (421 PRECAST 687 371 4'-$ (481 PRECAST 597 320 4'-6' (541 PRECAST 529 258 5'-10'(70j PRECAST 407 148 6'-V (781 PRECAST 366 118 7'-6' (90) PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-6'(1261 PRECAST 152 43 12F8 12F12 12F16 6U8 6F8 6F12 61` 16 Fay 'w•. r i' ' r: ' ar is • • . e • : :. ••v; r....• ..: •» e t • 4S8 `F tiL c• C, • ''. 12F28 12F24 121`20 PAAODOCPfmvlsl:D i • •_ • !S atr . • * : Bd Y1P•^A xiN A: FIaFAa p•. Fy *CRAIGPAFRINO 8321 CR6T9 11m Ue1. a Je BF32 BF28 6F24 6F20 ''., S'S ' R• G •' SEffMIL 3M 4ejOtVAI0 0" Ei P.6 UGNQ44756 od ro p =CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABL raw 19A lumc: Gmm- 14 um 0. A7p11 AAIGIY mmL- NUS W`1 AmU/21/DU amm 9E 2 FMMO, rr. - fit in 44156 DUA99R" t24p2 WWI I SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS Wp4mm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE GUS 6F8-IB 6112-106FIG-1 6120-106F24-186FIS-106F32-10 S-6' (421 PRECAST 2332 2676 3592 5050 6148 7227 B297 9357 4'-0' (481 PRECAST 2025 2313 3892 5060 6148 7227 8297 9357 4'-6' (S41 PRECAST 1654 1887 3533 5050 6148 7227 8297 9357 S'- 10'001 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'- 6' (781 PRECAST 949 1078 1831 255D 4328 6737 B297 9357 7'- 6' (90' PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'- 4- (112' PRECAST 584 660 1056 IS23 2084 2795 3731 5017 10'- 6'(1261 PRECAST 5D3 566 895 1270 1706 2236 2898 3747 11'- 4-(1361 PRECAST 457 513 1 805 1133 1507 1952 2492 3163 12'- 0-(1441 PRECAST 425 477 744 1042 1377 1769 2238 280E 13'- 4-(1601 PRECAST 373 417 646 895 1170 1485 1952 2285 14-- O'(1687 PRECAST 351 392 605 835 1087 1373 1703 2087 17'- 4'(2081 PRECAST NJL 299 455 620 794 985 119E I 1437 J) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM SEE GENERAL NOTE ND. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS CAD 0 DDaeecT lU iMTe1 4: SAFE LOAD PLF LENGTH TYPE SUB 61`8 RCMU S- 6- (421 PRECAST 587 1055 596 4'- U' (481 PRECAST 487 787 445 4'- 6' (54' PRECAST 416 609 344 5'- 10'(701 PRECAST 300 350 198 6'- 6' (781 PRECAST 263 496 157 7'- 6' (907 PRECAST 222 367 116 9'- 4- (112-) PRECAST 173 352 74 10'- 6-(1261 PRECAST 151 276 58 11'- 4*(1361 PRECAST 139 311 49 12'- O'(1441 PRECAST 131 277 44 13'- 4'(1601 PRECAST 117 223 35 14'- O'()6n PRECAST 111 202 32 17'- 4-(2081 PRESIhMD N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6' PRECAST U-LINTELS wv-* @M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-11 61`12-11 WWI 00-11 6F24-IT 6F29-1T IT Y- 6' (421 PRECAST 1412 2D74 2715 3356 3997 462 5279 4'- 0' (481 PRFR`AST 1225 IBM 2357 2913 3470 4027 45B3 4'- 6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'- 10'(701 PRECAST 831 1222 160D 1979 2357 2736 3114 6'- 8' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 7'- 6- (907 PRECAST 648 8631 1249 15" D 184000 2135 w 2431 9'- 4- (1121 PRECAST 575 571 980 1252 1492 1732 1972 10'- 6'(1267 PRECAST 514 462. 787 1121 13] a 1551 1761 11'- 4'(1361 PRECAST 474 404 085 995 1213 1442 1645 12' 4(144-) PRECAST 454 j 367. 619 888 1093 1299 1506 13'- 4-(1601 PRECAST 402 308 516 736 9D6 1076 1247 14'- 0'(1681 PRECAST 368 2B5 475 677 832 9B9 1145 17'- 4'(2081 PRECAST 253 208 33B 476 585 693 803 i) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FDR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 WOPARRINO 324 CR 579 FNERAFL 33584 PRODUCTRaVISED LWIdIbq, wlD'he Ftarida SIP un GuroW I mu-CAST-CRETE 4", 6- & 12" LINTEL SAFE LOAD TABLES In 1. w R [ 5 V '~.' `.-yam" ram. n1[ MWc /60M / Own m to w M, suu ru mm rmek t - tm a 44M I K 1 SAFE GRAVITY LOADS FOR 12" PRFnA• T U-1 IAITFI A 4mr- 11" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12U8 121E-M IV12-0 f2/16-26 IN20-20 12ft4-28 t21ffi 26 t2f11-18 3'-6- (421 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 5W8 7619 9362 11060 12755 14438 4'-8' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 3218 5234 807 11060 12755 1444 6'-6' (781 PRECAST 1383 1996 2679 4196 6421 10032 12755 144 7'-6' (901 PRECAST 1138 1628 2131 3218 4676 6756 9763 1 9'-4- (112-) PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6-(126j PRECAST 614 1043 1295 1853 2516 3323 4334 5632 I1'-4'(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1441 PRECAST 455 878 1073 1513 2020 2817 3333 4206 13'-4-(1601 PRECAST 3% 767 926 1294 1709 12188 2743 3409 14'-O'(1681 PRECAST 321 D 865 12D4 1584 2017 2451 310 17'-4'(2081 PRECAST N.R 1 pt34 631 p 881 11H1 1428p 1750 210 19'-4'(2321 PRECAST N.R 3 477 p 700 925 1152 1380 1609 Iq IR. MWAIM w MRUHMM ARE KRCM RE MMM roe CRADE 40 NERD AM REM Six CEIRRA ROTE In 4 SAFE GRAVITY LOADS FOR 12" PRECAST wi 2" RECESS DDAR 11.1 INTRI c 4 mw-*Nn SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12 12R6 2B I}R170 ttldlh ttg22- 12Af26 12AF1 4'-4- (521 PRECAST 253E 2942 5468 7584 9640 111669 13679 15679 V-6- (54') PRECAST 2319 2740 5468 7584 2640 111669 13679 15679 V-8' (881 PRECAST 1347 1841 3555 6395 9640 11669 13679 156 V-10'(701 PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-B' (801 PRECAST 924 33 4415 6984 1 1257 1480q 7'-6- (90') PRECAST 703 j120)32lg57 3494 5259 7922 9623 11 9'-B' (1161 PRECAST 369 2157 3203 4427 5417 6360 l/) — IIY— n IIFWIIY l PU l UUJGMIb FM WAM 0 1E1D AMM XMNL Sa CEMM ROTE In 4 f, -- a on"cY"" SAFE LOAD PLF LENGTH TYPE 12US 12F8 RCMU Y-6- (42' PRECAST 1295 4841 393au 48') PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417 5'-10'(7n PRECAST 681 2547 155 6'-B' (781 PRECAST 579 12167 123 7'-6' (90) PRECAST 474 1771 914 9'-4- (1121 PRECAST 355 1326 58 10'-G(1261 PRECAST 306 1143 454,4 11'-4-(1361 PRECAST 278 1041 38 12'-O'(1441 PRECAST 260 971 34 IS-4-(IODI PRECAST 229 857 278 14'-D'(1681 PRECAST 216 809 251 1Y-4'(2081 PRESTRESSED N.R. 6 16 IV-4'(2321 PRESTRESSED N.R. 534 130 1 YLFYAVIL IRl IC 10 4'-4' (52) PRECAST 4'-6' (541 PRECAST 5'-8 (68) PRECAST 5'-10'(7D7 PRECAST 6'-8' (501 PRECAST 7'-6' (901 PRECAST 9'-B- (116j PRECAST SEE GENERAL NOTES — SHEET 1 OF 3 PLF SAFE UPLIFT LOADS FOR 12" PRECAST U.LINTELS 4 wv+m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12R1-2T 13tt-2112f16-2112F20-2112R4-IT 1228-2112F32-27 S-6- (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (481 PRECAST 2389 3721 4872 6023 7174 B325 9477 4'-6' (541 PRECAST 2113 MI 4310 5328 6347 7365 8384 5'-10'(701 PRECAST 1623 2527 3310 4092 4975 5658 6441 6'-6' (781 PRECAST 1444 22 2972 3675 4378 5081 5784 7 -6' (907 PRECAST 1267 1767 31 J806p) 4417 5028 9'-4- (1121 PRECAST 1028 1171 2006 259 3087 3583 4079 10'-6'(126) PRECAST 920 947 1612 2281 2714 3209 3653 11'-4-(1361 PRECAST B58 829 1404 19 2441J 2902.j 3384 12'-0'(1441 PRECAST 814 j 753 1269 1788 220IJ 2616 3032 IS-4'(1601 PRECAST 678 633 1057 1485 1826 2169 2513 14'-0*(168) PRECAST b-22,4 5B6 974 1365 16791 1993 2309 1P-4'(2081 PRECAST 434 4427 695 064 1182 1402 1623 19'-4'(2321 PRECAST 368 370 M 593 817 1002 1187 1372p VI — YYYRA IY YIYO"IR]ti M PIROM IMIGHM FOR CRADE 0 AUD AM RE81R SEE GDMK NON Im 4 SAFE UPLIFT LOADS FOR 12" PRECAST W12" RECESS DOOR U-LINTELS I ("*ATW IWII I SAFE LOAD - POUNDS PER LINEAR FOOT I f lY /l 4'-4- (521 PRECAST 1626 12685 13746 4'-6- (541 PRECAST 1558 12582 3602 5'-8' (68') PRECAST 1210 12042 2850 5'-10'(701 PRECAST 6'-8' (80l PRECAST 7'-6' (On PRECAST 9;78' (1161 PRECAST MAWS DI PARDMIM ARE P(IC4N1 ID'AIN:IDllS TDB t 40 NOD ADDED m3k*- Six mwAL wm N0. 4 CRAIGPARR190 6924CRM EFPNLTI.1k 93584 PL P.EIMO m. IROOUCIN1msm N ri0111w fluri4a AWtgf IW No O e O? Elyhotb0 DF1e 1 ue4 Y CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES IDE RWC mw-14 1 Dun (h au AARIW I rAu. Y.TS J MIAMI-DADS MUM -DARE COUNTY i PRODUCT CONTROL SECTION DEPARTMENT OR REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ)• This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHI (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufachrce of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause'for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall bo provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H1 f lmy A. Makar, P.E., M.S. L NOA No. 16-0126.03 GUMIAWDADt Cou /' Expiration Date: 05/21/2017 i Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast. -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 0610 719 7, revision #4 dated 04128198, sheet 1. of I, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, '45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated Apri11996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06/20/95 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84 MI9805 dated 03/06/96for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. 4. JAV&y*A. Makar, P.E., M.S. Produettontrot Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. 4 - WZ, z1le- y A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.16-0126.03 Expiration Date: OS/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition, 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details"' sheets 1 through 3 of 3, prepared by Craig Parrino, P.E , dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conitol Section Supervisor NOA No. 16-0126.03 Expiration Dete: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department of Regulatory and Economic Resources (PER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letterfrom Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. HOKA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 PRESTRESSEDve HIGH STRENGTH PRECAST AND CONCRETE LINTELS I TYPE "A" STIRRUPS + 7_/32"O IRA 10 sSTIRRUPS 8 1 - B U STIRRUP DETAILS 1e.1c wr.. 7/32'13 BA STIRRUPS TYPE "A" STIRRUPS + STIRR &TAILS 8" PRESTRESSED U—LINTEL DATA JASLE S Vmrl WHO I I ITFE I umm" S AGNO MID.. "" 14 -2 0.134 U2 3 0 7/32 t -c 0 3'- 2 13-a 0.140 T 7 2 16- a 0 3- 1 17 -a 0.132 6" 7 32 7 32 RAR 17 - a O 32-2 O A -2 2 21'-a' 0.121 727 7 9 OM IV -or 7/32 W 21'-2' 0 O 3--2 3/a' 10 22'-0' 0.MD all 7 32 M 1 -312 7/32 W 21'-10' 3 0 3'-10 3/2 to 24'- Y219 223 7 u 2M 12 7/32 OA2 Ir-10. 3 0 e-3 I/S' to 8" PRECAST W/ 20 RECESS DOOR U—LINTEL DATA TABLE PRECASLU—LINTEL DATA TABLE Ai 77 r rr E,^,,-1v.Y tjt ityi E l c1.SRiC;L;1 i,'a®fElD D I®moo i TFSI.-.-1,7 iT3-i1Rr ii:1.2 T.71YtlYl r m r• r v+©moo 2lfflii[tl::":.l it7 SZS_7iC/40 93am NUX UJULU UFMPIk"a EC21 l.''L1I0 NBC"C.i4Sl!!1>fF1'3S'LI.3 k]G91 V 1;1L7 t:1• ff"K17.3Run Tr vm[L7ao 1EMMeMVIElAr, F"WUM®moo r»0=10imm MIWEI=Mmmor MMA W AFEr U" n5n o KEI" Man mcu11f•a=Ui"E1Ti" rnffW10ffFa0r»m"rF111-171 IPWAFaio mm ar.: a 3 ten, r cv o MS A p71RUM7 a100MATIOM IS MV= IOM MOP= ~AL IT n HAOIMED n CQM=t Un AM MJWO1 Q IpO VXW OR CWHO RD IMMMlt IRE HOUR RM LII DOISMI of OAST-CWL I" OM mMimi. 113 1. 102102DDO SttEl' f/33 2A7 AM A5101 N. 36 S. MID IRE W= MIA12G1 OF SURM AD IS MU 02AIE W AM MIN 7/10 PON KOIMm D DIVIDED SIAA10M MOM EOM WAW= 27a41 IOW-•" ^^" 1`2OI13130 tab at 111E 20160 m Cdo to OLW U MUM AUM M12. 1M. o/ Braw 4 . 4. TM MR f. DOIg3tE 2121tO0a: r.. Wall M M 2' KH MDMO r um mm 2 Sam" mm EADM O10. 1MIMMES AW% r.. 1006 1% M Alt 2 2 L 2d HOURI S Or 70LTFAW1101 114E M 3. IMIYL HAE5 nn "m . 0,70 t I .. OA1A 07 mILI Lm IIA7 R V32BI 21 1101IOIMBIDMA02orTLMamADDayHRisalscmISFcoW213murtMoAIMMAMa2mfOWti. rn PAODUCrRUMID nwtat°io3cecDao`dm12.m o1m Am pia mNo! o o3.Oz 74: CRAq 1Wuoy J6 PARPoRO OMCR99 u Dt'tbtti.:(° K! SEFFWA,FL 33684, j\'., ate 3H. EN.aaa FL P-E. LIC. M 44758 CNM;II;i1.:,avFjlai G.1:,><;a[a i': a LINTEL FABRICATION 4:-URiyi4. itita*iKI Y1Jog- SAFE GRAVITY LOADS FOR S" PRECAST 3 PRESTRESSED U-LINTELS Cigar' SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH SIM 613-0 8712-011 Intl-4e 4t72o 06 e724-9e 6iti OB 6vs7 oe 98-I9 6112-+8 016-19 ffn-18 6724-19 6i2t-iB 6772 18 3'-6' (421 PRECAST 2231 30 nro IIa1 io7 amt302 10131 306t 495 6113 750 074 10394 114n 4'-0' (48 PRECAST 1966 2591 2151 3alD Ono 5961 7e14 eI1 2813 46M 6113 7547 6974 ISM4 11609 4'-6- (541 • PRECAST 1599 IN9 2110 2931 3753 4570 5400 41M 2109 4m 4113 7547 672 IM94 lion 5'-4- (641 PRECAST 1217 1340 14M 19W 25M 3123 36U 4249 IN3 me S36 7517 7342 DIED 101 5'-ID'(70-j 'PRECAST 1062 1t03 1173 1031 2660 25" 3009 3470 1451 26n 430 710 7181 a3tt 6•-6' (781 PRECAST 90B 1236 2177 3400 3031 3707 4313 SOLI 1238 21n 3400 SRI am ion! eels 7'-6` (907 PRECAST 743 1011 1729 2a12 2M 269t 3191 3165 1011 1720 2691 All 6M1 1467 0472id 9'-4' (112' PRECAST 5S4 622 1160 1675 2564 34at M,6 3IO2 1245 1513 2s64 34SB 4705 OM IO'-6'(126j PRECAST 475 m 1447 200 MY 2+a) 25m fo62 sin 2ou I 3N3 4734 11'-4'(136') PRECAST 35294S 1360 1e46 2423 3127 1006r140145Ube1846242331274003 1Y-O'(144) PRECAST 337 873 1254 16M 2123 2t05 m On 1254 1684 2123 260S 30 13 -4' (f 60 PRECAST 296 735 1075 xte IWO 2318 3 471 755 075 14M IaIS Me 2993 14'-li'(1fi8 PRECAST 279 4:4 m I002 13M 1667 a27 a63D 442 706 1002 132t 1M7 2127 26l0 14'-8' (I76') PRESTRESSED NR NO M Me NONO No NR NO 45e 1m 1370 1202 2245 2517 2712 15'-4'(1841 PRESTRESS(t) NJL xe w Oa Art NO at n 112 710 1250 I731 203a UW MIS 17'-4'(2Dn PRESIRESSEO N.R. IOt Nt 1R OR 1@ NO 0 m 41 a50 I= 1809 1949 M47 19'-4'(2327 PRESTRESSED N.R. M NR MR all NR NR Nt 23S 420 750 1031 1282 1515 1716 21'-4'(2561 PRESTRESSED ta, R Nt NO NO NR IA NO Teo 340 5" 845 1114 13% 14U 22'-0`(2641 PRESTRESSED N NO MR NI NO IR NO NA 165 315 550 784 1047 1285 u99 24'-0` (2891 PRESIRISSEO N.R NR Re 1292 23D2 430 W e64 I222 SAFE LATERAL LOADS FOR a• oorrear it OOFatTmemn ILI IUTF4 a 4 as+4 aan. SAFE LOAD PLF LENGTH TYPE 8U8 8f8 R AMU T-6" (421' PRECAST 1025 1024 1598 4'-0" (481 PRECAST 765 763 1309 4'-6' •(54' PRECAST 592 591 1073 5'-4" (64') PRECAST 411 411 745 5'-10'(70") PRECAST 340 339 616 6'-C (781 PRECAST 507 721 490 T-6' (On PRECAST 424 534 363 9'-4- (1121 PRECAST 326 • 512 230 10'-6'(1261 PRECAST 284 401 180 I v-4' (1361 PR=T 260 452 154 12W (1441 PRECAST 244 402 137 1Y-4-(1601 PRECAST 217 324 110 14'-O'(161r) PRECAST 205 293 100 14'-8' (176-) PRESTRESSED N.R. 264 91 15'-4-(1841 PRESIRESSED M.R. 259 83 17-4-(208') PRESTRESSED N.R. 1 194 64 19'-4'(2321PRESTRESSED N.R. 148 52 21'-4'(2561 PRESIRESSfD N.R. 125 42 22'-0'(2641 PRESTRESSED N.R. 116 40 24W (288') PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR V' PRECAST & PRESTRESSED U•LINTELS 4A__4R19Y' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH AM-n VII-21 912-IT 912-21 OU-IT K16-21 AWAT tfie-01 W24-I1 VA-21 CrA-17 UU-21 IM-n W2-21 3'-6' (42) PRECAST IS" WS 4 4394 SW 9132 700) t58 n63 3324 4394 Sto 9132 7001 4'-0' (481 PRECAST 130 2305 304D 3e1s 457D S3M S 9 1365 2305 3060 3915 070 SM 6079 4'-6` (54' PRECAST 120) 2040 flW 33M 4043 4711 5370 1207 2040 2707 3375 4711 3379 5'-4' (64') PRECAST 1016 171 2279 3199 3961 4512 ID16 PIS ma 2ele m94 3961 45lx 5'-10`(7D7 PRECAST 909 1567 2593 3107 3m Nm 6n 1367 m 2593 3107 3m 4133 6•-6' M PRECAST 6S 14 I Im 3251 3712 LIS 1407 166a 23H 2790 3251 3712 7'-C (907 PRECAST 7u I6N 2023 242t 2a21 37M 777 1224 IS24 2025 2429 M27 3m 9'-4' (1127 PRECAST 591 708 136 1474 tell 2157 2 0 991 W 1319 1643 669 2619 10-Ir(12t) PRECAST m 575 ms lln 1461 1736 2011 530 40 118D 14n 1733 2065 1346 tt'-4'(136' PRECAST 474 SO4 NO 1037 In 1513 IM 491 607 1042 13n 10/3 IOIS 2187 12'-O'(144' PRECAST 470 45e 114 63e n9 t3n WS M S50 940 13M 1 lei 207S 13'-4'(16D7 PRECAST 411 3e6 W7 7D M 1143 1323 420. 450 MO 1159 141 t Iat1 14'-O'(1667 PRECAST 384 3% 610 714 669 1054 1220 410 425 717 lam 15mm e07 14'-D' (176') PRESTRESSED 239 331 sm W EMS 976 W31 245 m 8B m 130 1516 1M1 15'-4'(1841 PRESTRESSED 2:4 313 40 6n M9 211 IM4 73D 36e 616 me 1 1469 1669 17-1'(208 PRiSIRESSEO a7 9t 203 303 40S we 621 740 sm 1 756 IVI 673 473 IT-4'(232') PRESTRESSED 162 229 349 M 647 647 747 166 263 429 623 od MI long Im 21'-4*(2561 PREVRESSFD t42 N4 W360 45D 566 a'5 t41 211 316 5V 721 US 1048 22--0'(2641 PRESTRESSED 137 191 795 379 462 546 am 137 223 35a 5,3 6ee 363 od m id 24'-D'(2681 PRESTRESSED 124 170 2t7 sox 4te 492 5a7 IM A2 31! 4S5 oe 757 aM THE NWERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CUM 40 ' SEE CENERAL NOTE RD. 18 ON SHEET 3 Of 3. ARE PERCENT REDUCTIONS FOR OWE 40 FIELD ADDED RMIL SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 1 ++ GENERAL NOTE NO. 4 ON SHEET 3 OF 3. FRODucrRENRWE, Bw eoy SUDa064oDWWft- T11u14a i I '*C A;", otTEF. CRANiPARRINO /lg1P,: +• $324CR670 ar SEE GENERAL NOTES -SHEET 3 OF 3 ,4r••''4yUR13684 •\=+ SEFFNERFL3ND R RLY 6 • y • ! 4++ R- P.E LIC. NO.44755 EMKR OF 1Rr CAST 11CRETE8" LINTEL FABRICATION DETAILS W KM 66an-14 awn 6n CM PUM rt - IM W "M swc IN W wu G•• ME; O6/m/N COO Rs UM 13W114 Pt - 106. 6a 417311 tl MM m M 9ND 2 Of 3 SAFE GRAVITY LOADS FOR 8" PRECAST wl 2" RECESS DODR U-LINTELS 4 ^21-40"411 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH ars-00 elsl elrl4-a0 61T111.0 61n2 076-06; 113' la6-le KIO-le 14-19 el•1e-le MIM-11 eM126-1eis 4'-4' (52 PRECAST 1615 1749 3355 JIM 4340 5421 6493 feel 3W9 5 039 am 9479 4'-0' (541 PRECAST 1494 Isee 3oB1 2992 sees 494e sets 1755 3189 52oe A 0060 479 5'-8" (68' PRECAST 866 920 1770 1710 22" 2e39 3102I167249145679a7917PRECASTeseI6s3160021x26193n4 1113 2342 4242 es19 606D 1402 07IMtj 6-8' (80) PRECAST sot lea 3120 WA 7147 044e 1360 901 IBIS 3120 5046 7015 9471 1 7'-6' (90) PRfCAtiT E41 7ss 1490 2459 3776 3743 7239 be23 755 1490 2459 3778 5743 1069 9'-0• (1167 PRECAST 466 999 1569 2a3 3129 4091 314e 526 999 136e 2253 3129 4150 see. 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO 4 GENERAL NOTES 1) IblMlbt o r p wul idol . 49m pd ra pralmow bm . 6000 pd r. le.d - 3me pr radmel 3 bb or.nl• anw7 pe mWpq ASS A16 aW 60 9kAM A116 4adIb2 0D aInWr apmQpyA O. ad 71P Y r S 15 A3 ado W W. r.N m midam 4 loth aeolid bobta, Ee:6QP6 ?&Ad b 00 emlq knob 6eImm W6 Ibl 6. 3) RothM Amu rd ad led )ad• 4) s t Wb rs., W jam"nrdqo1. E4d¢4a r-6. 112d IFR-19 8 hod - an a6 152 nicks • e4 6e01 pY bwbmldara..d W. EamNex end,.,. rain d(e1, -4 o.e bylr t.eeb a aiR.d. 1 MIOtIkme swim 6011X1 mmgpOmwir IMdo Oot6q6) owes ISSN Ddb a lgt6ed 7) on 11140 mg todN ao+wIs, two 15 tcmaO tral *Wad/or dnba"W sd may+y ,m e. adaabro 0)1r data n mq "iblb ore.dlaw heft Inn, a..r.. lot low b7 4rokan MOWK s da.d ad em d 6-am bm am IObt -RdMAO 11)911bm r.Y* M Zia is r b.aW d 99 ballm d it. 6W1 to* SAFE LATERAL LOADS FOR B• PRECAST vd 2." RECESS tlCOR U.LINTM C^_+m SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCIAU 4'- 4' (521 PRECAST 758 757 1164 4'-6- (541 PRECAST 694 693 1073 5'-Ir (On PRECAST 408 407 655 V-10, (701 PRECAST 382 381 616 6'-W (W) PRECAST 595 788 464 T-r (201 PRECAST 509 674 363 9'-B• (1161 PRECAST 370 490 214 SEE GENERAL NDTE 18 12) nMeb d W:dj9 WA V•• 11 bq add. alUsuibI. .ts.W b 13) as W& Who d Mob b dM b Wales ownto mam/ ab OM h- e taft of a... qpW fa— ftdlma .de AMM Cr926 w Wes gpo MSr* u) ra.ds Arch lmdsa n..,, d91 .Wtd (m•0r m dpOQ ad Odltoo bSW .M r dsma m maIbA.1W.p Wmi mud bw AAmld Md." M Sda wecd low Sob bdAm.l1 bad 1: IA Is) rot ampta Hd bt*b m1 Oa4 m mda bs bmn Md b•. bftm abm. 16) ra i ld W lls sot du .des kN I" .ml bVd &* COWL 17) S.k b.4 an d.abb bob 16) Sol. bon rod m nfad dWp ad# pa Ao SM and AP 316 19) Raw o il:s0moa`O.. A.y ew.v ., m r—fi cwta.d In. IV r- I It —.. SEE SATE LA EW LOAD 1AM FOR LOAD PAtM0 REOSDRO DMU MRCIN) FILL L couRsE 05 REBAR 10aCM SAFE UPLIFTLOADS FOR S" PRECASTwl 2" RECESS DOOR U-LINTELS 4Cws1,4i44I1+• SAFE LOAD - POUNDS PER LINEAR FOOT ryPE LENGTH efao-lt e1Fe-2I 119F10- 1 aala 19a1h. M116- 1 SIMS- BM-11 M2- a ep16-I eM 1141 W30- 1 21 4'-4' ( 52') PRECAST SAS IMS 3056 3751 4445 5140 eos 1669 30M 3751 4445 5140 4'- 6' (54') PRECAST eel ISM late 3607 4275 49u 1167 ISM R4-21 2939 3607 4273 4943 5'-6' ( 68 PREGLST 75 1 2320 tau 33e2 391110S 12AD 2326 2e54 33e2 3911 V-10'(701 PRECAST fiss 12072259 r7n 32ee 2799 655 1233 1 2299 1713 1 3m 1 1729 6 -B' (W) PRECAST 570 929 ISSO IND 2429 2519 321 570 1060 ISM IM 2429 26A MH r-6• (90•) PRECAST w6 742 13F Ins 2166 25S1 2966 566 696 1364 1765 2166 2567 2966 9'-0' (IIol PRECAST D5 4m 084 1221 imo 11138 2.® 395 ton 13e6 1701 1e s13. 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDEO REBAR. SEE GENERAL NOTE ND. 4 TYPE DESIGNATION 9Elfl BFE SE12 @F]fi F r F aYMon o' Is 1YeA9 AI IOMmA 071fda eiln i• tOtlOYODM l 1im' DYL II[I910 J L eaill Ar06i9a' IS mmaro Y in 0) XMID 1: i- i J: is : ;. 4•e tuu CMA IS 1a a WM AI OF UOR CAM 8T32 aaAd1 l4q BF28, Cl• AMA own 0M s1 Jt1 N ' . 0•.. r 16Anel 0.44 - F t : CRAIO PARRINO 5 PRWU 7ROvmsw uNoo. tn19.1Aaewrb AnrytmmNa r oZ uudo wb a / b I9 MCRM m.Trra•a7 s6r lies.1i%: 7i': fulsrll; a! 1iiG1;—i YYk I fy[I. ETAILS esaf m I... :i : 11nt• a:7l6 lrata.I; L1Fid67:I3;1d `rdvta:e 1 I•\;a': 6H1:L;A,I A•:1a'14.1ni; RYiYYi CO x " M28/2017 Florida Sulldng Code Online SOS Monty I log in I user Reglstretlon I Mot Topics I Submit Sradrerge I stets s Pam I Plmllauo a I P8C scarf I eels.slte Map I Unks seen db Product ApprovalrUSER: public User Product Aoororal Menu > Product ar Application Search > AWkedon U > Applrratlen Oxtail FL B-3792-118 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Small 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter@lomancb.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Mlaml-Dade BCCO - CER Validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard Year Mlaml-Dade TAS 100 (A) 1995 r;;' t: i';;:'•; .;r`,! + Product Approval Method Method i Option A httpslhvww.floridabulldirtg.orgtprlpr epp till.aspx?parem=wGEVXQwtOgsFgPhXouzz9PGbaMcOkEk7oGQ8ryYrmk%3d 1/3 4/28r2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online 09/30/2015 10/06/2015 10/09/2015 08/16/2016 PLO- :: ' ' .:Model, lVujnber or Nance. ,' :.' , . ,. Descrtptlsin- 3792.1 135 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA 11- Approved for use outside HVHZ: Yes 0602.02.odf Impact Resistant: N/A Design Pressure: N/A Quality Assurance Contract Expiration Date 08/17/2016 Other. 1. Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs Installation Instructions FL3792 R8 II Lomanco 13S - 2000 PV - NOA 11-0602 02 odf Verified By: Mlaml-Dade BCCO - CER only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than Created by Independent Third Party: Evaluation Reports 33 feet. FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730 Roof Lower Aluminum Roof Lower omits of Use Approved for use In HVHZ: Yes • Approved for use.outstde HVHZ: Yes Certlticatlolt-Agency Cettifieata FL3.792 RB C CAC Comanco 700 Series - NOA LI- 0602.04.odf Impact Resistants N/A ;' Design Pressure: N/A Others 1. Refer to;appllcable building codes for required ' . Quality Assurance Contract E*piration Date ' 08/16/201*6 Ih'stallatlon Instructions ventilation. 2..LbmadWs Model 730,750,770 Roof Louvers. shall comply with applicable building code. 3. Loniando's Mode1'730,750,770 Roof LCuvtrs shall not be Installed o: Nroof mean heights greater than 33 feet : • ' • 4 t Verifled.By: Mlaml-Dade BCCO - CER Created 'by independent Third Party:. Evaluation Reports ' FL3792. R8 AE -Lomanco 700 Series = NOA'11-0602 04'bdf Created by Independent Third Party: Yes 3792.3 750 Roof Louver Aluminum Roof Lower Limits of Use Certification Agency Certificate Approved for use In HVHZs Yes F -3792 R8 C CAC Lomanco 700 Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Design Pressure: N/A Quality Assurance Contract Expiration Date 08/16/2016 Other. 1. Refer to applicable building codes for required Installation Instructions ventilation, 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's FL3792 R8 IT Lomanco 700 Series - NOA 11-0602 04 odf Verified By: Miami -Dade BCCO - CER Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. Created by Independent Third Party: Evaluation Reports FI i702 R8 AE Lomanco 700 Series - NOA 11 0602 04 odf Created by independent Third Party: Yes 3792.4 770 Roof Lower • . Aluminum' Roof Louver . Limits of Use Approved for.use In-HVHZ. Yes Approved for use outside HVHZ::Yes Certification Agency Certificate FL3792 R8, C GAG LomancV 700 Series -'NOA 11- . 0602:04.pdf Impact Resistant: N%A, Qualitjr A'ssiimnce Contract Explation Date Deslgp Pmssum:'N/A 08/16/2016: Other: 1. Refer to applicable building codes for,requlred' .. Ventilation. 2. Lomanco's Model 730,750',779•Roof Louvers shall•comply with applicable bulding code. 3. LorpanGo's :. InstallationInstructlons FL3792 RS IE Lomanco 100 Series— NOA 11-0602 nd f Verified ey:;Miaml-Dade BCCO - CER Model 730,750,770 Roof'Louvers shall not be Installed -on foof mean helgbts greater. than 33 feet.. treated by Indeptrident ThirdParty: EvalpatI n Reports 1i.3792 RS AE Lomanto 700 Series - NOA i1-0602 04 6df Created by Independent Thled Party, Yes 3792.5 770D Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC NOA 15-0709.09.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 R8 11 NOA 15-0709.09.odf Verified By: Miami -Dade BCCO - CER Created by independent Third Party: Evaluation Reports Il hdp :IlWww.tlorldebUlding.orglpr/pr appdll.aspsQparam=wGEVXQwtDgsFgPhXouzz9PGboV4dlkEk7oGQ6zyVnmk%3d 213 4f28120'f7 Florida Building Code Online IFL3792 R8 AE NQA 15-0709.09.odf Created by Independent Third Party: Yes M. CSC . Contact Its :: 2501 Blair Stare Road, Tallahassee FL 32399 Phme: a504a7-1a24 The state of Florida Is an AA/EEO employer. Cosvrialit 2002-2013 State of Florida.:: Priyaar Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do riot want your a -mall address released In response to a pub0crecards request, do not gale electronic mall to this entity. Instead, cordact Me office by phone or by traditional mall. 11' you have any questions, please contad SS0.467.1395. -Pursuant to Section 4SS.27S(1), Modde Slslutas, effective October 1, 2012, licensees licensed under Chapter 4SS, F,S, must provide the oeparbment with an email address If they have one. The emalb provided may be used for oflldsf communication with the'llcensee. 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 era a Ilcermcee under C ter 45S, P.S., please didr Jim, Product Approval Acceptant Crodit Card Safe SeCli l'lf}'MI'TILIC6''i ht4xlwww.flor(dabu(Idltlg.orWIpr app dtl.aspx?pararam=wGEVXQwtQgsFgPhXau gPGbaMcHkEk7oGQ6zyYmnk%3d 313 MAW NIIANII-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miaari, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA, is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this Product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this.-NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA- Failure to comply with any section of this NOA shall be cause for tean.mation andremoval of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall :be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer.or its distributors and shall be available for. inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831:07 and consists of pages I through 9. The submitted documentation was reviewed'by Gaspar J Rodriguez. AV-1- WMAM14DADECO No.: 16-0510.28 Ezplration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" ' diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louv=d Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 83' diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system Witha 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Centex for Applied Engineering PRI Construction Materials Technologies MIAMI•DADE COUPWtt Test Identifier Test Name Date MDC-98&99. TAS 100(A) 03/16/95 LOM-013-02-01 TAS 100(A) 05/21/07 . RRWA-001-02-01 TAS 100(A) 07/29/15 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attaclunent of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the.vent'is centered over vent hole. Fasten the base to roof decking with 1'/' aluminum annular ring'shank nails. With the first nail 1'%" from roof louver end and a minimum of 6." o.c. at the front and backside'of louver vent parallel to the ridge. And with the first nail 1'/<" from -roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all seams arid nail heads with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published1iterature. Minimum Slope: 2:12 NOA No.: 16-0510.28 JAPPhnarwa ROV ED 1 m Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: System Type B Cutout: Installation: Net Free Area• Model 750 Roof Louver Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerP' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %' wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between.the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Refer to manufkcturers, published literature. Minimum Slope: 3:12 GENERAL LDUTATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall'not be installed on roof mean heights greater than 33 feet. 4. Lornanco's Model 730,750;750-5, 750 E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . Expiration Date: 08/16/21 Approval Date:.06130116 Page 4 of 9 MIAMMDADECOUNTY DETAm DRAWINGS DETAIL A JJ - I I I I I fi NOA No.: 16-0510.28 Expiration Date: 08/16/21 ApprovalDate: 06/30/16 Page 5 of 9 DETAIL B 750 SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Yage6of9 DETAIL B (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTENER MIA MADE COUNTY NOA No.:16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/3b/16 Page 7 of 9 DETAIL C APPROVED NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 DETAIL D N NOA.No.: 16-010.28 Expiration Date: 08/16/21 Approval Date: 06130116 Page 9 of 9. Ll / b ,/ L-/ *0-" Lumber design values are in accordance with ANSWfPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: WP0061 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Starlight Homes Project Name: W P0061 Model: 1551 Tampa, FL 33610.4115 Lot/Block: 61 Subdivision: Wyndham Preseve Address: City: Orlando State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: 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# :]TrussTruss Name Date No. Seal# Truss Name Date 1 2/23/18 118 1 T13312316 B2 2/23/18 12 1 T13312300 1 A2 12/23/18 119 I T133123171 BJ1 12/23/18 1 13 1 T13312301 1 A3 12/23/18 120 I T133123181 BJ3 2/23/18 14 1 T1 3312302 1 A4 12/23/18 121 I T13312319 I BJ5 12/23/18 5 1 T13312303 1 A5 2/23/18 122 1 T13312320 1 CJ7 2/23/18 16 1 T133123041 A6 12/23/18 123 I T13312321 I EJ6 12/23/18 7 1 T13312305 1 A7 2/23/18 124 1 T13312322 1 EJ6A 2/23/18 18 I T13312306 I A8 12/23/18 125 I T133123231 EJ7 12/23/18 I 19 I T13312307 I A9 12/23/18 126 1 T133123241 MV1 12/23/18 1 10 IT13312308JAlO 2/23/18 127 1 T13312325 MV2 2/23/18 11 IT133123091A11 2/23/18 1 I IE 1 I 112 1 T133123101 Al 12/23/18 113 I T13312311 I A13 12/23/18 114 1 T1 3312312 1 Al 12/23/18 15 1 T13312313 1 All 2/23/18 16 1 T1 3312314 1 Al 12/23/18 117 I T13312315161 12/23/18 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: 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/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. S ANF ORS oFPAR, 2 6 5 8 VISION 111/1111//,. E N, ' • . No 182 rr STATE OF : 4/ lI SiS ONAI.E?` 1111111111 eaqu Velez PE MA182 Rek Sa Inc. Ft. Cert 66M 6 aft East ON. Tampa fl 33610 February 23,2018 Velez, Joaquin 1 of 1 Truss fuss ype Oty, ply T13312299 Jo,b, 61 At ' tHip t 1 1001Job Reference (optional) Builders FirsiSource. Tampa, Plant City. Florida 33566 7.640 a Aug 16 2017 MTek Industries. Inc Thu Feb 22 13.41:42 Zola Page 1 I D:AeAoATVyRAFF5lmF42W 41SypZgj-oRWrmupB9L17b735Mmg3G8x2JW rigRGDIY88kGOziegN 23.6.6 il-0-0 7d-1 14.4J 21.2•6 224-0 30312 37.1.15 44-a-0 46." 741 d10.4 8.10.4 1.1-e 1.141 6-10.4 6.1P4 7-6-1 10d Scale - 1:79.7 N OI axe = 3x6 115.00 t2 3x6 = 3x8 = 20 19 lid zl 17 zz su 15 14 3x6 = 2x4 II 4x6 3x8 = 3x4 = 2x4 II 3x4 = 23i-e 4x6 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.79 15-17 >671 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) 0.26 12 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 230lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP No.I BOT CHORD Rigid telling directly applied or 2.2.0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS I Row at ntidpt 5.17. 9.17. 7-17 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 2=1700/0-8-0, 12=1700/0.8.0 Max Harz 2=- 1 29(LC 17) Max Uplilt2=-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=0/292, 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; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; Cat. II, Exp C; Encl., GCpi=O 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.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 BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 447 lb upfill 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.' Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 8834 904 Parke East Blvd. Tampa FL 33810 Date: February 23,2018 Q WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev. I&WMI S BEFORE USE De*p vdkl too use only with Mflek®conreclots. Ihls design is lased Orly upon parameters shown. oral Is lot anindlvltltual butall hg component. not a truss system. Below tiso. the b ld!W deslglet must verily the ar4AIcatAlly of design p7tann teR aril txopoily ahcotpotale Oils design Into the overall building design. Bracing Indicated ls to Ixevonl bucWing of IndNkhul truss web aril/or chord members only. Add9lbrial temporary and rxrtrnanent bracing WOW ls always tecpdred for stdh0lty aid to prevent coltalm with p sfte personal lMtaY and property damage. ra genera gtldahce regarding the fa bilca1krL storage. dolNery. erection and bracing o1 trusses and truss syslerM. seeANSI/TPI1 Quality Criteria, OSS-89 and SCSI Sulldtng Component 6904 Parke East Blvd. Safety Infortnaton available from Truss Plate bislif le, 218 N. Lee Street Sulte 312. Alexandria. VA 223t4. Tanya. FL 33610 Job runs Truss Type Oty Ply Tt33t2300 WP0061 1:2 flip t t 1009Job Reference(optional) Builder FkatSource. Tampa. Plant City. Fbttda 33566 7.640 a Aug 16 2017 MTak Industries, Inc Thu Fab 22 13 41.55 2018 Page 1 ID:AeAoATVyRAFF51mF42W 41Syp2:ql-vxphVLzL5LwHf7Zbd?P61wzGLIDy_goeXfrlwDmziagA 1• 7.5.3 t4.2-t0 2t-PO 2.4- 30.5.6 37.2-13 44-&0 45•& 783 6.9.6 6.9.6 t-I-0 11§1 6.9.6 7.5.3 5.00 12 3x8 -;; 3x6 II 3x8 6 7 a Scale = 1:79.7 3x8 = 20 18 ru " 17 - is 14 3x8 = 20 11 3x4 = 06 = 3x8 = 4x6 = 30 = 2x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 70 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014frPI2007 LUMBER - TOP CHORD 2x4 SP No.2 *Except' 6.8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 CSI. DEFL. in loc) Well Ud PLATES TC 0.91 Vert(LL) 0.33 17 >999 240 MT20 BC 0.97 Ven(TL)-0.8217-19 642 180 WB 0.64 Horz(TL) 0.26 12 We rVa Matrix) Weight: 230 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS I Row atmidpt 5-17.9-17.7.17 REACTIONS. (Ib/size) 2=1700/0.8.0. 12=1700/0-8-0 Max Horz 2=- 1 28(LC 13) Max Uplift2=-446(LC 12), 12=-446(LC 13) FORCES. (lb) -Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3541/2142, 3-4=-2926/1856, 4.5=-2785 l858, 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; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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.' GRIP 244/190 FT = 20% Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 aL ~Nwa - verity datlgn parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAOE Ma-7473 ray. 169M16 BEFORE USE. Design vald lot use only with Mllek® conneclots. Ihls design Is based oNy upon parameters sMwn. and Is lot an Individual building component, not a If= system. Bello use. Iho building deslgrwt must verify the arolco bllty of design paarnelets and pxopedy klcoil"ate M design into the ovetall loading design. Bracing Indicated is to prevent bucMV of Individual truss web and/or chord members only. Additional tempor a r anal permanent txaclng MOW fs always required for sictAlry and to ptevent cotlgtse with possible personal In1uy and txopedy damage. ra general guidance tegadng tine labticatkxn, storage. delivery, election and btacbng of Inures and truss systems, seeANSI/TPI I Atfolity Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Inns Rate institute. 218 N. Lee Street. Stlte 312. Alexandria, VA 22314. Tampa. 1. 33610 Job fus6 ru56 ype ty T133t2301 W P0061 1..3 Hip t 1 t I", Job Reference (optional) Buidem FrrstSouice, Tampa, Plant Cdy. Florida 33566 e.o+u a Aug no zvi r mu ex m6usrrres. inc. T nu Fab 22 13 v i as 20i 6 rave I D:AeAoATVyRAFF5lmF42 W 41SypZcg-vxphVLzLSLwHf7zbd?P61wzHeID7_9ReXfnwOmziagA 1-0 7.37 13•it•2 20b•12 24.1.4 30.8.14 374.8 44.60 8 7.3.7 fr7-10 6.7•to 3 fr8 6.7.10 6.7.10 7-3.7 1 Scale = 1:80.1 5x8 = 5x6 = 3x8 = 20 18 its zr 17 16 r' - 14 13 3x8 = 2x4 II 3x4 = 4x6 = 3x4 = 3x8 = 4x6 = 3x4 = 2x4 II 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/rP12007 CSI. TC 0.89 BC 0.96 WB 0.60 Matrix) DEFL. In (loc) Well Ud Vert(LL) 0.30 17.19 >999 240 Vert(TL) -0.71 17-19 >743 180 Horz(TL) 0.26 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 251 lb Fr = 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 WEBS 1 Row at midpt 5-17, 6-16, 8.16 REACTIONS. (Ib/size) 2=1700/0-8.0.11=1700/0-8.0 Max Harz 2=-125(LC 17) MaxUpllft2=-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, B-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; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2pst; BCDL=3.0psl; 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 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.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 = 1O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 2 and 443lb 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.' Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M/1-7473 rev. IdDY10I S BEFORE USE Design valid for use only Win Mflek$ connectots. thin design Is based only upon parameters shown, and Is lot an Individual Lxrialng component, not a truss system. Before use. the bulking designer must verify the g7ptk;ahllty of design parameters and piopedy incorporate this design Into the overall building design. Bracing Indicated Is to prevent b ucknng of Individual Inns web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required lot stability and to ptovent Collapse vAlh possible personal Miry and property damago. for general guidance regarding the fabrication. storage. delivery, efectkrn and bracing of Misses and lam systems. soeANSI/fPI I Quality Criteria, DSB-89 aW SCSI SuOding Component 6904 Parke East Blvd. Solely Information civalklble from Irtrss Nate tnsnhde. 218 N. lee Sheet. Suite 312. Noxancfda, VA 22314. Tampa. FL 33610 Job FUSS Trulif. We ty T13312302 W P0061 A4 Op 1 1 1011Job Reference(optional) us BUlldete FuStSourCe, Tampa, Plem COY. I-IM10a 33bba 10 i 01 .w cv.. ,.,,. v.. ,..,...a ; ;, ••......... IO:AeAoATVyRAFF5lmF42W41SypZgj-07N31h zse37GH8nAiwLg8WSr19ZAiecnmJXriCziag9 1-0 7-t3 13610 20-0.0 2480 31.1E 376.13 446-0 7-1$ 6 5 6 8-5 6 4.8-0 65 6 6.5.6 7.1 J 5.00 12 Sx6 = Sx8 = Scale = 1:80.1 3x8 = 10 1r 10 14 10 13 1G „ „ 3x8 = 3x4 = 5x6 INS = 3x8 = 30 = 5x6 W8= 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.86 Vert(LL) -0.41 11.13 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL)-0.9611-13 549 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.23 9 n/a n/a BCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing, Except: 12-15: 20 SP No.2 5.10-6 oc bracing: 13-14. WEBS 20 SP No.3 WEBS 1 Row at midpt 4.14, 6-14, 7.13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8.0, 9=1700/0.8-0 Max Horz2=-122(LC 17) Max Uplif12=-439(LC 12), 9=-439(LC 13) FORCES. (Ib) - Max. Comp /Max. 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=-3487/2146 BOT CHORD 2.16=-1838/3145, 16-17=-1451/2669, 15-17=-1451/2669, 14-15=-1451/2669, 14.18=-1006/2131, 13-18=-1006/2131, 12.13=-1454/2669, 12-19=-1454/2669, 11.19=-1454/2669,9-11=-1847/3145 WEBS 3.16_ 321/377, 4.16=-223/562, 4.14=-728/599, 5-14=-349/639, 6-13=-350/658, 7- 1 3=-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=4.2psf, BCDL=3.Opsh 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 grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 pst 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 439 lb uplilt at joint 2 and 439 lb uplilt at joint 9. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' tod Joaquin Velez PE No.88182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 0 WARNING - Vedfy dedyn penmete s and READ NOTES ON THIS AND INCLUDED MNTEK REFERANCE PAGE Af11-7,173 rev. 1000 IS BEFORE USE Design valid for use only elm Mllek® connectors. it* design Is Ixlsod only upon parainetets shown. and Is for an IndlAdual b tAding component. not a truss system. Before we. the building designer must vorlty Ile oroicab0ly of design pxxarnotots and Ixopedy Incorpoiale this design Into the over,,, building design. Bracing Indicated Is to pxovent txrca,ng of Indlvidtlal truss web and/of cterd meinb ers only. Additional lernpotary and Wfnanenl bracing M iTek' is dways togfNed for slaUlty and to pxovenl collapse with poss911e persorKd lyfay a ci rAol)eay damage fa general giAda ice regadng the k"lcatkxx storage. delivery. efecitm and bracing of misses and fnnss systems, seeANSI/iPI I Quality Criteria, DSB-a9 and SCSI aullding Component 6904 Parke rest Blvd Safely Information avali de from law Rate I nsdtrrte. 216 N. Lee Street, Stile 312. Alexandria. VA 22314. Tango. FL 33610 Job Truss I fuss I ype Qty my I T13312303 W P0061 AS Hip 1 1 012 Job Reference (optional) Builders FlrttSouRe, Tafrpa, Plant Illy. Florida =66 7 640 a Aug 15 2017 mask Indusfrres. Inc. Ihu Feb 22 13.41:57 2010 rage 1 ID:AeAoATVyRAFF51mF42W41Syp2gj-sKwRwl?bdyB uRjzkORaNL2de2y7S7vx?zGIlezlag8 6.4.11 17.5.8 6.4.11 6-7-0 6.7.10 E-*zTr'-1 _T. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.34 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumbel DOL 1.25 BC 0.80 Vert(rL) -0.91 16.18 >579 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.34 Horz(rL) 0.22 11 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. 6.7: 2x4 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 2x4 SP No.3 REACTIONS. (lb/slze) 2=1700/0.8.0. 11=1700/0.8-0 Max Horz2=114(LC 12) Max Upllft2=-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=-1515/2762, 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- 1 5=-654/556, 9-13=-231/530, 10-13=-240/301 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=3.0psf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18, MW FRS (envelope) and C-C Exlerfor(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 pst 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 430 lb uplift at joint 2 and 430 lb uplift at joint 11. 7) 'Semi -rigid pllchbreaks 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.' co Iq Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 904 Parke East Blvd. Tamps FL 33610 Date: February 23,2018 0 WARNING - Verrfy dedgn perimeter; end READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Y67472 tay. 16OZ20IS BEFORE USE. Deslgrt valid tot Ilse only YAM Mnek®conneclors. fhls desllyt Is based only upon lxnamolers sftown, and Is la an i ndNldual Ixdldi ng component, not a Ituss system. Before use, the building designer must vedty the applkabIIty of design paamelets and Ixoprvly enoogxxole Mb deslgn Into lho overall txAdhng design. Bracing Indicated Is to prevent budding of Individual truss web and/at chard members only. AddBlor" lemMory ci d Permanent bracing MOW is dways reCp6ed lot skabmty and Io txevenl collapse with lxmvle personal"ad property damage for goneral gtldonce regading the laLMcatim storage, delivery. eroctkxn and bracing of lapses and lain systems. seeANSI/TPI I Gttalily Criteria, DSB-69 and SCSI Subding Component 6904 Parke East Blvd. Safety Information avtAMxo from Inns Rate frnstlhde. 218 N. Lee Sheet.Stlte 312. Alexandria. VA 22314. Tampa. FL 33610 Ofuss FUSS ype ty T13312304 W P0061 1,,-,6 Hip 1 1 I", Job Reference(optional) Builde(% Fa6l50urea. TaMPO. Plard City. Florida 33566 7.640 6 Aug 16 2017 Hl IOK Inda6ltras. Inc. Ihu Feb 22 13-41-58 2016 FOge 1 ID:AeAoATVyRAFF5lmF42W 4ISypZgl-KW UgSM?EOGJrW alAl7ypvZbrTzHuBb24DdOag4ziag7 1-0 _1.15 11-4-5 18-0.0 4,0 26.8-0 33J•11 38-1 44.8-0 0 6.1.15 5.2 6 6 7.11 4 4-0 4 4-0 6.7-11 5-2 6 6.1.15 5.00 Fl2 Sx8 = 5x6 = Scale = 1:80.1 3x8 = '" 16 15 „ 3x8 = 3x4 = 4z6 = 30 = 3x8 = 4x6 = 3x4 = 9 3.14 18-0-0 26-8.0 35.4.2 44 8-0 A1.,d i4A.9 A.A.A AA.9 n.:1-ta Plate Offsets OV)-- 12:0.4-2,0-1-8L(6:D-5-4,0-2-41,17:0-3-0,0-2.41,111:0.4-2.0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.33 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Ven(TL) -0.76 15-16 >694 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.28 Florz(TL) 0.23 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 229 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 6-7: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 'Except' 14.17: 2x4 SP No.2 WEBS 2x4 SP No.3 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 I Row atm(dpt 5-16.6-15.8.15 REACTIONS. (lb/slze) 2=1700/0-8-0.11=1700/0-8-0 Max Horz 2=- 11 O(LC 17) Max Uplift2=-425(LC 12). 11=-425(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (fb) 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- 1 8=- 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 (his design. 2) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. II; Exp C; Encl.. GCpi=O 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 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 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.' Joaquin Velez PE No.68182 MTek USA, Inc. FL Carl $634 904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 0 WARNWO. Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE NO.7473 rev. fWZQOIS BEFORE USE Design valkl lot use only Win Mllek® connectors. Inls design Is based only upon paamelers shown. and B for an Individual Ixddt ng component. not a buss system. Before use. Iho txBalng designer must verity the applical%Ity of doslgn pond melees and property encotporale this doslgn Into the overall building design. Bracing Indicated is to prevent budding of Individualal truss web and/or chord members only. Adkllllonal temporary and permanent bracing MOW Is always rood for s1a1101ty and to Ixevent collaime with passable petsonc/ trlkay and IxopeM damage. For general guidance rogaalng M labrlcatlon. storage, dfelivoty. election and lxalcho of frlrsS05 and Inrss systems. seeANSI/IPI I Quality Criteria, DSB-89 and SCSI SulWing Component 6904 Parke East Blvd. Safety IMormallon av llablo from lntss Plate InsBnne, 218 N. Lee Street. Su ffe 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss; fuse ype ty Ply Tt33t2305 WP0061 A7 Hip 110 t 1". Job Reference(optional) B6dders FtrstSource. Tampa, Plem Cdy. Fonda 33666 7 640 s Aug 16 2017 MTek Industries. Inc. Thu Feb 22 13:41:59 2018 Page I I D:AeAoAT VyRAFF51mF42 W 41Syp2gl-or2CLtOs92Rr7ktMsrT2Sm8_aNbxw 1 cDSH17Mxztag6 1-0 510.15 10-0.3 17 0 0 22-4-0 27.8.0 34.7.13 38.9.1 44.8-0 -8 0• 570.15 4.1.4 6.11.13 5-4-0 5-4-0 6.11.13 4.14 5.10.15 1- 5.00 572 Sx6 = 30 = 5x6 = 5 6 7 Scale = 1:80.1 US = I I to 15 Its IV 14 1J 14 US = 3x4 = 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 FBC2014lrP12007 LUMBER - TOP CHORD 20 SP No.2'Except' 4-5,7-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 06 = 3x8 = 3x8 = 4x6 = 30 = CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.83 Vert(LL)-0.5014-15 >999 240 MT20 244/100 BC 0.91 Vert(TL)-1.1314-15 >466 180 W B 0.33 Horz(TL) 0.23 10 n/a We Matrix) Weight: 234 lb Fr = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 1 Row at midpt 4.15, 6.15, 6-14, 8-14 REACTIONS. (lb/size) 2=1700/0.8.0, 10=1700/0-8-0 Max Horz 2=- 1 04(LC 17) Max Uplift2=-418(LC 12). 10=-418(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-3494/2116, 3-4=-3309/2025, 4.5_ 2666/1668, 5-6=-2402/1620, 6.7— 2402/1620, 7-8=-2666/1668, 8-9=-3309/2025, 9-10=-3494/2116 BOT CHORD 2-17=-1811/3148, 16.17=-1639/2980. 15-16=-1639/2980, 15-18— 1260/2506, 18-19=-126012506, 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 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=3.0pst; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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.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 BCDL = 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.' ig. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cent 6634 904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING • Verity dodgn parameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE M474n rev. 111003Q015 BEFORE USE. Design valld for use orgy vAlh MlleW connectors. IhIs design Is Leased orgy upon p®ameters shown. and Is for an Individual building component, not a truss system. Before sao. the Wading designer must verity the ofXxlcCdAIIy of design parametets and properly Incorporate this design Into the overall Bracing trdicated is to bucatnlg Individual truss web and/or chord rnemtx3n orgy. Additlorxf temporary and permanent bracing MiTek' building design. prevent of S always fequlied for slatAlty and to prevent cdtgxse wllh posslUle twrsonal"and property damage. for general gtldottce regarding the 6004 Parke East Blvd. foLvIcalbn. stomoo, delivery. erection and btacing of Inures and truss systems seeANSI/IPI I Quality Cdfarla, OSB-69 and SCSI Sul ding Component Tarrpa, FL 33610SafetyInformationavailablefromlrtasRateInslihde, 218 N. Lee Street %Ile 312, Alexardflo, VA 22314 Job u russ ypeWP0061 ns T133t23061:8, Hip f 1 Of5 Job Reference (optional) Budders FustSource, Tampa. Plant City. Florida 33666 7 640 s Aug 16 2017 MTak Industries. Inc Thu Feb 22 13 42:00 2018 Page I ID:AeAoATVyRAFF5lmF42W41SypZgi•GvcaY21UwIZZIuRYPY H?zg7ym vfUmNhxVhturtag5 1-0 8.7.3 16.0.0 22.4-0 26.8-0 3fr0.13 d41I0 4b-e 8.7.3 7.4.13 6.4-0 8 4-0 7.4.13 8 7.3 5.00 f 12 5x8 = 2x4 11 5x8 = Scale - 1:80.1 3x8 = 16 15 . r 14 iu 13 12 3x8 = 20 11 Sx8 = 3x8 = 5xa = 2x4 11 LOADING (psf) SPACING- 2.0-0 CSL DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.63 14-15 >844 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.33 Horz(rL) 0.24 10 fVa n/a BCDL 10.0 Code FBC2014r'rP12007 Matrix) Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 1.4,8-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6.0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpi 3.15, 9-13 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 Uplifl2=•41 O(LC 12). 10=-41O(LC 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Ops1; 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 gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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.Opsl 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' Joaquin Velez PE No.66162 MTek USA, Inc. FL Carl 6634 904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 0 WARNING . Vedly design parameters and READ NOTES ON THIS AND INCLUDED Mi7EK REFERANCE PAGE MIF7473 rev. 1403,2095 BEFORE USE Design vdikl (of use only vAlh Nlek6 connectors this design Is to30d only upon pmamelem shown. and is for an Individual "ding component not a truss system. More use. the building designer must ve0ry Ito alAlcabally op design pwratneters and properly koogouule nLLs design Into the overall budaang design. Bracing Indicated Is to buckling of Individual buss web and/or chord rnernbers only. Additional temporary and permanent bracing MiTek' prevent E always toctulted got skfiAty and to lxevenl cdlgze with p osale personal enFry and pxoperty cldanoge. for general guidance regarding the 6904 Parke East Blvd. IabrlcalbrL storage, deflvery, erection and Ixachng of Insses and truss systems seeANSI/IPI I Quality CrlteAa, OSS-89 and 6CSI aullding Component Tampa, Fl. 33610SafetyIntormananawiltaUefromInnRateinstitute. 218 N. lee Street, State 312. Alexandria. VA 22314. O fus8 Truss Type uty ply Tt3312307 W P0061 1:9 Hip 1 1 1016Job Reference (optional) Buildefs FnstSoutce. Tampa. Plant Coy. Florida 33566 7 640 a Aug 16 2017 M-Tak Indusicies. Inc. Thu Fab 22 13 42-01 2018 Pape 1 IO:AeAoATVyRAFF5lmF42W41Syp2gj•k5AymO26hBhON201zGWWXBDHgAG Oo_WvbEERPzlag4 1-0 7.9.14 15-0-0 22.4-0 29.8-0 36-10-2 44.8-0 7.8.14 7.2.2 7-4-0 7.4-0 7-2.2 7.9.14 5.00 12 5x8 = 2x4 11 5118 = Scale - 1:80 1 3x8 = 18 17io In 15 eu w 13 12 3tc8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 2x4 II SPACING- 2-0-0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 REACTIONS. (lb/size) 2=1700/0-8-0.10=1700/0-8.0 Max Horz2=-93(LC 17) Max Uplift2=-417(LC 8), 10=-417(LC 9) 4x6 = 3x4 = 3x8 = 30 = 4x6 = 2x4 II CSI. DEFL. In (loc) Well Ud PLATES GRIP TC 0.98 Ven(LL) 0.32 15 >999 240 MT20 244/190 BC 1.00 Ven(TL) -0 75 13-15 >706 180 We 0.85 Horz(TL) 0.26 10 n/a n/a Matrix) Weight: 226 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. FORCES. (Ib) - 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=-1279rd557, 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=4.2psf: BCDL=3.Opsf; h=15f1; Cat. 11; 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 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 = I0.0psf. 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-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.' Joaquin Velez PE No.68182 MTek USA, Inc. FL Cent 6634 904 Parke East Blvd. Tampa FL 33610 Oate: February 23,2018 0 WARNWG - Verffy design panunetem and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE U467473 rev. 160112/2015 BEFORE USE. Design vrbld lot use only with MnokO connectors. ors design Is based only upon paamelefs shown. and Is lot an Individual buldkV component. not a truss system. Before use. Ine bdkgng designer must vedty Iho applicablity of design pmornoters cnd pnopedy hootporale tha design Into the overall btBdirng design. WxAng Inr9caled Is to budding of tndlvklrtal hum web ad/ot chord members only. ACUSOnrll temporary crd petmanenl brOCing MiTek' prevent Is sways reed lot stctAity and to lmovenl collgxe wtlh possatle petsond"and progeny damage. For gonerd gddo nce tagadng the 6904 Padce East Blvd. labdcatlm slocage, dollvety, erectlon card bracing of Irtisses and min systems, seeANSI/TPI I Quality Criteria. DSa-a9 and 6CSI 8ullding Component Tarrpa, FL 33610SaeabInformationcrvafk"a from Was Plata Inshkde, 218 N. Iee Street, Soto 312. Alexandra, VA 22314. Job FUSS I fu96 I ype aty ply T13312308 W POO61 A I O Hp 1 1 1002Job Reference(optional) Builders FirelSource, Tamps, Plant City. Florida 33666 7.640 a Aug 1e 2o17 Mrtetc industries. Inc. Thu reo 22 13A1:43 and rage 1 ID:AeAoATVyRAFF51mF42 W 41SypZgj•Gd49_EgpwfO_DHeHwUBIoOTFtw8OAg7tnotHosziagM 1-0 7314 14-0-0 196./1 251-5 30.8.0 37.4.2 44.8-0 a 79..14 6•&2 5.6.11 5l-11 56r1 6$-2 7.3-14 1-0 5.00 F12 Sx6 3x4 = 3xa = 30 = Sx6 = 5 6 7 8 9 Scale = 1:80.1 3xS = 20 19 rd n 44 v co - ,0 15 14 US = 2x4 11 3x8 =4x6 = 30 = 4x6 =3x8 = 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.33 15-17 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.96 VBA(TL) -0.81 15.17 >649 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.27 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 227 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.2 Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 16-18: 20 SP No.I WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1700/0.8.0. 12=1700/0-8-0 Max Horz 2=-87(LC 17) Max Uplift2=-427(LC 8), 12=-427(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3550/2078, 3-4=-2924/1750, 4.5=-2846/l769, 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=-1553/3005, 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 (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15111; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and 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 427lb 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.' Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING - Vedly design paramdters and READ NOTES ON THIS AND WCLUDED afirEK REFERANCE PAGE MIF7473 mv. 10AX112015 BEFORE USE Design valid for use only Win Mllek® conneclots. Inls design h based only upon Parameters stavm, and h for an Individual building component. not a truss system. Before use. the building doslgflel must verity II1e applkal%IN of design paamelea and Ixoporly Incorriorate W& design Into Ina overall bracing is to buclding IndNkfuc9 truss web arid/of chord members only. Additional temporary aid permarant bracing WOWbuildingdesign, Indicated pravenl of is always neguhed for stability and to prevent co0gxe with poss011e p><etsonal Wiry and Ixopeny damage. For general guidance tegading nor fob ricallon, storage. delivery, efecllon and txaclnlp of tnrsses and muss systems. seeANSI/iPI I Guatity Criteria. DS11-09 and SCSI Subding Component 6904 Parke East Blvd. Safety Information avcltable from It= Plate fruakde. 218 N. Lee Street. Suffe 312. Alexancirkr. VA 22314. Tampa. FL 33610 Job uss I fuss I ype ty Tt33t2309 W PO06 i All Hp t t 100, Job Reference(optional) Builders FtrstSource. To pa. Plant Cey. Florida 33566 7.640 a Aug to 2u 11 MI I eK Inausuies. Inc. 1 nu Feb 22 13 41:44 2e 16 rage 1 ID:AeAoATVyRAFF5lmF42W 41SypZgj-kgeXBarahyYggRDUTBiXLcOSPKUAVCID?SdrKuziagL t -0 6 9-14 13.0-0 19 2.11 25.5.5 318.0 37.10.2 44.8-0 6.9.14 6.2.2 6-:2 6-2.11 6.2.11 6.2.2 6.9-14 -0 500Fi-2 SK6 = 30 = 34 _ 30 = Sx6 = 4 5 6 7 8 Scale = 1.78.7 3x8 = 18 17 10 I6 cv Ia cI cc I'I 13 12 3x8 = 20 II 3x8 = 4x6 = 30 = 4x6 = 3x8 = 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) 0.36 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ven(TL) 0.92 15-17 >573 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.49 Horz(rL) 0.27 10 n/a We BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 224 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16: 2x4 SP No 1 WEBS T Row at nlldpt 5-17. 7-13 WEBS 20 SP No 3 REACTIONS. (Ib/size) 2=1700/0.8.0, 10=1700/0-8-0 Max Horz 2=-81(LC 13) Max Uplift2=-437(LC 8), 10=-437(LC 9) FORCES. (lb) - Max. Comp./Max. 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=-2733/1734, 8.9— 3008/1802, 9.10=-3560/2076 BOT CHORD 2-18=-1773/3196, 17-18= 1773/3196, 16-17=-1688/3226, 16-19=-1688/3226, 19-20=-1688/3226, 15-20=-1688/3226, 15-21=-1689/3226, 21-22— 1689/3226, 14.22=-1689/3226, 13-14=-1689/3226, 12-13=-1787/3196, 10-12=-178713196 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; 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 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 Ib 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.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING. Verily dedgn pammetan and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 14I1-7472 rev. 14W/201S BEFORE USE. Design vcdld for trso only Win Mllek® conneclors. 8ls design Is based ordy upon paarnolers shown. and Is for an hdhftiol Wilding component, not a truss system. Bofoie use. the bu lding deslgrot must verity no aplAlcalAlly of design parameters and properly Incogxxate this design Into the overall Bracing Indk Is to txtcWUtg l muss web and/or chord members only. Additional tem"ary and Wnxmnl bractng MOWbuildingdesign. cited prevent of ndlvklutl Is always iecplued fa stabalty and to Ixavenl colialm with possible personal inNY and Ixoperly damage. for general guidance regarding the fabrication. storage, delivery, etecllon and bracing of trusses and truss sysleim. seeANSI/TPI I Quality CAtend. DSB-89 and SCSI Sullding Component 6904 Parke East Blvd. Safety lntormt0lon drvtriable from Muss Rate institute, 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 O fLIS3 I fuss ype oty ply T13312310 WPo061 J., Hp 1 1 004 Job Reference(optional) Budders FustSource, Tampa. Plant Cny, Florida 33566 7.640 s Aug 16 2017 MTek Indusines, Inc Thu Feb 22 13:41:45 2018 Page 1 10:AeAoATVyRAFF5lmF42W41SypZgi-COGYPwr4SGghSbog 1 vOmupZaOkrueerWE6MOsLztagK 1-0 648 12.0.0 18-11.4 2S8.12 32.8-0 383.8 448.0 -8 6.4 6 5-7.8 6 t 1.4 &9.8 6.11-4 5.7$ 6.48 -0 5x8 = 2x4 11 3x6 = 3x8 = 6.00 rl2 5x6 = a Scale - 1 78 7 tob 3x8 = 19 18 17 16 15 14 13 12 3x8 = 2x4 11 3x4 = 4x8 _ 3x8 = 20 II 3x8 MT20HS= 3x8 = 20 II 1 6.48 12-0.0 16.11.4 25.8.12 328-0 38.3.8 448-0 6.48 Plate Offsets (Mil- j2:0-4-2.0.1-8t 5.78 14:0.5-12.0.2-8t 6•i l •4 8:0-3-0,0-2-4t.110:0-4-2,0-1-81 6.98 6-11-4 5-7.8 6.4.8 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.38 15-16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Ven(rL) 0.89 15-16 592 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.29 10 Na n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 229 lb FT = 2046 LUMBER - TOP CHORD 2x4 SP No.2'Except' 4-6: 20 SP No.1 BOT CHORD 20 SP No 2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-3.11 oc bracing. WEBS 1 Row at midpt 7.16, 7-13 REACTIONS. (lb/size) 2=1700/0.8.0, 10=1700/0.8-0 Max Horz2=•75(LC 17) Max Uplift2=-447(LC 8), 10=-447(LC 9) FORCES. (lb) - Max. Comp./Max. 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=-3512/2160, 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=-1838/3511, 12.13_ 1783/3203, 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 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.0psf; h=15111; 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) 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 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.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 0 WARNING • Veft d4sfgn paromefere and READ NOTES ON THIS AND INCLUDED III/TEK REFERANCE PAGE Md•7473 rev. 1693,2016 BEFORE USE. Design valid for use only vAlh Ml1ek9 connectors. Rib design Is Lwsed only upon Paromolets shown. and Is for an Ir divkAK/ bolding component, not a buss system. 80(ofe uso. Ito building deslgfet muarn mustveilfytheapplicabilityofdesignpaelossand Ixopedy fncorlorofe this design Ingo Ire overall tbtBdlrng design Bracing Indicated Is to budding of frrclNidwil Ituss web and/ot chord rnembefs only. Addlbrgl lernporary and permanent btaGng Welk' preventIs always recahed for stability and to lxovont collapse wflh possible personal frVtay and ptopedy damage. rot general guidance regarding Ire 6904 Parke East Blvd. lalricallon, stotoge. delivery, otocilon ctrnd bracing of tntssos and huts systems, seeANSI/IPI I Quality Criteria, OSS89 and SCSI Building Component Tampa. FL 33610 SafetyItdofmallonavailablefromWasRoleInsahne. 218 N. Lee Street. Salle 312. AlexcWfla. VA 22314. Job USS fUSS ype 11 Ply T133123tt WP0061 A13 Hip 1 11 Job Reference (optional Builders FtrstSource. Tampa. Plant City, Florida 33566 7 640 s Aug 16 2017 MTek Industries, Inc. Thu Feb 22 13 41:46 2018 Page 1 ID:AeAoATVyRAFF5lmF42W 41SypZgj-gCmHcGsiDaoY4kNsbck?Q I Sle78_N?SJTm6xPnziagJ 1-0 52.3 11-0-0 18.7d 26072 338-0 3&5.13 4484 8 5-2-0 5.11.13 7.7.4 7.5.8 7.7.4 5.8.13 5.2,3 0 Scale = 1:78.7 US = 2x4 II US = 3x8 = 5x6 = 5.00 12 4 5 6 7 a 3x8 = 19 18 17 16 20 II 30 = 4x6 = US = 15 14 13 12 US = 20 113x8MT20HS= US 20 II LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) -0.40 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 V@n(TL) -0.97 15-16 >545 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(rL) 0.30 10 n/a n/a BCOL 10.0 Code FSC2014/rP12007 Matrix) Weight: 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP M 31, 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 20 SP No 2 WEBS i Row at mldpt 7-16. 7-13 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2=70(LC 16) Max Uplifl2=-457(LC 8), 10=-457(LC 9) FORCES. (lb) - Max. Comp./Max. 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pS1, BC0L=3.0psf; 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) 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 457 lb uplift at joint 2 and 457 lb uplift at joint 10. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING . VeAIy design parameters and READ NOTES ON THIS ANDWCLUDED MITEK REFERANCE PAGE 1140.7473 rev. 10002 IS BEFORE USE Deslon vall d for use only with Mllek8 connectofs. 11 is design b laxwd only upon patomelem shown, and a fa an WIV. W IxAdt ng Component, not a truss system. Before use, the IxMding designer must verify the a(XxlcalAlly of dosfgn Ixaarneters and IxoMrly I ncogxxale this design Into It* overall Is to txrealnG Indlvk truss and/or ehad members only. AdWtioncil lempotary and permanent bracing MOWbuildingdesign. WackV Indkaled prevent of Lxg web b ciwoys ro"ed fa slabOlty and to ixevonl cotictpso wtth pos*Ao per4W"and ixoixnty damage For General guidance reGadIng the fMxtcatlon, storage, delivery. etectton and brockng of trusses and truss systems, woAN51/mil Quality Criteria, OSS-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information awillable from Irks Rate knslthde. 218 N. Lee Street. SUte 312. Alexancdda. VA 22314. Tampa. FL 33610 Job I rues I fuss I ype oty ply Tt33t2312 WP0061 A14 Hip 1 1 1006Job Reference(optional) Buadets Fust5ource, Tampa. plant Cdy. Honda 33566 r aau a Pug 16 zui r m e m mausrrres, mo. mu reo zz ra • u4i zu r e rage r I0:AeAoATVyRAFF51mF42 W 4ISypZgj-SOKggctK_twPhuy29KFEzEe_NCXM6abShOrVxOziagl 1-0 5.3.14 t0.0.0 162-0 22.4-0 284i-0 34.8-0 38-4.2 44.8-0 •8 O 63-14 4.:8 2 621 62-0 62-0 62-0 4 8-2 63 14 -0 3x4 = Sx6 = 3x4 = 4x6 _ 5(xl t2 4 5 67 3x4 = 5x6 = Scale = 1:78.7 3x8 = 18 13 3x8 = 3x8 = 3x8 MT20HS = 30 = 3x8 3x4 = 3x8 MT20HS = 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 FBC2014lrP12007 CSI. TC 0.63 BC 0.83 W B 0.40 Matrix) DEFL. In (Ioc) Well Ud Ven(LL) -0.45 15-16 >999 240 Ven(TL) -1.12 15-16 >473 180 Horz(rL) 0.28 11 n/a rVa PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc pudins. BOT CHORD 20 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. (Ibtslze) 2=1700/0.8.0, 11=1700/0-8-0 Max Horz 2=-64(LC 17) Max Uplift2=-467(LC 8). 11=-467(LC 9) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (Ib) 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- 1 8=- 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=-471/954, 5-18=-1248/701, 5.16_ 106/398, 6-16=-282/199, 6.15— 282/199, 8-15=-106/398, 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=4.2psf: BCDL=3.Opst: h=15ft; Cat. II; Exp C: Encl., GCpi=O 18; MW FRS (envelope) and C-C Exlerior(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 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467lb uplift at joint 2 and 467 lb uplift at joint 11. 8) `Semi -rigid pilchbreaks 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 i as referenced by the building code.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 904 Parktr East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING - Vedry design pruemetere and READ NOTES ON THIS AND INCLUDED WE Of REFERANCE PAGE M07473 rev, 90404 0IS BEFORE USE. Design vdld for use orVy Win Mflek® conneclots. this design is based only tgwn palomelefs shown. and Is for an Indh4ducil building component. not o truss systemuse. . Beforee. the bu dng designer must verity the clppik:ablilly, of design Ix xornetefs aril properly kncorpotofe this design Into the ovoiall biking design. Brocing Indicated Is to buckling of InUMdux1 Inns web and/or chord members orgy. Addaorxs ternporary and pennanent bracing M iTek' preventis cswoys required for stability and to prevent cdlgxe with possbtle personal ktltny and ixoperiy damage. rot general guidance te"ding the 6904 Parke Etut Blvd. fabrication. storage, delNery. erection and bmchV of tomes and foss systems, seeANSIAPI I Guaety Criteria, DS8.69 and SCSI 8u8dlng Component Tampa. FL 33610 SafetyInformationavdkiblefromtomPlatefrxakife. 218 N. Lee Street Wie, 312. Alexandria, VA 22314 Job buss ype oty ply IS T13312313 WP0061 A15 Hip t 1 1007Job Reference (optional) Sudden FitatSource, Tar pa, Plant Cay, Florida 33566 7.640 6 Aug 16 2017 l b-tak Industries. Inc. Thu Feb 22 13:41:46 2019 rage 1 ID:AeAoATVyRAFF51mF42W 4ISyp2gl-dbu21 yuylB2GJ2XFi 1 nTVSA6VxIOr03cw4b2TgziagH 1-0 4.9.16 9.0-0 15.8.14 22-4-0 28.11.2 35.8-0 32:10.2 44.8-0 •8 4-&14 4.2.2 6.8-14 6.7.2 6.7.2 6.8-14 4.2.2 4.9-14 -0 Scale = 1:78.7 5x6 = 3x8 = 2x4 II 4x6 = 3x8 = 5.00 12 5x6 = 4 5 6 7 8 9 d 3x8 = 17 16 15 14 13 3x8 = 602 MT20HS = 3x8 = 602 MT20HS = 3x8 = LOADING (pst) SPACING- 2.0.0 CSI. DEFL. in loc) I/defl L/d PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) -0.53 15 >995 240 MT20 TCOL 7.0 Lumber DOL 1.25 BC 0.78 Ven(TL) -1.22 14.15 >434 180 MT20HS BCLL 0.0 ' Rep Stress Incr YES W B 0.51 Horz(TL) 0.30 11 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 221 lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-1 -9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.17, 8-13 REACTIONS. (lb/size) 2=1700/0-8.0, 11=170010-8.0 Max Horz2=-58( LC 17) Max Uplift2=-477( LC 8). 11=•477(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) 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=-1558/861, 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; VUI1=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 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 ps1 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 477 lb uplift at joint 2 and 477lb 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.' 3x8 -- GRIP 244/ 190 187/ 143 FT = 20% Joaquin Velez PE No.69192 MiTek USA, Inc. FL Cart 6634 904 Parke East Blvd. Tampa FL 33610 Date: February 23, 2018 0 WARNING . VarUy daelga penlmetore and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NIF702 rev. IWI,2015 BEFORE USE Design vdkl lot use only wpm Mnex®connectom 1111s design Is basod only upon pxaametets Mown. and k for an lndiA Mid bolding component, rat u truss system. Before use. Iho building designer musl vedty the apdk:abllty of dleskpn praarnoten; and pfoperty tricot otate Ink design Into the overall Bracing Is to bwcMtrlg Incllvkk" thin web card/or chard members only. Additional ternporday and paimc nenl txacing M!Tek' building ng design. Indicatedprevent of is dwoys requited lot stability and to prevent collapse With possarlo p ersorld k"y ci nd property danoge. For general gdola nce regal ing me Idxlcatlm storage, delivery. etecllon and bxactrlg or fames and truss systems seeANSI/TP1I Quality Criteria, D511-69 and SCSI Building Component 6904 Parke East Blvd Safety Information clvdtcaxe 0ofn 1n= Plato Insnkde. 218 N. Leo Street. Suite 312. Alexclndr1o. VA 22314. Tempo, FL 33610 Job T russ Truss Type oty Ply T13312314 WPfx161 A16 MP GIRDER 1 3 Job Reference(optional) ounaers rrrsrwuwe. i arrpa, ram wy, rrv,rva •rwvv .._.__._.___.. .__._._...___.___. __ _ ____._ ID:AeAoATVyRAFF51mF42W 4ISypZgj-zYhx4fy5ZIgZPpPCVaMeCVuwZyZOW F 1 L4LIp9tziagC 1-0 3.9•t4 7-0-0 13.2.10 19.3.9 25.4.7 31.5.E 37.8.0 a0.10.2 44.8-0 -6 0 3.9-14 3-2.2 6.2.10 6 0-t4 6-0•t4 6-0.14 6-2.10 3-2.2 3 9-14 -0 Scale = 1:78.4 6.00 12 5x6 = 3x8 = 2z4 II 36 = 3xa = 2x4 11 Sx8 = 4 22 23 5 24 25 6 26 727 28 8 29 30 9 31 32 10 4x6 = 21 33 34 20 3519 36 18 37 38 39 17 40 16 41 t5 42 43 14 4x6 5x6 = 2x4 II 5x8 = 5x8 = 20 II 6x8 = 5x8 = 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.53 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.22 17-18 >433 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(TL) 0.19 12 n/a rVa 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 pudins. 7-10: 2x4 SP No.1 BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. BOT CHORD 2x6 SP NO.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3396/0.8.0, 12=3396/0.8-0 Max Horz2=46(LC 27) Max Uplifl2=-1136(LC 4), 12=-1136(LC 5) FORCES. (lb) - Max. Comp./Max. 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=-2373r7210, 42.43=-2373/7210, 14-43=-2373/7210, 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=.656/ 411,10.15=-1583/4652. 10.14=-34/606, 11-14= 143/375 NOTES- (11) 1) 3-ply truss to be connected together with I Od (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9.0 oc. Webs connected as follows: 20 - 1 row at 0- 9-0 oc. 2) All loads are considered equally applied to all plies, except 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; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf, h=15fh 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 been designed fora 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 1136 lb uplift at joint 2 and 1136 lb uplift at joint 12. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Doe: February 23,2018 Continued on a e 2 Q WARNWO . Verily dedga panumsfare and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Ma-7473 mv. 180= 015 BEFORE USE. DedW Valli for use only wins MlleW connectors. I111s design Is based only upon parameters shovel, and Is for an e1dlvidual btAding component. not a truss sVstrxn. Below use. lho txLdlrlg deslgner must verity the aprxloat111ly of design pararnoters and Ixor"y elcogxxate this design Into the overall building design. Bracing Indicated Is to prevent b ucW[W of 1ndivid ucil truss web and/ot chard ineinbots only. Additional lempoaey anti Ixemanene bracing WOW Is tiways required for sfatAlly and to Ixevenl collapse Win possalle poison al IrW and rxopeAy damage. ra general gUdalce regQding the taLxkatlal. slorage, delivery, erection and Wichlg of times and trfrss systems. 3eoANSI/IPl I Quality Criteria. OSS-69 and BCSI Building Component 6904 Parke East Blvd Safety information ovak"o from 1rm Rate Institute. 218 N. Lee Street, Srdta 312, Alexandra. VA 22314 Tampa. FL 33610 o uss russ ype y T13312314 WPOO61 WP0061 1:"6 HIP GIRDER 1 3 Job Reference (optional) Builders FaslSource. Tampa. Plant City. Florida 33566 7 640 s Aug 16 2017 bblek Industries, Inc Thu Feb 2213 41 53 2018 Pogo 2 I D:AeAoATVyRAFF5lmF42 W41SypZgj-zYhx4fy5ZIgZPpPCVaMeCVuwZyZOW F 1 L4LIp9tziagC 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 Ib down and 107 Ib up at 13-0.12, 105 lb down and 107 lb up at 15.0-12, 105 lb down and 1071b up at 17-0-12, 105 lb down and 107 Ib up at 19-0-12, 105 lb down and 107 lb up at 21.0.12, 105 lb down and 107 lb up at 22-4-0, 105 lb down and 107 lb up at 23-7-4. 105 lb down and 107 lb 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 317lb 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) Ven. 1-4=-54, 4-10=-54, 10-13=-54, 2-12— 20 Concentrated Loads (Ib) Vert: 4=-156(B)10=-156(B)21=-317(B)5=-105(8)20=-58(B)18=-58(B)6— 105(B)17=-58(B)8=-105(B)9=-105(B)15=-58(B)14=-317(8)22=-105(B)23=-105(B) 24=- 105(6)25=-105(B)26=-105(B)27=-105(8)28=-105(8)29=-105(8)30=-105(B)31=-105(6)32=-105(8)33— 58(B)34=-58(8)35=-58(8)36=-58(8)37=-58(B) 38=- 58(8)39= 58(B)40 58(B)41— 58(B)42=-58(B)43=-58(B) Q WARNING - VWW design ptramoters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI.7473 rov. M03,2016 BEFORE USE. Design vaild for use only with Mllek6 connectors. Ihis design Is based only upon Ixxatnelers shown. and Is tot an Ondtvktual building component. not a ( russ system. Before use, the building designer must verify the agY111catAlly, of design Iwtametets and properly Incorporato this design Into the overall building design. ®achg Indicated is to prevent budding of McItMucil Iruss web and/or chard members only. Addillon l temporary and permanent baring MiTek' 6 always required tot stability and to pxevent collapse with possible personal Inpay and properly damage. For general guidance regarding the fabrication. slorage, cldlvery, erection and txacing of tnrsses and truss systems, seeANSI/tPI I Quality Criteria, OSS-89 and SCSI Building Component 6204 Parke East Blvd Salary Information avallable from leas Plate Institute. 218 N. Lee Street, Sulte 312, Alexandria. VA 22314 Tornpa, Fl. 33610 russ russ ype Tt33t23t5jJobWP006181NipI1017 Job Reference(optional) Buddeni FaslSource. Tampa. Plant Cdy, Florida 33566 7 640 a Aug 16 2017 MTek Industries, InC. Thu Fab 22 13'42:02 2019 Page 1 ID:AeAoATVyRAFF51mF42W41SypZgj-CHkKzk2kSUpH CbxXz1140mauadZ7GAg8F ozsziag3 1 4.314 8-0-0 t39.14 19.5.15 25.2.1 30.10.2 368-0 404.2 44$0 45$ 104314 3$-2 5.9.14 S$-2 58-2 5.8.2 5-9.14 34 4$•14 1 5. 00 FIT 6x8 = 5x8 = 2x4 11 Sx8 = Sx8 = 2x4 11 7 8 9 6x8 = 10 Scale - 1:78.1 5x6 = 21 20 19 18 17 16 15 14 Sx6 = 5x8 = 4x10MT20HS= Sx8 20 II 2x4 II 5x8 = 7x10 W8= 4x6 = LOADING( psf) SPACING- 2-0-0 CSI. OEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.50 Vert(LL) -0.50 17-18 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.15 17-18 >459 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.24 12 We We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 284 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-11 -1 oc puffins. 4. 7,7.10. 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. BOT CHORD 2x6 SP No.2 WEBS I Row at mIdpt 5-21 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1700/0-8-0, 12=1700/0.8.0 Max Horz2=-52(LC 13) Max Uplift2=-487(LC 8), 12— 487(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2.3=-3629/2121, 3-4=-3469/1989, 4-5=-3235/1908, 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, 5-18— 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. If; 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) 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.Opst on the bottom chord in all areas Where a rectangle 3-6.0 tall by 2.0-0 Wide Will fit between the bottom chord and any other members. 7) 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.' Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 8834 004 Parke East Blvd. Tampa FL 33610 Oate: February 23,2018 Q WARNING - v*d& dedgn pemmefae end READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE MQ7473 rev. IO W,2015 BEFORE USE. Design vcdld for use orgy with Mllek® connectors. This design is based only upon pwramotors shown. and Is to an axllvkAgl 1xAdlrlg conpononl. not a truss system. Bolero use. Iho txak8ng designer I oust vedfy fho appl1cc"Iy of doslgn paranotersand properly Incorporctlo iMS deslgn Into the overdl txddfrg design. Bracing Irldlculed Is to prevent txtclding oI Indivkhncl tnm web and/a Chad merntrers orgy. AUceaorxl lernponay and permanent bradng M iTek' Is olwoys ro i trod pot stdBlty and to prevent cdlor a with pwss811e personal fnhey orxi popxefty damoge. For general glldo nco regarding the 6904 Parke East Blvd 1cllxk-.alkxxsloage, dollvery, erection and bracing of Inmos and truss systems. sooANSI/IPI I Quality Criteria, OSS-69 and SCSI Building Component Tampa. FL 33610 Safety Informd8oncwc/lable from Inns Roto Instihdo. 218 N. lee Street. Suite 312. Alexarktia. VA 22314. Job I fuss I russ I ype uty ply 7133123t6 W P0061 82 Roof Special Gader I 1 eillob Reference (optional) Builders FasiSource, Tarnpa. Plant City, Florida 33566 7 640 a Aug 16 2017 MTek Industries, Inc. Thu Feb 22 13 42.04 2016 Page 1 ID:AeAoATVyRAFF5lmF42W41SypZgi-9gs5OO4 z63?EMKeO3D9prgMOII CO..ZTullatagl 1-0 741-0 10.4-0 11 4 16.8.12 25.2.4 30 6.0 3t •& 37 8 0 44.8.0 45 8 0.0 7-0-0 3.4-0 5 5.12 8.4.6 5.5 12 6 O-o 7-" -0 0 Scale a 1.81.6 5x8 = 5x6 = 5x8 = 5.00 12 5x6 = 5x6 = Sx6 = 3x4 = 3x6 = 2x4 II 3 22 A R - - 10 27 2A 11 3x6 = 21 29 20 18 18 30 31 32 33 17 16 15 34 35 14 3x6 = 20 II 3x8 = 3x6 = 3x4 = 5x8 = 3x6 = 3x4 = 3x4 = 7-0.0 10.4-0 1.1.4-0 16-" t8- •12 21-0-0 26-2-4 26 -0 31 -0 t-8 37-0-0 44.8.0 7- 0 3 4-0 1 5.4-0 0. -12 4-2.4 4.2.4 0-1=12 5.4-0 6-0-0 7-0-0 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.19 17-18 521 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 1.00 Ven(TL) 0.47 17.18 212 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.08 12 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight' 213 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 5-7,7-9: 20 SP M 31. 10-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3.11-6 oc bracing. BOT CHORD 20 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 Qt=length) 2=0-8.0, 12=0-8-0. Ib) - Max Horz 2=-46(LC 32) Max Uplift All uplift 100lb 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= 1 134(LC 20) FORCES. (lb) - Max. Comp./Max. 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=-1506/582, 10-27=-1928/751, 27-28=-1928/751, 11-28— 1928(751, 11-12=-2167/780 BOT CHORD 2-21=-470/1474, 21-29=473/1496, 20-29=-473/1496. 19.20=-300/1029, 18.19=-300/1029, 18.30-1033/371, 30.31=-1033/371, 31-32=-1033/371, 32-33=-1033/371, 17-33= 1033/371, 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— 22641738, 6-18=-605/388, 6-17=-304/131, 8.17=-630/390, 9.17=•2685/957, 9.15=-312/744, 10.15-273/268, 10.14=•227/543, 11.14=0/412 NOTES- (10) 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.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 408lb 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. Joaquin Vale: PE No.66162 MiTek USA, Inc. FL Cart 6034 904 Parke East Blvd. Temps FL 33610 Date: February 23,2018 Continued on oaae 2 0 WARNING - Ve ffy dedgn peremeton and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M/1-7113 rev. IOVIMIS BEFORE USE. Design valid for use only vlan Mltek®conneclors. lfas deslgl Is tamed only upon patomelers shown. and Is tot an Individual Ix"ng component. not a truss system Before we. the blldrng designet must verity the opplicaMlgm lry ofdestparametersandpropedy elcogtotote Itds design Into me overall btedng design. Bracing trx9caled Is to rxevent budding of hKgvldtal Inter web and/ot chard members only. Addlilonal lernpotary and permanent bracing MiTek Is always required for staliAlly and to Ixovonl collarAe with posd)lo personal"ami Ixoperty damage. For general guidance regarding the fabxleallom slake, delivery. erection cncl brocing of trusses and truss systems. seoANSt/rPl I Quality Cdlerla, DS"9 and IICSI Building Component 6904 Parke East Blvd Safety Information avalloble from lnrss Rate institute. 218 N. Lee Street. Suite 312. AlexarKlAa, VA 22314. Tenpa. FL 33610 uns rues Type oty ply T133123t6 W Poo61 18,2, Roof Special Girder I 1 1018Job Reference (optional) Burldem FitslSoutce, Tampa, Pant City, Florida 33566 7.640 S Aug 16 2017 Mi I ilk IndaetfreS, Inc I au IYa 22 13 42.04 2010 rage 2 ID.AeAoATVyRAFF51mF42W41SypZgi-9gs5004 z63?EVIKeO3D9prgMOlibCOzcZTuIkziagI 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 lb down and 107 lb up at 10-4-0, 97 lb down and 109 lb up at 17.4-12, 89 lb down and 105 lb up at 19-6-4, 89 lb down and 105 lb up at 21-6-4, 89 lb down and 105 lb 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 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 260 lb down and 109 lb up at 7-0.0, 81 lb down at 8-8-0, 317 lb down and 109 lb up at 10-3-4, 72 lb down at 17-4-12, 72 lb down at 19.6.4. 72 lb 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 33.6-12, 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 (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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) Vert: 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) Q WARNING - Vedly dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 10=0015 BEFORE USE Design valid for use orgy with Mllek®conneclors. Irgs design 6 based orgy upon parameters shown. arld IS for an Individual bAdirlg component riot a suss systom. Before use, the bildno desiginei roust vedty the or)rAlcahAlly of design paiarnolers and property thcorp oialo this design Into the ovetdl bAdrtg dosfgn. lirat3tg indicated Is to t mldlnU of Irtdlvidtial Inns web artd/or chard members only. Additional temporary and pefmcinenl bcr_Irtg M!Tek' prevent Is always teciLdied for stability and to prevent collapse wllh possible personal frgtal' and pororly damage. For general gtddalce regarding the 6904 Parke East Blvd. fabricatktn, storage, detivery, erection and bracing of tnrsses and fRas, systems. SoeANSI/IPI I Quality Cdteft. DS"9 and SCSI Building Component Tampa, FL 33610SafetyInformationavallablefromlossPlateVnlllute. 218 N. Lee Strool, Stdte 312, Alexandria. VA 22314. Job I russ I runs ype Qty ply Tt33t2317 WP0061 ail JACK -OPEN 12 t Jost Job Reference (optional) BuddeM FifsiboarCe. ianpa, Plaid Gay. Honda 33666 1.04u s Aug la zut r Mil OR rnu=nes, Inn. u nu Feo zz 1 a:nx w ze is rage i ID:AeAoATVyRAFF5lmF42W41SypZgj-9gs5OO4 z63?EVIKeO3D9prOxOX8bMzzcZTulkziagI 1-0 0 1.0.0 14-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Verl(fL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/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 (lb) or less except when shown. Scale = 1:6.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20%. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc punins. 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 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.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6604 Parka East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING. Verfty design pan neten and READ NOTES ON ThW AND INCLUDED MITEK REFERANCE PAGE 114B74TJ rev. ra4 MIS BEFORE USE Design valkl fa use only wtlh Mflek®coreecfas. Itnts design Is based only upon Ixliomelen shown. and isfa o n indivld al txBdang component, not a truss system. Below use. the building deslgnei must verily the 41pOcablllty of design paameters and rxoperiy Incapaalo still design Info the overall Is to bucairng Indkkkxa lass and/of chord members only. Additional termpotary and "manenl Ixacing M iTek' btadingdesign. Bracing Indicated prevent of web Is always iegdrod for stability and to prevent cottgx a wllh possible personal k*cy and IxopeM damage. Fa genoel guidance regadlng the fabrication. storage, delivery, erection aril bracing of louses and hear systems. sa:ANSI/TPI I Quality Criteria. DSB-69 and BCSI Butldtng Component 6904 Parke East Blvd. Safety Information available from lnar Rate msllrtde, 218 N. two Sheet. Stlte 312. Alexandria. VA 22314. Tampa. FL 33610 Job I russ rUSs I ype Qty ply Tt33t231a WP0061 SJ3 Jack•OpenI 12 t 020 Job Reference (optionap aumers awsource. i arrpa, rianl cay. monaa s,aoo —V I. - I m"- mu. ... w• - —V. ID:AeAoATVyRAFF5lmF42W 41Syp2gj •dsPTcm5dkPBsrIKW C6aSi 1 OSOnrKKpD6gDCSeBziagO 1-0-0 _ 3-" 1-0-0 3-0.0 Scale = 1:10 9 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(rL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOfz(rL) -0.00 3 n/a rVa BCOL 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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. pb/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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.0psf, h=15ft; Cat. 11; 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 OOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 72 lb uplift at Joint 2. 6) 'Semi-ngld 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 66U 6904 Parke East Blvd. Tampa FL 331110 Date: February 23,2018 0 WARNING . Vadly design perametwu and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1167473 rev. 14AY"IS BEFORE USE. Design valid lot use only vAlh Milek® connectors This design B based only upon paanotea shovm. and fs fa an IndMdtal txilldi ng cornponenf. not o Buss syslom. Before use, the building designer must voilly lho cyXllkalAlty of design pararneteis and txopedy peon orate this design Into the overall design. Bracing indicated Is to bucldkng of IrVJWtal Must web anal/or chord mernbers only. Additional lemtwrary and permanent bracing M iTek' building rxevent Is always rogW ed la stability and to Ixevent cotlgx o wllh possaxo personal Injury and txoperfy damage. For generc9 gtldance (egad ing the IatxlcatkxL storage, delivery, erection and bracing of misses orM truss systems. seOANSI/TPI I Quarry Cdteda, OSS-69 and BCSI Building Component 6904 Parks East Blvd. safely Informanon avallabte from lnns Rate Insnkite. 218 N. tee Street. Stale 312. Alexandria. VA 223M. Tampa, FL 33610 Job I russ ruSs Type oty ply T133123t9 WP0061 BJS 3ACK•OPEN 12 1 1021Job Reference tfonal Buldars F,rstSource. Tampa. Plant Guy. Florida 33566 r.Wv s Buy to [ f r mrI OR mausmes, — in. rav 22 rsnc va cvro raga , 10:AeAoAT VyRAFF51mF42 W 41Sypzgj-ds PTcm5dkPSsrfK W C6aSr t O6unoRKp06gOCSeBzrago 14)-0 5-0-0 1-0-0 5.0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.39 Vert(LL) 0.03 2-4 999 240 TCOL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=114/Mechanical, 2=253/0.8.0, 4=46/Mecllanical Max Horz 2=91(LC 12) Max Upllft3=-81(LC 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) of less except when shown. scale = 1: is.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind- ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, 8CDL=3.0psh h=151I; 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 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 81 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 0 ~mwa • verity dedon ptrtm im and READ NOTES ON THIS AND OICLIIDEO M!!EK REFERANCE PAGE MIF7473 rev. 1=42016 BEFORE USE Design valid for use only with Ml lek® connectors. This doslgirrl S lased only upon 1xi amelers shown. and is for On WAdud brRdirg competent, rat o truss system. Before use. the braking designer must verify the aq:{llOalBly of design parameters and Ixolefly Incorporate this design Into the overall buldhlg design. Bracing fralcaled Is to prevent buCMtrtg of aalMdtrtl bass web and/or chard members orgy. Additional temporary and permanent bracing M iTek' Is always tegnlrad for staWlty and to Ixevenl colic Ae with possalo Personal trWay and property damage. for general guidance regarding the labricallon. storage. delivery, election and bracing of trusses and truss syslems, sooANSI/TPI I Cudity Cdteno, 0SB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information cNdtabie from truss Rate lnstikde. 218 N. Lee Street Salle 312. Alexandria. VA 22314. Tarrpa, FL 33610 runs russ Type Tt3312320 W P0061 CJ7 Oiagonal HQ Girder 6 1 022 Job Reference(optional) nunaemreeroouree.Tampa, rram-.ay,rronoas.uo9 a . e- ID:AeAoATVyRAFF51mF42W 41Syp2gj-52zrp66FVjJjTpvimpShEEwHT83E3CuF3ty?6dziag? t-5-0 6-2.9 9.10.1 1-5-0 5.2.9 4.78 Scale= 1.21.8 5 2.6 4-78 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.05 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.13 6-7 841 ISO BCLL 0.0 ' Rep Stress Incr NO We 0.29 Horz(TL) 0.01 5 n/a rVa BCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 40 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=445/0.10-15, 5=288/Mechanical Max Horz2=131(LC 22) Max Uplift4=-87(LC 4), 2=-145(LC 4). 5=-81(LC 8) 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. FORCES. (lb) - Max Comp./Max. 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=-276r707, 11-12=-276/707, 7.12=-276l707, 7.13=-276l707, 6-13=-276r707 WEBS 3-7=0/308, 3-6=-761/297 NOTES- (9) 1) Wind: ASCE 7-10, VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide well 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 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, 18lb 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 (lb) Vert: 8=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B— 18) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8804 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING - Vedly dedgn paamerers and READ NOTES ON THIS AND INCLUDED AIITEK REFERANCE PAGE MI1-7473 rev. 140MIS BEFORE USE - Design wild lot use orgy vAlh MlleW conneclofs. this closign u txwd orgy unon poramelers shown. and is for at hdlvlahrdi "cling component. not o truss syslem. before use. the building designer must verity Ito atprxboblilty of cleagn parrnneteis and rxoperly Incorporate lhlt design into lho overall building design. Bracing frldkaiod Is to prevent bucMlrlg of IndtMucd truss web and/or chord members orgy. Pck9Uorol temporary and permanent txcv-N MiTek Is diways required (or sldl0lly rind to prevent collctnse with possaxe personal "aril Ixoperty char noge. for general gulol nco regarding the tcltxlcatlon, storalge, delivery. erection and txaldng of Mrsses cind truss systems, seeANSI/IPI I Quality Cdterla, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information asvcdlct le from Inns Plate Institute. 218 N. Lee Street. Suite 312. Alexcatdricl. VA 22314. Tampa. FL 33610 Job fuss fuss ype Qty ply T133t232t WP0061 EJ6 Jdack•Open 3 t 1023Job Reference(optional) Builders FnlSource. Tampa, Plant Gay, Fbade 33566 2x4 = 7 640 $ Aug 16 2017 NUTek IndU4ttres. 1nC. Ihu Feb 22 13:42:05 let B Page 1 ID:AeAoATVyRAFF5lmF42W41Sypzgj-52zrp66NJITpvtmp5hEEwEAB6W3GTF3ty16dzta I? 6.0.0 6-" Scale a 1:17.1 6.0-0 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.15 2-4 >455 180 BCLL 0.0 ' Rep Stress Incr YES W B 000 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 20 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. REACTIONS. (lb/size) 3=143/Mechantcal, 2=288/0-8.0, 4=56/Mechanlcaf Max Horz2=106(LC 12) Max Upllfl3=-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 NOTES- (7) 1) Wind: ASCE 7.10; Vult=140Mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15(h 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 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 3 and 78lb 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.' Joaquin Velez PE No.6l182 MiTek USA, Inc. FL Cart 6634 004 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 0 WARNING . Vedry dedyn panmefers and READ NOTES ON THIS ANO INCLUDED MR'EK REFERANCE PAGE M0.7473 rev. I&W/2015 BEFORE USE. Deslig1 valkl la use only with Mllek®conneclors lhts clesIgn Is txwd only upon padtmeters shown, and Is lot an Individual txAdbng component. not a hua system. Betoro use. the txlldlrvj designot must vedty the appllcabilry, of desgn Ixi nleteis and property Incorlxxale, gals design Into the overall txddbtd design. Bracing bxflcated is to IxrcldkV of WMchxl Inds web arxf/a chord members only. Addlkwid temporaryaxl peirnanent txocblg M iTek' preventIs always tegWed for stabaity and to prevent collgtse Win posslAe pefsowil ftey and txoperty danage. For general guidance regarding the 6904 Perks East Blvd. uaxlCatlon, staage. delivery, erecllon cW tlfocbng of fames and lam sysems. sooANSI/IPI I Quality Cdtedo. DS11419 and SCSI 6ullding Component Tampa. FL 33610 SafetyInformatlanawllablefromtrussNotebudhde. 218 N Lee Shoot. Suite 312, Alexandrkl. VA 22314. Job fuss runs I Me Illy Fly T13312322 WP0061 EJ6A I jack -Open t t 024 Job Reference(optional) tsusaers t-estsoucce, t arttpa, t•tant cay. rtonaa 330ti6 r.W "a hug to zui i me etc rnausums, inc. i nu rev [z s.qe ut zv to age ID:AeAoATVyRAFF51mF42W41SypZcg-ZFXDOR6tGIRa5zUuKWcwnSTN bSlottPlXhYe3ziag_ 6-" 6-" Scale = 1:17.1 2x4 = 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.06 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(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 FBC2014/rP12007 Matrix) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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 Grav 1=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 NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15fl; Cat. 11; 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of vnthstanding 44 lb uplift at joint 1 and 104 lb uplift at joint 2. 6) 'Semi-rlgid 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 Wirtz PE No.88182 MiTek USA, Inc. FL Carl 6634 6904 Parka East Blvd Tampa FL 33610 Date: February 23,2018 4L WARNING - Verify design paremoters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE M9.7473 rev. 100312015 BEFORE USE. Design valld fa use only with Milek® Connectois. this design is Lxlsed only upon paameters stevm. and Is for an Individual bolding component. not a truss system. Before use, the building designer must verity the aiNA.cabl.ty of design rxxamelen and properly tncorporatu this design Into the over,. Bracing indicated Is to txrcidlrvj of Indlvkktc, truss web anct/or chord members only. AckIDbn, lernpaary and permanent txactng MiTekbindingdesign. prevent Is always required for stalAlty axl to Ixovenl cdicilm v4m possible personal W aid Wopedy danage. for genet, gtlddcmo regarding the 6904 Parka East BlvdfatxlcatkxLstorage. dellvery, erection and txacing of Inmes and miss systerm. seoANSIAPI I Quality Criteria, OSB-a9 and SCSI Building Component Tarnpa, FL 33610SafetyInformationav,lct)le from Inns Nate Institute. 218 N. Lee Streel. SUte 312. Aletrandrla. VA 22314. Job runs runs ype oty Ply Open T13312323 WP0061 EJ7 24 1 025 Job Reference (optional) tswoo a "sib Urce, larnpa, plant Gay, rKwiaa 33556 7.640 a Aug 16 zU17 Ml l eK tnoustrlN, Ine. mu "o zz 13 4z:ur zui0 rags] ID:AeAoATVyRAFF5lmF42W41Syptgj-2FXDOR6tG 1 Ra5zUuKWcwnSTNGbRTollPl XhYe3ztag_ 1-0-0 7.0-0 1-0-0 7-0-0 0 0 N 3x6 = Scale a 1:19 1 7-" 7-0.0 Plate Offsets (KY)-- 2:0-0-2,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In hoc) 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 n/a BCDL 10.0 Code FBC2014/rP12007 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 purllns. 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/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. 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.Opsh h=15I1; 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 102 lb uplift at Joint 3 and 85 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. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ceft OU 004 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 Q WARNING • Vedy dsdgn panmsfem and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M67473 rov. 1dQYl01S BEFORE USE Design vdkd fo use only with Mftek®connoctors. IhIs dosign It based only upon Parameters shown, and is for an hdMduat building component. not a truss system. Before use. the building desldnot must vedry the applicability of design rxstameters and propedy hcorporato Ihk design Into the overall building design. Bracing Indicated Is to rxevont bucahg of Individual lass web and/a chard members only. Additional lornpoary and perrnanenl doling MOW S always toQuIted rot stability aid to Weveni Cdlaixe Win posslile personal k"y and Ixotxlrty damage. Fa genoal gn/dance iogadhg the fabilcatbn slaoge, delivery, erecHo n and bractiV of lnrsses and Iniss systems. soeANSI/TPI I Quatily Cdfodo. OSB-89 and IICSI Sullatng Component 6904 Parke East Blvd. Solely information avdklble from lntss Rate IrnstiRd@. 218 N Lee Street, Sidle 312, Alexanddo. VA 22314. Tampa, FL 33610 Job I russ russ I ype uty Ply Tt33t2324 WP0061 MVI Valby t 1 026 Job Reference(optional) Builders FuslSource. Tampa. Plant City. Florida 33566 1.540 $ Aug i6 207 Mi r ax industries. inc. t nu Fad 22 to 42 ore 20 ro Pagel ID:AeAoATVyRAFF5lmF42 W 41SypZgj-1 RScEn7V 1 KZRj735tE89JfOgO?sHXAyYXBR69Vz1afz 4.0-0 4-0-0 2x4 i 20 II LOADING (psf) SPACING- 2.0.0 CSI. 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 We 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) 2 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) n/a We 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 We n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=115/3-11-6, 3=115/3.11.6 Max Horz 1=49(LC 12) Max Upiiftl=-26(LC 12), 3=-47(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:11.3 Weight: 13 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15f1; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 1 and 47 lb 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.' Joaquin Velez PE No.66162 MTek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Temps FL $3610 Date: February 23,2018 0 WARNING. Verily dedgn paransafars and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MD-7472 rev. 1603NOIS BEFORE USE. Design vdid Not use only vAlh MI lok® connectors ltth design Is based orgy upon paaiarnetefs snowrt. and is for at ktdlAdual bidding component, not a truss slslem. Below use. the btAdhg designer must verify the aPltllcabalty of design pxeaneluts and Oropedy Incorporate ftttt doslgn kilo the overall building design, hating Indicalod Is fo rxovenl b ucldirtg of kxrMdual Was web aril/or chord mornbers only Additional temporary and permanent btocing MOW is dways rogAted for stability and to txevent collgtse wllh possible personal it*" and property damage. for Aonetd gJdalco rogarding tiro fabncalion. slotago, delivery, erection and bracing of tnases and truss systems woANSI/1PI I Quality Cdt* tta, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avaticaxo train lnrA Plato Insliarie, 218 N. Lee Street, %title 312, Alexandria. VA 22314. Tonpa. FL 33610 Job I fuss I ru?s I ype Uty ply Tt33t2325 WP0061 MV2 Valley 2 t 027 Job Reference(optional) t1uaaars rrramource. ,anpa. rlant cny, rionaa 33boo 20 i 2-0-0 2-0-0 i "u a Aug to C I i Mir an inaUSUMS. rr¢. i nu reu [[ i j.—uo —to rave i ID:AeAoATVyRAFF5lmF42 W 41SypZg1-1 R5cEn7V 1 KZRI73SIE89JI0iy?uuXAyYXBR69Vziafz 4x6 = 5.00 12 2 Scale - 1.7.0 Plate Offsets (X,Y)-- i2:Edae,0-1-14) LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(rL) rVa n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=41/1-11-6, 3=41/1.11.6 Max Horz 1=I8(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. Structural wood sheathing directly applied or 2-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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 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.66162 MTek USA, Inc. FL Cart 6634 904 Parke East Blvd. Tampa FL 33610 Date: February 23,2018 0 WARNWG • vedry dadon paremeters and READ NOTES oN TNIS AND WCLUOEO MITEK REFERANCE PAGE 419-7473 rov. 1693/2015 BEFORE USE Design valid la use only with MI lekib con nectors IMs deslpn Is posed only upon p acaneters Yawn. and Is lot an Individual bolding component, nol a miss system.1301ao use. One txBding designer must verity the apllicablity of design paamelers and properly I ncoil»rale this design Into tho overall btBdtng design. Broci Incdlcoled Is to budding or Inclivkhial Inns web ctrw/ot chord ineinbers only. Adcatioral lempotarl' crud l)efmarwnt txacing MOWngprevent is always rogWed lot stability and to Wevent collapse calm possUe, personal fVr+y and proporty, damago. For general guidance regarding the 6904 Parke East Blvd. labrlcalbrt storage. delivery, erection and L*Amt ng of lrtmes cmd Inar systems. soeANSI/IPI I Quality Criteria, D4111-69 and SCSI Building Component Tanya. FL 33610SafetyIntomnallonovallcaxefromUnrssRateinstitute. 218 N. lee Street. Sn4le 312. Alexoncido. VA 22314. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 14' 3/ 4 • Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing. Is always required. See SCSI. O. 1/ ldr c1z c2-3 2. Truss bracing must be designed by an engineer. For WEBS q p Ct wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I f ailm 0 O , Asa bracing should be considered. U or' Q 2 3. Never exceed the design loading shown and never inadequately braced trusses. aUstockmaterialsonFor 4 x 2 Orientation, locate a- 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and c» caa csa 0 BOTTOM CHORDS plates0-'he from outside 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 busses well be suitably protected from Plate location details available in MiTek 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 fire retardant preservative treated. or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 10. Comber is a non structurol 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 camber for dead load defection. the length parallel to slots. 11. Plate type, size, 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 truss unless otherwise shown. Trusses are designed for wind loads in the plane of the in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins 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. BEARINGestablishedbyothers. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and bad vertically unless Indicated otherwise. Min size shown is for crushing only. 40 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with Industry Standards: W1 project engineer before use. ANSI/ TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB- 89: Design Standard for Bracing. 0 is not sufficient. SCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI I Quality Criterio. Installing & Bracing of Metal Plate Connected Wood Trusses. I MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 RECORD COPY VING GEPAa- I63 44-8-0 BJI am to BJ1 Ouj W W iC 00 O O G NOTES: RM wow AU v a1L aT+a.uDB1c umFxMLOA hj8T BIAL BE COJ DU DIALLT A p41 ACBf W VrMMAy p gpy p q p PLIW AAE CDISIDI TB BE LOAD c v A c 0 v v g egg ff p aSTVITHWTMBiDGjALL JAI t v 7) ALL 1RUSS HA SE IIRD ALL ASSE66 AS 8J WAVWAMt/LDITEL OW TO BE AID SHOP DRAWING APPROVP M UMN IS TIE SO.E SM Fitt FABI®' HM ff TINS NO VOD)S K F1iYM AAOOIEMK ER i TAUSS LAMn DEM AHD APPROVAL OF MS LATO BE RATM UK ADT 100 VDL BE MT. VI G O= M MA AFADM OWO THAT YDL RE B2 Y Yl BJ5 c BJ5 BJ5 `1 f BJ5 O c BMJ3 BJI cul BJ BM W ' Oif 0 QB, uilders BJ1FirstSource a' o a a w w Orlando PHONE, 407-851-2100 FAX, 407-851- Plant City PHONES 813-759-5951 FAXi 813-75; 17- 4-0 7-4-0 20-H 44- 8-0 Ashton Woods mw 1551 S Halley MEN — Leta 11/ 9/17 i1 4014 k11g0- 44rrri t -7 - 2„La5 A A -AK (W64, W(01, FINAL BOUNDARY SURVEY BUILDING LAYOUT NOTE: WYNDHAM PRESERVE Contractor and owner are to verify all LOT 61 setbacks, building dimensions, and layout (PB 81, PG 93) 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. LOT 60 I I North boundaryof Lot 61 I o R r - - - 6 P5 N89'43'03"E 119. 16' - -- - - icv I SETBACK (TyQ) _ F- r a8.5'-------PRINCIPAL STRUCTURE, SQ o a l a m LOT 61 N I o AREA = fA W I 7,149 S.F. wffi N z 2 F O g o I avOO Z W I A/ C PAD` UI 148.5' F/ R l 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' r ' ` y"' ..`% LEGEND:AOUSSO-Access Oraina a Utilities Sidewalk LS / g / / LicensedusinessSFP- Backflow Preventer Sight Distance Easement S - Survey PRM -Permanent Ref. Monument R - Reported PCP -Permanent Control Point 0 - Description FP&L -Florido Power do Light P - Plat FFE -Finish Floor Elevation 0. . - Geed Book Water Meter O. R. -Official Records Book 04 -Water Valve P. B.-Plat Book Zf--Fire Hydrant Pg.- Page RC® -Reclaimed Water Meter Elev. - Elevation RCD4-Reclaimed Water Valve Cone. - Concrete M -Cable Box SP - Brick Paver m -Telephone Box SW - Sidewalk E-Electric Box FFE - Finished Floor Elevation Utility Pole CI - Curb Inlet Guy Pole P-Light GTI-Grote Top Inlet Pole P. U.E. -Public Utility Easement Guy Anchor RCP - Reinforced Can,. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride Storm Sewer Manhole NCS - No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF - Square Feet ENHo -Electric Handhole O. U.E. -Drainage/Utility Easement FMGO - MAG NAIL Er DISK COO - Clean Out XVD4- Irrigation Control Valve P. K. -Parker Kolon Nail p -Sign SIR - Set 1 /2' Iron Rod L87768 W04-Gate Water Valve SPKD - Set P.K. & Disk L87768 Gas Meter FIR - Found 1/2' Iron Rod L87768 11. -Existing Grade FIP - found 1 /2' Iron Pipe L87768 OI -Blow-off Valve FPKO- Found P.K. Nail & Disk L87768 -r-Orainage Flow Direction FCM - Found 4'x4' Concrete 10.0 -Proposed Design Grade Description I Date I Dwn.ICk'd I P.C.IOrder No. 1 STORY RESIDENCE 4014 NIGHT HERON DRIVE FFE= 27.38 119. 14' S89'43103V LOT 62 1 0 CONCR E 16 DRIVE JAY SURVEYOR' S NOTES: 1. Current title information on the subject property had not been fumished 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 test and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM 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. 6. This survey is intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. I I I I F_ CONC 1 WALK I WM 25. 31 W z U 16 c O0 OU C W O zz VNvi N II cN t E o w o 010 v 0 ot` o- 0 o Z U v O N mM Q1wC 00 v O N m j PCP- 11 io N to z30 O ILL. 0 1' rYio 3 H a `r° if) 0 0 zZ CI 2 To 5. 0 0 Elev- 24.50' 19' 43'03" E r, ro n oro 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: LOT 61, according to the plat of " WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date or Field Seu've : 05 09 2018 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets tho Standards of Phone: (321) 270-0440 Practice set forth by file Florida Board of Professional Fax: (813) 248-2266 Surveyors do Mappers in Chapter 5J-17, Florida Administrative Licensed Business NO. LB 7768 code, pursuant to Section 472.027, Florida Statutes. GeoPoint Surveying, Inc. fames D. Leviner LS6915 [ E- n: RCA Checked:JOL P.C.: Data File:BrtatonEmt-Plat FLORIDAPROFESSIONALSURVEYOR & MAPPER NO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL 05/10/18 Owg:tAbatoEaat-1ot81 Order No.:RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPEREC. 17 - TWN. 20 S. - RNG. 11 E. Field Lc,- - 1-xk Revision Q/ Response to Comments Permit # (—4- — C L,Q. 5 7 u Project Address: Contact: City of Sanford Building & Fire Prevention Division FEB 2 g 2018 Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov UD Submittal Date a 1-.-ol Ph: Fax:a Trades encompassed in revision: a Bseuilding Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: ROUTING INFORMATION Approvals 13 Building SF • ( ' I